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Plans (25) O�OC S-• OUo 3 t'ioda Sw '7711 � 331-6* 1 fig - MJ1 ry / W1 MJ2 _ � s ,F i i LJ24:12 'Ipm- i? r Yeh MJ4r r. , U4 � J1 J2 • V2J3 \------ J3 J4 7:12 C b J5 A J5 J6 // / / J6C IS: — ►I Q%I1�T CONFIRM ALL COFFER DIMS. Fa 14 7 2 u� J6 .7.4r 1 e_, _. A 1 j5C 712 � 1 g Ja �'�� J4C — '1i� J2 � (2) ; 4- � J1 ' 'i11 _.dam I � ■r a1 i• . Ili _ 3 Pr a2 4 �` 555 ■, 7:12 m pq >b , c•-:k v. gi r7.12 r�; SJ1 I - S =Ilk a3 - J5k %M'��i■i'�f/ 12 a2 ' tS� / J3 • 'p_ il J2 /� ' !dr--' -in - _a 1 61� J1 __ All* 1 Alln1 -11 111 6 C2 (4) SCOPFPGA CANT.CONDITION CONFIRM 12'RAISED AT GARAGE OTIFIRMWAIL66PMBULTOV6tNNTRUSSi i&-6" i 14-2' i11'6' 1 23'-4• 65.8' ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS VP CUSTOM 09/17/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEEREtNII NFORMa umbar16698STOMLOT 14 INFORMATPLAN: NSIBLE FOR 1 / A CHECKED BY: DESIGNER/ENGINEER AND APPRO SOF ALL TO & T R U S S COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. It V LOCAL 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. C Job Transmittal , MiTek USA, Inc. IllhIllhIIIflh1IHhIflI 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951)273-0040 Transaction ID: 408425 TO: PACIFIC LUMBER & TRUSS DATE: 9/17/2014 ATT: Bob Cairns Drawings Repairs Sequence#'s Description 75 0 6063612-6063615,6063617-606361$ 16698 VP CUSTOM LOT 141 - 16698 VP CUS' Transmittal Notes: Design Notes: FTP:408425.zip 9/17/2014 10:42:26 AM Page 1 111111lllll This design prepared from computer input by I' u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-05-00 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=( 0) 86 2-5=(-191) 766 5.3= -577) 413 2x4 OF 2400F Ti 2.3=(-1010 187 5-6=( -68) 107 5-4= -236) 1172 BC: 2x6 OF SS LOADING 3.4=( -766) 202 4. 6= -1285 413 WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0' V TC LATERAL SUPPORT 24'0C. UON. IC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 11'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC, UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 11'- 5.0" V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -126/ 108BV -79/ 164H 5.50" 1.74 OF 625) TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 11'- 5.0" -399/ 1329V 0/ OH 5.50" 2.13 DF 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGOND 2 Design shacked for net( psf) uplift at 24 "oc apacinn•I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 OVERHANGS: 18.0' 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0,011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200' Connector plate prefix designators: MAX LL DEFL = -0.034" @ 8'- 0.0" Allowed = 0,525' C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc MAX TL CREEP DEFL = -0.063" @ 8'- 0.0" Allowed = 0.700" M,M2OHS,MtBHS, 16 = MiTek M series 7-11-11 3-05-05 MAX HORIZ. LL DEFL = 0.003' @ 11'- 3.2" 597,_30# 1' MAX HORIZ. TL DEFL = 0.004" @ 11'- 3,2" 12 M-4x6 Design conforms to main windforce-resisting 7.00 system and components and cladding criteria. /- 4lMi= - 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,u Truss designed for wind loads tn in the plane of the truss only. v 0 o 0 0 0 o 4 Li, 9,4- x 0 o,"- 5 NE:sag M-3x4 :44-4x4 M-1.5x3 A- ,1, y y 7-09 3-08 y y y 1-06 11-05 Scale: 0,4326 ��,a P F�o n JOB NAME: 16698 VP CUSTOM LOT 14 - AH111/r 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 7 92 1 I PE f Truss: AH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper //�. 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 4111001111"/7 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � P DES. BY: EE ( G the responsibility of the erector,Additional permanent bracing of (B WSW - DATE: 9/17/2014 the overall structure is the responsibility of the building designer. continuousxImpactsheathing such l bracing plywood sheathing(TC)redwheres own dryweN C). �'_. Cr W Y n9 ✓A 3.2x Impact bridging or lateral required 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. '9 OREGON SEQ. : 6063612 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive envkonment, y �a k� �. design bads be applied to any component, and are for"dry condition"of use. / '9}� 2© -{- TRANS I D: 408425 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! 4 V� fabrication,handling,shipment end Installation of components. necesnsary. V 0 p p 7.PPlates assumes adequateatedondrainage W provided.. FR R �`' ppp ppp H e TPTh's IM?CAnIs in BCSI,copiesshed ject to the ofwhich wilt beetions set fumshedupon request.rth by 6 Imes coincideshall ewi joint facescenterttiesof truss,and placed so their center InIII 111311 11111 IIID 11111 III SII e.For b i basic p atete In inches, /,I ,NI II�1 MiTekUSA,Ir1C./CompuTruSSoftware7.6.6(1L)-E tO.ForbasicconnectorplatedssignveluesseeESR-1311,ESR-168a(MITek) EXPIRES: 12/31/2015 r 111111111 This design prepared from computer input by do PACIFIC LUMBER-BC' LUMBER SPECIFICATIONS TRUSS SPAN 11'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF q1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0 86 2.6= ( ) BC: 2x4 DF 81&BTR SPACED 24.0" O.C. 2.3= -552 168 6.7=( 396) 466 6.4= -319 278 WEBS: 2x4 OF STAND ( ) 132 6.5=(-270) 496 3.4= -263 115 8.5=(-270) 496 LOADING 4-5=(-207) 130 5.7=(-542) 302 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 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" .97/ 684V -101/ 207H 5.50" 1.09 OF ( 625) OVERHANGS: 18.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 5.0" 55/ 465V 0/ OH 5.50" 0.74 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1,1 r . ,, ,: , , ,. - ., " ... f, Connector plateprefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 N Q AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" M,M20HS,k11B18 )or noMprefix seCompulrus, Inc MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 9-11-11 1-05-05 MAX LL DEFL = 0.011" @ 5'- 0.4" Allowed = 0.525" T T MAX IL CREEP DEFL = -0.020" @ 5'- 0.4" Allowed = 0.700" 5-01-05 4-10-06 1-05-05 MAX HORIZ. LL DEFL = -0,005" @ 11'- 3.2" MAX HORIZ. TL DEFL = 0.008" @ 11'- 3.2" 12 7.001,E M-4x6 Design conforms to main windforce-resisting M 3x4 system and components and cladding criteria. 5 �D'1 Wind: 140 mph h=15ft TCDL=4,2 BCOL=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. M-1.5x3 v co c co �4 c p.0 0 to 0 -4111111111 .110 1 ' M-3x4 M-3x8 7 f- M-1.5x3 y y 9-07-04 1-09-12 y ), y 1-06 11-05 JOB NAME : 16698 VP CUSTOM LOT 14 - AH2 Scale: 0.3701 �`�<‹...- PN f?FFStil WARNINGS: GENERAL NOTES,unless otherwise noted: GI,f, //�i/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 2 92 0 IPE c' Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 1.d 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 at 1 'the top and bottom chords to be laterally braced at DES. BY: EE is the responsibilityof the erector.Additional 2'o.c,and at 10'o.c,respectively unless braced throughout their length� by � . permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.1411 DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -4 OREGON n n a: 6063613 C 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. OR Elia V N <C/ SEQ. : 60636 1 3 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, •P`r desgn leads be applied to any component, end are for"dry condition"of use. �7 1,� A. TRANS I D: 408425 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if '�4 7 r 14, 2-° A-4- fabrication,handling,shipment and installation of components. necessary.. A d7 8.This design is furnished subject to the limitations set forth byT.Design assumes adelocatedquate one both drainage is provided,, M` n t i V. ■■■��` ppp��1��I 8.Plates shad be hjoint both faces of truss,and placed so their center P rl 7- I��'"p�� (,MEM II�I TPIMrfCA in BCSI,copies of which will be furnished upon request. linesicoincide with fain lines. ,nu'I� ,�D1II 9.For indicatensize of plateedin inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)E 10.For basic connector plate design values see ESR-131 t,ESR-1986 Weir -- - - --- EXPIRES:12/31/2015 L IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 5.0° IBC 2012 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC: 2x4 DF #1&BTO LOAD DURATION INCREASE= 1.15 1.2=( 0 86 2.6=(-240) 450 6-3=( 0) 260 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-553 196 6-7=(-242) 449 3.7=1.492) 175 9 WEBS: 2x4 OF STAND; 4-5=( -12) 5 2x4 OF #1&BTO A LONDIOG LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF ( LOCATIONS REACTI1/ ONS -118/ T240H 5ISO" 1.07N I)FP(C625) OVERHANGS: 18.0" 0,0" LL = 25 PSF Ground Snow (Pg) 11'. 5.0" -70/ 479V 0/ OH 5.50" 0.77 DF ( 625) ** For hanger specs. • See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IG06D 2' DesigD checked for net(_F o- 8}) Lpl{*r ar �4 "oc soacinD.l Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015' @ -1'- 6.0" Allowed = 0.200" 6-01-01 5-00-03 0-03-12 MAX LL DEFL = -0.007° @ 6'- 0.2" Allowed = 0.525' 1. MAX TC PANEL TL OEFL = 0.024" @ 8'- 10.8" Allowed = 0.548" 12M-1.5X3 5 , , MAXMHORIZ. TL DEFL = 0.006' @ 10'- 11.5" 7.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=15ft TCDL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M-3x4 co O t--. #4aNAIIIIIIIIII O O n O A rn 0 a Ot **7 ag6 c M-3x4 M-1.5x3 M-3x4 A- A y A 5-11-05 5-05-11 1-06 11-05 v,,�,0 PRoFes, JOB NAME: 16698 VP CUSTOM LOT 14 - AH3 Scale: 0,3688 �5 Q'N6 .0 WARNINGS: GENERAL NOTES,unless otherwise noted: n n 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. P E f Truss: AH3 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. J// 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY. EE Is the responsibility of the erector.Additional permanent bracingof 2'n.c.and at 10'o.c.respectively unless braced throughout their length by f awa. - AIS po ty continuous sheathing such as plywood sheathing(TC)and/or dr wsll(BC). -sill Q DATE" 9/17/2014 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 aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. -f7 SEQ. : 6063614 fasteners are completeany and et no time should loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, l,+ 4, NC,* are for"dry condition"of use. 2 design loads hasbe controln to any and assn 8.Design assumes full bearing at all supports shown.Shim or wedge If /� 4+ O TRANS I D: 408425 5.CampuTrus no over and assumes no responsibility far the necessary. p 6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Mw'rl R 1kA" 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 I 111 IA III111111�1111 I I IIIII IIII TPINVTCA in Srequest. 0. Mire USA,IncCompuTrus Software 7.66(1L)E lines0F indicate in rbasconnector plate design values see ESR-1311,ESR-7968(MITek) EXPIRS:12/31/2015 11111111 a This design prepared from computer input by PACIFIC LUMBER-BC` ' LUMBER SPECIFICATIONS TRUSS SPAN 111- 5.0" TC: 2x4 OF @1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 4=(-19 ) 646S 2=) 0) 262.00 2.3=(-186) 120 4.5=(-192) 646 2.5=( 6) 76 BC: 2x4 DF#1&8TR SPACED 24.0" D.C. 2.3= -186)) 190 4-5= -192 644 2.5=((-786)) 176 WEBS: 2x4 DF STAND5.3= -186 164 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 01- 0.0' -122/ B50V -113/ 228H 5.50" 1.36 DF 625 Connector plate prefix designators: 111- 5.0" -110/ 642V 0/ OH 5.50" 1.03 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (PQ) M,M2OHS,M1BHS,M16 = MiTek MT series ADOL: IC UNIF LL+DL= 40.0 PSF 01- 0.0 TO 111- 5.0" 0 ICOND. 2: Design checked for net(.S psf)�pl f at 4 "o spacinn ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x,131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.015" @ 3'- 0.3" Allowed = 0.411" nails staggered at: 9" oc in 1 row(s) MAX TC PANEL TL DEFL = 0.038" @ 9'- 2.4" Allowed = 0.567" throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.002" @ 11'• 1.5" MAX HORIZ, TL DEFL = 0.004' @ 11'• 1.5" 6-01-01 5-03-15 Design conforms to main windforce-resisting T f T system and components and cladding criteria. 12 Wind: 140 mph h=15ft TCDL=4.2 BCOL=6.0, ASCE 7-10, 7.00 M-1.5x3 (All Heights), inclosed, Cat.2, xp.B, MWFRS(Dir), / -{ load duration factor=1.6 itdpaneoftwtuooni nhelefherssly. M-3x4 m C C. Cs O 4L . O g.sill go me 1► 4 .0.-„,..5 -,, O M-3x4 M-1.5x3 M-3x4 .1 5-11-05 5-05-11 y ,t- 11-05 11-05 JOB NAME: 16698 VP CUSTOM LOT 14 - AH4 <c' PRop Scale: 0.3474 Cj INE s!A_ WARNINGS: GENERAL NOTES,unless otherwise noted: tG�� /'/ O-v9 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 ! M P ' Truss: AH4 and Warnings before construction commences. building component.Applcabiley 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. ,% 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by 4,401,.. the overall structure a the res onsb' of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). DATE: 9/17/2014 P adY g 3.2x Impact bridging or lateral bracing required where shown++ S a' SEQ. : 60636154.No load should be applied to any component until after a9 bracing and 4.Installation of truss Is the responsibility of the respective contractor. 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, �` A design bads be applied to any component. and are for"dry condition"of use. 6 TRANS I D: 408425 '�,t" 5.CompuTrus has no control over and assumes no responsibility log the .Design assumes full bearing at an supports shown.Shim or wedge m U' - Y 14 VQ �{- fabrication,handling, necessary. f{ . shipment and installation of components. 7.Design assumes adequate drainage is provided. ilip R 1.•`'• ■■■e�� tte111��1 NNNN1111 N 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 I-( I I��eeg�Ell I��,f�l��I u'I TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ,111 Iln�' 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 N INIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 4-00-00 MONO HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDFICq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=( -3) 107 5.6=(-202) 191 5.2= -352) 176 BC: 2x4 OF #1&BTR 3-4=( 176)1132 170 WEBS: 2x4 DF STAND LOADING 31 6-3=I.281) LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON, TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0' TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 18.0" 0.0' TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" 0'- 0.0" -41/ 407V -69/ 116H 5.50' 0.65 OF ( 625 4'- 0.0' -102/ 3504 0/ OH 5.50" 0.56 DF ( 625 •• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGOND 2 Design checked for net( 5 osft uplift at 24 "oc acing C,CN C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS ,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0' Allowed = 0.200" 3-08-04 0-03-12 MAX TC PANEL LL DEFL = 0.022" @ 2'- 0.5" Allowed = 0.235" l' , 128# MAX TC PANEL TL DEFL = 0.023" @ 2'- 0.5' Allowed = 0.353" 12 MAX HORIZ. LL DEFL = -0.001' @ 3'- 6.5' 7.00 MAX HORIZ. TL DEFL = -0.001" @ 3'- 6.5" M-1.5x3 4 Design conforms to main windforce-resisting /- -,, system and components and cladding criteria. Wind: 140 mph, h=15ft TCDL=4.2 BCDL=6.0, ASCE 7-10, lir (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), all cad duration factor=l.� Truss designed for wind loads in the plane of the truss only. a -#- a 0 a CO M-3x4 41 c, o lG so riai 510 *'s ' M-1.5x3 M-3x4 y y y 1-06 4-00 �' ''- PROpE'S JOB NAME: 16698 VP CUSTOM LOT 14 - B2 Scale: 0.5988 ��`�� r �� g s�o�9 WARNINGS: GENERAL NOTES,unless otherwise noted: A 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 �' 7 92•0 i�E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: B 2Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be stability where shown+. 2.Design assumes the top and bottom chords to be laterally braced a 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their lenggtMh by �, '. DE$. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). h. DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4! OREGON1 SEQ. : 6063617 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. D, <l/ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �1 1 design loads be applied to any component. and are for"dry condition"of use. fr /b. "y 14 2- A{�T 0 TRANS I D: 408425 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, Dnesign assumes V 9 P Pa 7.Design assumes adequate drainage is provided. R 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 (�� Int III I NnI�I'I�Intl(�I) TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincideiiatwithizjoint ate In lihe. 'I '{II Illm',m,Il 6.Digits ni diof t center In inches. MiTek USA,Irtc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1658(MITek) EXPI RAS:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC` 1 ti- 0 r .. LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.0° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF 111&BTR LOAD DURATION INCREASE = 1.15 1.2= 3 107 5.6u(-166) 144 5.2= -359 163 BC: 2x4 OF 81&BTR SPACED 24.0' O.C. 2.3= -97 82 2-6= -120 148 WEBS: 2x4 DF STAND 3.4= -12 5 6.3= -101) 113 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 BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 18.0" 0.0" O'- 0.0" -61/ 383V -57/ 92H 5.50" 0.61 Of625 LL = 25 PSF Ground Snow (Pg) 2'- 10.0" -39/ 135V 0/ OH 5.50" 0.22 DF ( 625 ** For hanger specs. - See approved plans LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: 1,1 • I. II I. . ,- - - I,C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.011" @ -1'- 6,0" Allowed = 0.200' 2-06-04 0-03-12 MAX TC PANEL LL DEFL = 0.009" @ 1'- 0.6" Allowed = 0.147" f T 'f MAX TC PANEL TL DEFL = 0.009" @ 1'- 0.6" Allowed = 0.220" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 4.5" 7.00 MAX HORIZ. TL DEFL = -0.000' @ 2'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=15ft TCDL=4.2 BCDL=6.0, ASCE 7-10, M 1.5x3 4 -/ (All Heights), inclosed Cat.2, Exp.B, MWFRS(Dir), 3 load Truss ddesigned uration ffor owind�loads in the plane of the truss only. co o M-3x4 Al I` 0 a N ,- N a C� ,- 11S=IllIllillftr.- sina /1 5�� •*8 M-1.5x3 M-3x4 J, y J' 1-06 2-10 JOB NAME: 16698 VP CUSTOM LOT 14 - B3 4',c J,55ss Scale: 0.6226 GJ !G(7N�((bJq� / WARNINGS; GENERAL NOTES,unless otherwise noted: ,..? t�r/f / a1 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 _'Cq')*SPE �+(' Truss: B3 and Wamings before construction commences. building component.Appacabiliy of design parameters and proper /Jj 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: EE is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y permanent bracing of continuous sheathingsuch as sheath C and/or ��* DATE: 9/17/2014 po vbuilding Impactbridging plywood R sdrywall(BC). -�`-�`a" CC. the overall structure B the res nslb' of the designer. 3.2x brill in or lateral bract 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, t, OREGON 4., SEQ. : 606361 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, t7 N design loads be applied to any component. and are for"dry condition"of use. / 1,. (� ,,L TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hill bearing at all supports shown.Shim or wedge if Q 14, 4 �T fabrication,handling,shipment and installation of components. necessary. /�,� 7.Design assumes adequate drainage is provided. "��-.`P[�`1 tti-, 6.This design is famished subject to the amitalions set forth by 8.Plates shall be located on both faces of truss,and placed so their center fl 4. Hill. ��' �� 'I�( TP WVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 'I 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) - - _ -- - EXPIRES:12/3112015 I11111IIIIIII This design prepared from computer input by p PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 4-00-00 MONO HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 3 107 5-6=(-202) 191 5-2= -352) 176 BC: 2x4 DF #1&BTR 2-3=(-128 113 2.6= -154 170 WEBS: 2x4 OF STAND LOADING 3-4=) -78) 31 6.3= -281) 132 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL) 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" 0'- 0.0" -411 407V -69/ 116H 5.50' 0.65 DF ( 625) 4'- 0.0" -102/ 350V 0/ OH 5.50" 0.56 DF ( 625) Connector plate prefix desi nators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix)Q =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. , , ,. r ,. ., .. - • ", M,M2OHS,M18HS,M16 =MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" 3-08-04 0-03-12 MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" T ' MAX TC PANEL LL DEFL = 0.022" @ 2'- 0.5" Allowed = 0.236" 1 1281/ MAX TO PANEL TL DEFL = 0.023" @ 2'- 0.5" Allowed = 0.353" 12 7.00 1.---"' MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 6.5" M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: (A0 llmneights)ftEnclosed 2LIatD.2,6Exp B, MBFRRS(Dir), Load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. c 0 CI) M-3x4 M a a I N MI 5► 111.- 16 M-1.5x3 M-3x4 y y 1-06 4-00 .t) PRoF6-, JOB NAME: 16698 VP CUSTOM LOT 14 - BH1 Scale: 0.6056 Hca INS s4, c� �� 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� n CC 9f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and h for an individual =92 S.P G Truss: BH1 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 a ./ DES. BY: EE is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .r 4r� 4/�e continuous sheathing such as plywood sheathing(TC)end/or drywae(BC). / DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing 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. '37 A_OREGON ^+J SEQ. : 6063619 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, f. `7 N I` design loads be applied to any component. and are for"dry full b on"of use. / "Ti- rL13 ,{... TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes fug bearing at all supports shown.Shim or wedge If 14 ,, fabrication,handling,shipment and installation of components. Designneessary. r e? Ng P 7. latesassumes adequate one drainage is provided. �`R R 10- 8. This design is furnished subject to the limitations set forth by 8.Plates shell be located both faces of truss,and placed so their center I 11m11/ 111111111111111�I�IIII IIII TPUNlTCA in BCSI,copies of which will be furnished upon request. lines coincide tat with joint ain Inches �,,lI1NN III 0.mines indicate of plate to Inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(Weal EXPI R ES:12/31/2015 I�IIIII�IY This design prepared from computer input by Iglil PACIFIC LUMBER-BC ' ' LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF (PINTA LOAD DURATION INCREASE = 1.15 1- 2=( 0 79 2- 6=(-73 333 7- 3=(0) 176 BC: 2x4 OF R1&BTR SPACED 24.0° O.C. 2. 3=(-507) 168 6- 7=(-73) 334 WEBS: 2x4 OF STAND 3. 4=(-507) 168 7- 8=((-73 334 LOADING 4- 5=( 0) 79 B- 4=(-73 333 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 14.0' 14.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0° -146/ 538V •116/ 116H 18.00° 0.86 OF ( 625) M-1.5x4 or equal at non-structural 1'• 6.0' 0/ 143V 0/ OH 18.00" 0.23 OF ( 625 vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'• 0.0' 0/ 143V 0/ OH 18.00' 0.23 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'• 6.0" -146/ 538V 0/ OH 18.00' 0.86 OF ( 625) Unbalanced live loads have been considered for this design. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for netjp"f)�plitt at 24 "0c s ap cine I C Connector8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,(or = MiTek MT series MAX LL DEFL = •0.004" @ •1'- 2.0° Allowed = 0.117" MAX TL CREEP DEFL = -0.005" @ •1'- 2.0" Allowed = 0.156" 5 09 5 09 MAX LL DEFL = -0.004' @ 12'- 8.0' Allowed = 0.117" .1 T MAX TC PANELELL DEFL = -0.033" @ 12'- 11.6" Allowed = 0.437' 5-09 6-11 MAX TC PANEL TL DEFL = 0.051° @ 2'- 9.0" Allowed = 0.655' MAX HORIZ. LL DEFL = 0.003' @ 11'- 3.8' 12 12 MAX HORIZ. TL DEFL = 0.005' @ 11'- 3.8" M-5x6 9.00 V 'N 9.00 Design conforms to main windforce-resisting 3 5.0" system and components and cladding criteria. /- M-3x5 AM-3x5 wind: 1140 mph h=21.3ft, TCDL=4.2,BCDL=6.0 ASCE 7-10 "6fmut� to d duration,factoosed6 Cat,2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. Truss designed for 4x2 outlookers, 2x4 let-ins of the same size and grade as structural top M-1.5x4 dill M-1.5x4 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are cm 1.4 r permissible at inlet board areas only. co cm N v� M-3x �'' 11116..st3x5 -/o c� m v 7 -/o cm M-3x4 M-3x5 M-3x4 A- y y y 1, 1-09 4-00 4-00 1-09 y y y y 1-02 11-06 1-02 JOB NAME: 16698 VP CUSTOM LOT 14 - Cl <c�,E0 P 6'''s Scale: 0.3986 �J INF WARNINGS: GENERAL NOTES,unless otherwise noted: <C1�� 1 t//!( (. afv 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 P E Fr" Truss: Cl and Warnings before construction commences. building component,Applicability of design parameters and proper i 2.2x4 compression web bracing must be instaNed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). /�orio. DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "♦ (r 4.No load should be applied to any component until after all bracing and 4.Instamation.of truss is the responsibility of the respective contractor. OREGON SEQ. : 6063621 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, by ,4 Syr k design bads be appaed to any component, and are for"dry condition'of use. .9 N. TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it Q 14, 2° ;" fabrication,handling,shipment and installation of components. necessary.. ) 7.Design assumes adequate drainage is provided. ✓/`CCr R`f�` 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 �'t 1'1 I f �u II II1(�� (�'� TPVWTCA in BCSI,copies of which will be furnished upon request. Dies coincide with joint center lice. 1 I' In�m�� B.Digits indicate size ofplate inches. MiTek LISA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate plate design values see ESR-1311,ESR-1988(MTek) EXPIRES:12/31/2015 NMIThis design prepared from computer input by u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2.) 0) 78 2- 8.(-160) 143 8. 3= -575) 262 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-107 246 8- 9=(-127 ) 142 3- 9= -23) 316 WEBS: 2x4 DF STAND 3- 4=(-389) 105 9.10=(.147) 403 9- 4= -101 185 LOADING 4- 5=(-389) 126 10- 6=(-144) 406 9- 5.=(-205) 208 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-576 ) 138 5.10=( 0) 146 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 79 TOTAL LOAD = 42.0 PSF OVERHANGS: 14.0" 14.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOR2 BAG REQUIRED BRG AREA Unbalanced live loads have been LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1'- 0.5" -135/ 667V -116/ 115H 5.50" 1.00 DF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 6.0" -100/ 565V 0/ OH 5.50" 0.90 DF ( 625 Connector plate prefix designators: C,CN 018,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND 2 Design checked for net( put) Uplift at 24 `ox spacino.l M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 09 5 09 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003" @ -1'- 2.0° Allowed = 0.117" T '( T MAX TL CREEP DEFL = -0.004" @ -1'- 2.0" Allowed = 0.156" 1-05 4-04 4-04 1-05 MAX LL DEFL = -0.004" @ 12'. 8.0" Allowed = 0.117' MAX TL CREEP DEFL = -0.005" @ 12'- 8.0" Allowed = 0.156" MAX TC PANEL LL DEFL = -0.005" @ 0'- 9.3" Allowed = 0.073° 12 12 MAX TC PANEL TL DEFL = 0.003" @ 0'- 8.0" Allowed = 0.109" I'M-4x4 MAX TC PANEL LL DEFL = 0.018" @ 3'- 8.5" Allowed = 0.336" 9.00 H9.00 MAX TO PANEL TL DEFL = 0.073" @ 4'- 0.5" Allowed = 0.504" a4 0" A i MAX HOAIZ. LL DEFL = 0.002" @ 11'- 0.5" MAX HORIZ. TL DEFL = 0.003" @ 11'- 0,5" Design conforms to slain windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0 ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. CD COr. /8...,(4111171110h\. M-3x4 o �o c� trcc 0-3x8 M-3x4 A M-1.5x3 y y y y y 1-03-04 4-05-12 4-05-12 1-03-04 y y 1-00-08 10-05-08 ,- y y y 1-02 11-06 1-02 cc.,‘ PRQp JOB NAME: 16698 VP CUSTOM LOT 14 - C2 Scale: 0.3986 v r��i s% WARNINGS: GENERAL NOTES,unless otherwise noted: 44r 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4. 792**PEr 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. ,,/ J 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /' ,rr�. DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathingat 10' s.respectively unless braced throughout their len th by ��a� DATE• 9/17/2014 such as plywood required sheathing(TC)and/or drywall(BC). .f'4/°. the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing 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. -Q OREGON [(/ SEQ. : 6063622 fasteners are complete and at no time should any loadsj. greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .� +'C` design beds be applied to any component. end are for"dry condition"of use. / '9 y' fl 4 TRANS I D: 408425 5.Compuirus has no control over and assumes no responsibaiy for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If 1 4, �yQ. necessary. /fr t 1 V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. C R R 1 L III ��11�I�,IIII II1I�IIII�II 6 TPtPNr AThis nLs in BCSII,,copieshed bject to the limitations set of which will be fumishedupon request.rth by B.lines coincide lates shall withJooint center lon both iness of truss,and placed so their center I,�p1111�E� H Ilryl II,' 9.rDigtts indicate size of plate n inches. ! MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(Wel() r EXPIRES:12/31/2015 1111101111 This design prepared from, computer input by e ; PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS 11.06-D0 GIRDER SUPPORTING 15.00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=( -473 81 1.6= -63) 412 6.2=S-1066) 273 BC: 2x6 OF SS 2-3.(-1484 314 6-7= -120 475 2.7=y -129) 753 WEBS: 2x4 DF STAND LOADING 3.4=(-1479 313 7-8=€-354) 1607 7.3=1 -284 1418 LL = 25 PSF Ground Snow (Pg) 4.5=(-2455) 508 8-5=(-362) 1661 7.4= -522) 197 TC LATERAL SUPPORT <= 12'0C. UON. IC UNIF LLBC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL(( 162.5)+DL) 130. 5)- 293 .0 PLF 0'- 0.0" TO 11'. 6.0" V 4•B=f •157 887 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1'- 0.0" -478/ 2218V -95/ 94H 5.50" 3.32 DF ( 625) will have 1.5" max. nail penetration. 11'- 6.0" -395/ 1903V 0/ OH 5.50" 3.05 DF ( 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICONO. 2: Design checked for net(.s paf) uoiift at 24 "oc spacinn•I Connector plate designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C Connector 8,CN18 (or prefixno pdesignators: = ors: rus, Inc MAX LL DEFL = -0.018" @ 5'- 9.0" Allowed = 0.479" M,M2OHS,M18HS,N16 = MiTek MT series5 09 5-09 MAX TL CREEP DEFL = -0.043" @ 5'- 9.0" Allowed = 0.639" MAX TC PANEL LL DEFL = -0,002" @ 0'- 8.3" Allowed = 0.065" MAX IC PANEL TL DEFL = -0.004" @ 0'- 8.3" Allowed = 0.098" T 1-04-08 4-04-08 T 4-04-08 1-04-08 T MAX HORIZ. LL DEFL = 0.005" @ 11'- 0.5" MAX HORIZ. IL DEFL = 0.008" @ 11'- 0.5" 12 12 M-4x6 Design conforms to main windforce-resisting 9.00 V ` i 9.00 system and components and cladding criteria. 4.0' 3 ti� Wind: 140 mph, h=21.3ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 (Ail Helghta), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6 Truss designed for wind loads in the plane of the truss only. co 0 CO CD a M-3x5 M-3x6 4 M-5x10 �pi- �® M-5x10 o� A&If nr'� mt4� o CD 1 6' 7 8 s.---- 5 -,o M-3x8 M-6x8 M-3x8 y y ), y 1-02-12 4-04-08 4-08 1-02-12 , ), y 1-00 10-06 y y 11-06 CEO °Pen JOB NAME: 16698 VP CUSTOM LOT 14 - C-GIRD Scale: 0.3993 4?• '77/71g9 INF s�o WARNINGS: GENERAL NOTES,unless otherwise noted: t4 f f./7/t 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 __'C9'2•M P E C Truss: C-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 responsibility of the building designer. �/ 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom choMs to be rougho braced at DES. BY: EE 2'o.c.and at 10'o.c.respectivelyas unless braced throughout their length by / is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheaths A( ) ..✓ DATE: 9/17/2014 responsibilitybuilding designer. bridging or q sheathing(TC)sown drywa Bc. /0 Q the overall structure k the res nsibN' of the 3.2x impact brill in or lateral bracingrequired 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. 'j7G -'9'OREGON 1(/ SEQ. : 60636 23 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, th A. ,1 .t design loads be applied to any component. and are for"dry condition.'of use. .ft.� At�'1 TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes tub bearing a9 supports shown.Shim or wedge if Q 14, c• �� necessary.. �Af II fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4 R A I 0- t,- 1mm,Im 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 �''fi Il 1 L 1H11t.�I N NIn IIID m 11IIII 01 TPPWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Immll' gn 'IHN' nN'I IpI9.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 � 11111I�I This design prepared from computer input by N� PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-705 142 1-5=(-27) 496 5.2=(0) 349 BC: 2x4 OF#1&BTR SPACED 24.0" O.C. 2.3=1-706 130 5.3=(-27) 496 WEBS: 2x4 DF STAND 3.4=( 0 86 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: 0.0" 18.0" 0'- 0.0" -75/ 829V -107/ 98H 5.50" 1.01 DF ( 625) LL = 25 PSF Ground Snow (Pg) 15'- 0.0" -145/ 817V 0/ OH 5.50" 1.31 DF ( 625) **-FOR HANGER SPECIFICATIONS-SEE APPROVED PLANS 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ 16'- 6.0" Allowed = 0.150° C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ 16'- 6.0" Allowed = 0.200° M,M2OHS,M18HS, 16 = MiTek MT series MAX TC PANEL LL DEFL = 0.095" @ 3'- 11,7" Allowed = 0.531" MAX TC PANEL TL DEFL = 0.364" @ 3'- 11.6° Allowed = 0.797" MAX HORIZ. LL DEFL = 0.005° 8 14'- 6.5" 7-06 7-06 MAX HORIZ. TL DEFL = 0.009" @ 14'- 6.5° f f f Design conforms to main windforce-resisting 12 HM-4x4 12 system and components and cladding criteria. 7.00 '"--,..1 7.00 2 4 0" Wind: 140 mph, h=21.4ft, TCDL=4,2,BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), �� oad duration factor=1.� Truss designed for wind loads in the plane of the truss only. 0 I+ 0 of LO o� 11111111111111111111111111111116. -7'*.0- iirg v 0 0 M-3x4 M-1.5x3 M-3x4 4 A- 7-06 7-06 y y 15-00 1-06 a,ED PRQp JOB NAME: 16698 VP CUSTOM LOT 14 - D2 Scale: 0.4186 � �1/�l S'�a2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4/ , r7r' 11 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and H for an Individual j !92 l O P L r Truss: D2 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. /" 00 2.Design assumes the top and bottom chords to be laterally braced a 3.Additional temporary bracing to insure stability during construction 2'o.c.and at ill'o.c.respectively unless braced throughout lengthby ®�� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of ) Milan continuous sheathing such as plywood s braced sheathing(TC)and/or tlr their y DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ E Q 4.No load should be applied to any component until after all bracing and 4.Instatotlon of truss is the responsibility of the respective contractor. "l7 OREGON SEQ. : 6063624 fasteners are complete and at no time should any loadsG greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '�f 1 </ TRANS I D: 408425 design loads be applied to any component. 5. and are for"dry full b on°of use. /CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if .44' 2P •,}-. 14, �� fabrication,handling, necessary. r,^ shipment and Installation of components. 7.Design assumes adequate drainage is provided. CR R ILt- 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center (111111111 111111 I'MU I�I I„I TPIM71'CA in SCSI,copies of which win be furnished upon request. lines coincide withzjointacenter lines. 9..Diess idwiof plate in Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1588(MITek) 6 EXPt RES:12131/2015 1 1111 011111 i This design prepared from computer input by PACIFIC LUMBER-BC' LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(•26) 494 6-3=(0) 349 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2.3=(-704) 131 6.4=((-28 494 WEBS: 2x4 DF STAND 3.4=(-704) 131 LOADING 4.5=( 0) 86 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL = 25 PSF Ground Snow (Pg) 0'• 0.0" -139/ 8014 -112/ 112H 5.50" 1.28 OF ( 625) Connector plate prefix designators: 15'• 0.0" 1391 801V 0/ OH 5.50" 1.28 DF ( 625) C,CN C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGOND. 2: Design checked for netj�sf) uplift at 24 °oc s a na I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = •0.011° @ -1'- 6.0" Allowed = 0.150° MAX TL CREEP DEFL = •0.015" @ •1'- 6.0" Allowed = 0.200° MAX TL CREEP DEFL = 0.060" @ 7'- 6.0' Allowed = 0.939" MAX LL DEFL = -0.011" @ 16'• 6.0' Allowed = 0.150" MAX TL CREEP DEFL = •0.015" @ 16'- 6.0" Allowed = 0.200' MAX TC PANEL LL DEFL = -0.091" @ 11'- 0.2° Allowed = 0.531" MAX HORIZ. LL DEFL = 0.005" 8 14'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 14'. 8.5" 7-06 7-06 Design conforms to main windforce-resisting T T system and components and cladding criteria. 12 12 7.00 I1M-4x4 Wind: 140 m ht h=21.4ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 ',..1 7.00 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.ii / 3 ' Truss designed for wind loads ' in the plane of the truss only. 1. G r; 0 des Lo L.) 0 c .4t s C 8 6 M-3x4 M-1.5x3 M-3x4 y y y 7-06 7-06 y y y 1-06 15-00 1-06 JOB NAME: 16698 VP CUSTOM LOT 14 - D3 .st" PRpFFss, _ Scale: 0.3698 ,1 /( I WARNINGS: GENERAL NOTES,unless otherwise noted: X4.1 I fill �•Y-�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 indMduai '-c 2 11 p E r- T r u s s: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be installed where shown+• incorporation of component is the responsibility mp p stoy of the building designer. J/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be braced at 41411"1";f411101.`' F -. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by I DATE: 9/17/2014 responsibilitycontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ®. the overall structure is the of the buildingdesigner. 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 responsibilty of the respective contractor. OREGON `'1 SEQ. : 6063625 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, 17 th &� design loads be applied to any component. and are for"dry condition"of use. �7 '\ TRANS I D: 408425 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 �O 7 LF r �O tyT fabrication,handling, necessary. pf� e'‘'' 'f- shipment and installation of components. 7.Design assumes adequate drainage is provided. � .+1 R I L� 1111111 �' I,1�Iil�III 111111111111 ��HII 6.This design is CSI, o isubjectf the limitationssetforthpy 8.Plates eld e with tedjoin on both mess of truss,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide wth joint center Anes. 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 IIIHIIIINII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=(-800) 201 1- 6=( -88) 606 6- 2= 0) 189 BC: 2x4 OF MEM SPACED 24.0' 0.C. 2- 3=1-606) 225 6- 7=(-107) 602 6- 3= -40 49 WEBS: 2x4 DF STAND 3. 4=(-802; 204 7- 4'(-105) 606 3- 7= 0 186 LOADING 4- 5=( 0) 86 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -75/ 629V -85/ 76H 5.50' 1.01 DF ( 625 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15'- 0.0' -1401 817V 0/ OH 5.50' 1.31 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, (GOND 2' Design checked for nett( pefI uplift at 24 `Sc spacing.! OVERHANGS: 0.0' 18.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix desi nators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.047' @ 8'- 10.1' Allowed = 0.939' C,CN,C18,CN18 (or no prefix = CompuTrus, Inc MAX LL DEFL = -0.011' @ 18'- 6.0' Allowed = 0.150' M,M2OHS,M18HS,M16 = MiTek M series MAX TL CREEP DEFL = -0.015' @ 16'- 6.0' Allowed = 0.200' MAX TC PANEL LL DEFL = 0.031' @ 3'- 2.2' Allowed = 0.397' ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.006" @ 14'- 6.5' MAX HORIZ. TL DEFL = 0.011' @ 14'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 6-01-09 2-08-14 6-01-09 Wind: 140 m ht h=21ft TCDL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), inclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.G 12 Truss designed for wind loads 7 00 L.12 M-4x6 M-6x6 '-'--17.00 in the plane of the truss only. CI5x3M3X4 a 000701°°1111 c5 a 4 c �o ** 1 6 c M c o c M-3x4 M-3x4 y y 5-10-14 y 3-04 y 5-09-02 y ,1 1, 15-00 1-06 JOB NAME: 16698 VP CUSTOM LOT 14 - D4 Scale: D.4D6, ~� .v. " FF•ss/per WARNINGS: GENERAL NOTES,unless otherwise noted: A ��fC 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 .7 S$1-E r building component.Applicability of design parameters andproper end Warnings before bracing must commences, g Pa PW ly kI P Truss: D4incorporation of component is the responsibility of the building designer. AgileA 2.2x4 compression web bracing be ed where shown+. 2.Design assumes the top and bosom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'0.0.and 10'o.c,respectively unless braced throughout their ten th by DES- BY: EE la the responsibility of the erector.Additional permanent bracingof sheathing p sheathing(TC)) ryw (( C). continuousat10'c. such as plywood sheaths C and/or d all B /Arm. DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n SEQ. : 6063626 CC 4.No Wad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -L/ 4 OREGON EGO Orbe A.fasteners are complete and at no time should any Wads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design Weds be applied to any component. and are for"dry condition"of use. ,A TRANS I D: 408425 5.Compulrus has no control over and assumes no responsibility for the 8.Denecesse assumes full bearing at an supports shown.Shim or wedge If / Z �yQ+ fabrication,handling,shipment end installation of components. ry. M R A I k-\- D Po 7.Design assumes adequate drainage is provided. 111111111'11111 �II VIII 111111111 IBI 8.This design is furnished subject to the beeNons set forth by 8.Plates shag indicate e size of on both faces of truss,and placed so their center t U A in SCSI,copies of which win 7.6.furnished upon request. 9.rlDigss oincidwizedoi plate inrinches. MiTek USA,iso./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MITek) EXPIRES:12/31/2015 IN IIIIIIII , This design prepared from, computer input by PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 DF #1&B7R LOAD DURATION INCREASE = 1.15 1- 2=( -36 45 7. 8=(-225) 735 1. 7= -98) 58 BC: 2x4 DF 01ANTR SPACED 24.0' O.C. 32-- 4=3=(-1025 17754) 362 9- 5=(-152) 1601 2- 8=(-1100) 368 C2x4 DF STAND 382 LOADING 4- 5= -805) 259 8- 3= 86 130 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0 86 3- 9= -616) 272 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 4=)-169) 524 TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix desi nators: 0'- 0.0" -74/ 622V -118/ 68H 5.50° 1.00 DF 625 C,ON C18,CN18 (or no prefix e CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 0.0" -143/ 823V 0/ OH 5.50" 1.32 DF ( 625) M,M26HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(.s psi) uplift at 24 "ox n9 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL a 0.024" @ 7'- 5.3" Allowed = 0.704" MAX IL CREEP DEFL = -0,060" @ 7'. 5.3" Allowed = 0.939' MAX LL DEFL = -0.011" @ 16'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 16'- 6.0° Allowed = 0.200" MAX HORIZ. LL DEFL = 0.008" @ 14'- 6.5" 7-05-05 2-00-03 5-06-08 MAX HORIZ. TL DEFL = 0.013" 9 14'- 6.5° T 1' ,r T Design conforms to main windforce-resisting 3-08-10 3-08-11 2-00-03 5-06-08 system and components and cladding criteria. Wind: 140 mph, h=20,aft, TCDL=4.2,BCOL=6.0 ASCE 7-10 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), 7.001/ ' j 7.00 load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. HM-4x4 f-- 4 4 M-1.5x3 M-3x4 M-5x6 /- 1 21. c 0 N , 0 in LO i O C N to 4 1114 \EJ A- a *07 8 9 _ o M-3x4 M-3x4 M-3x4 M-3x4 A- ), ), ,1 7-01-13 2-01-15 5-08-04 1, y y 15-00 1-06 JOB NAME: 16698 VP CUSTOM LOT 14 - D5 Scale: 0.3758 <5<� t�j��/,Gp+7ve(p�f'p�ss/oA- WARNINGS: GENERAL NOTES,unless otherwise noted: t(,� ( 2 /I I _v G 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and B for an individual .921 ODE E 9(r Truss: D5 and Warnings before construction commences. building component.Appeeabnily 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: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A� DATE: 9/17/2014 p yg continuous sheathing such as plywood required where)and/or drywal(BC). /'all►. the overall structure Is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral bracing shown++ Q C C q C r�7 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� A� EGO 0� AZ4 SEQ. : 6063 V 2/ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ,,, �t design loads be applied to any component. and are for"dry condition"of use. n TRANS I D: 408425 5.Campuf nus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge e Q 14, � necessary. A�I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '✓/�.'h A'1 V '■ uu11 I' _ 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 �rll rl 4 p '.M I III IIII, 111 1 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. (n� N I'nNl 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 1111111111 " This design prepared from computer input by INN PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2806) 588 1- 6=(-464) 2294 6- 2=( -146) 78 BC: 2x6 DF SS SPACED 24.0" O.C. 2- 3.1-2844) 648 6- 7=(-466) 2300 2- 7= -128) 262 WEBS: 2x4 DF STAND 3- 4=(-2834 646 . 8=(•9403 4330 7- 3=( -602) 2660 LOADING 4- 5.1-5398) 1194 8- 5o)-966) 4444 7- 4= -2430 586 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 8=( -644) 2994 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 Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'• 0.0" -356/ 1737V -66/ 66H 5.50' 2.78 OF ( 825) M,M2OHS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+DL= 1233.0 LBS @ 6'- 0.8" 11'• 1.0" -750/ 3421V 0/ OH 5.50" 5.47 OF ( 625) ADDL: BC CONC LL+DL= 2994.0 LBS @ 8'- 2.2" ( 2 ) complete trusses required. ICOND. 2: Design checked for nett-5 psi) uplift at 24 "oc spacing l Join together 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 9" oc in rows) throughout 2x4 top chords, MAX LL DEFL = 0.021" 8 7'- 11.2" Allowed = 0.508' 9° oc in 2 rows) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.089' @ 7'- 11.2" Allowed = 0.678" 9" oc in 1 rows) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.006" @ 10'• 7.5" *** HANGER TO APPLY CONC. 5 06-08 5-06-08 MAX HORIZ. TL DEFL = 0.013" @ 10'- 7.5" LOAD(S) EQUALLY TO ALL MEMBERS. '' T Design conforms to main windforce-resisting 3-03-08 2-03 2-03 3-03-08 system and components and cladding criteria. Wind: 140 mph, h=20.Sft, TCDL=4.2,BCDL=6.0, ASCE 7.101 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), 7.00 ' M-4x6 '----,J 7.00 load duration factor=1.8 3 4.0" Trinuthedplaneeofd fthetruss wind loads only. PI AIIM.3x8 4 IS ,...,.. 440, 441 CD6 M 3x4 M-3x8 o _4. m 0 �� et A- 9,- 10---- 8 7 8 ►�5 M-1.5x3 M-3x10 M-3x8 y y �***,1233# **y 2994# y 3-01-12 2-04-12 2-04-12 3-01-12 y y 11-01 �� O PR OFF JOB NAME : 16698 VP CUSTOM LOT 14 - D-GIRD Bale: 0.4640 ,5� t'�/q// NE On'o WARNINGS: GENERAL NOTES,unless otherwise noted: �� v' '/7//17 *� 1.Builder and erection contractor should be advised of a6 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual C . .!'92 .6 O P E 1' and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: D-GIRD Incorporation of component Is the responsibility of the building designer. 41111,,40 2.2x4 compression web bracing must be instated where shown+. 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 1410011.'DES. BY: EE H the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). WOW. - DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ s 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 A_OREGON�t �kr SEQ. : 6063628 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component. and are for"dryfullb condition"of use. / .1y 2� TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 0 14, necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R ��. 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 I�IN 1116!IIII ") VIII VIII III)('�) TPI/WTCA in SCSI,copies of which will be furnished upon request. Digit coincide with joint In inches. ,'IRlllil IRI 9.,Diess oncidte Size of tplate eto MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIII11 } This design prepared from, computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15.00.00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF#15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2= 0 88 2- 7=(-291 1475 7- 3=( 0) 284 BC: 2x6 OF SS 2- 3= -1804 461 7. 8=(-296 1470 7. 4=(-31) 48 WEBS: 2x4 DF STAND LOADING 3. 4= -1475 426 8- 5=(-290) 1479 4- 8=( 0) 279 LL = 25 PSF Ground Snow Pg) 4- 5= -1808 460 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 5- 6= 0) 86 BC LATERAL SUPPORT <= 12°OC. VON. TC UNIF LL( 100.0)+DL 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 0.0" V TC UNIF BC UNIF LL( 50.0)+DL 40.0)= 40.0 PLF 0'- 0.0° TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24°OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL1 TC CONC LL( 250.0)+DL}70.0)= 320.0 LBS @ 9'- 0.0" 15'- 0.0" -308/ e 625) 1387V 0/ OH 5.50" 2.19 DF ( 625) OVERHANGS: 18.0° 18.0" 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(-s psf)yplift at 24 'ac spacing I Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,C 18 (or no prefix = CohpuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 8.0" Allowed = 0.150° M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0° Allowed = 0.200' MAX LL DEFL = -0.042" @ 6'- 0.0" Allowed = 0.704" MAX TL CREEP DEFL = -0,085" @ 6'- 0.0' Allowed = 0.939" MAX LL DEFL = -0.011" @ 16'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 16'- 6.0" Allowed = 0.200° MAX HORIZ. LL DEFL = 0.010' @ 14'- 6.5" MAX HORIZ. TL DEFL = 0.016' @ 14'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 3-00-10 5-11-11 Wind: 140 mph h=20.9ft, TCOL=4.2,BCDL=8.0 ASCE 7-10 1 320# 4320# 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 . 12 load duration factor=1,6 7.00 M-4x6 ..-M-6x6 ',,\J 7.00 Tss ind loads io the dplaneeofthe d for wtruss only. /- 3 4 P.4111111111111%1111111Sa 1 CO 0 CO 0 4 Q Lo 0 o O 7 8 x 0 1 M-3x5 M-3x4 M-1.5x3 M-3x5 ), y ), )' 5-09 3-07-12 5-07-04 ), y ,, ), 1-06 15-00 1-06 JOB NAME . 16698 VP CUSTOM LOT 14 - DH1 A.P pao,�Fs Scale: 0.3809 �j GI7N ppe WARNINGS: GENERAL NOTES,unless otherwise noted: ^Grit � �"7 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual i tt 1--'. 2. /7J!8 PE r Truss: DH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'ac.and at to'o.c.respectively unless braced throughout their length by a the responsWiliry of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). �It� DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t{ ,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. -y OREGON 14/ SEQ. : 6063629 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, R design loads be rippled to any component, and are for"dry condition"of use. G/O�q 14, 2�1 P+� TRANS I D: 408425 5.CompuTrus has en control over and assumes no responsibility for the 8,Design assumes full bearing at as supports shown.Shim or wedge s fabrication,handling,shipment and installation of components, necessary. c 7.Design assumes adequate thifage is o provided. S b RIO- 1 f 11 '- ��.�pppp��I� 8.This design is furnished subject to the lnMeions set forth by 8,Plates shah be located on both faces of truss,and placed so their center {l(l I t- 111111111 I mdg)�� III1111111111 I�( TPUWfCA In SCSI,copies of which will be furnished upon request. it coincide with Jointacenter Ones. ,1(1 �I'�'II 6.Digits indicate size of plate in inches. MiTek USA,MC./CompuTrun Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mffek) EXPIRES:12/31/2015 I1 111011 This design prepared from computer input by 1111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 41&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2.3=(-77) 44 TO 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -101/ 407V -15/ 68H 5.50" 0.65 OF 625 1'- 10.9" •85/ 93V 0/ OH 1.50" 0.15 DF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 DF 625 C,CN 018,CN18 (or no prefix) =CompuTrus, Inc M,M26HS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND 2 Design checked for net/ pet) uplift at 24 "or, spaclnd•I 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 = -0.011° @ •1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" 8 -1'• 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.8" Allowed = 0.106" MAX BC PANEL TL DEFL = 0.008" 8 1'- 8.5" Allowed = 0.338" MAX BC PANEL LL DEFL = 0.013" 8 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.027" 8 3'- 3.8" Allowed = 0.338" 1-11-11 T "( MAX HORIZ. LL DEFL = -0.000° 8 1'- 10.9" MAX HORIZ. TL DEFL = -0.000° 8 1'- 10.9" 12 Design conforms to main windforce-resisting 7.00 " system and components and cladding criteria. Wind: 140 mph: h=19,8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. 0 N O CO O CO O Ln . O.<-- O . N O ►-1 ►4 M-3x4 A- J, y ), 1-06 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 0 JOB NAME: 16698 VP CUSTOM LOT 14 - DJ1 <.:" PRoFFs Stele: 0.6663 SCO ". fig s�Q�9 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 Q:. .a2,-A T'E Truss: DJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /!♦ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. �,,.•0 3,Addxbnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a 2'o.c.and at 10'o.o,respectively unless braced throughout their len�gth by �", DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa6(BC). /�!:° DATE• 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ Q en 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, 7 OREGON t(/ S EQ. : 6063630 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, L, ► �� A. design beds be applied to any component. and are for"dry condition"of sue. /� ]/ 2Q t-•1;- TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If "J 14, necessary. 11 fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. ,R A 11-\-' 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 III I III"IIIII 1 IIIII II IIII�I TPIMlTCA in BCSI,copies of which will be furnished upon request. linescoincide withizjoint center lines. li B.,Dies indicate ine of t to inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-€ 10.For basic connector plate design values see ESR•1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIINIIII1 ` ,, This design prepared from. computer input by u PACIFIC LUMBER-BC r A LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0,0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0° O.C. 2-3=(-81) 56 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -75/ 427V -28/ 104H 5.50" 0.68 DF ( 625 3'• 10.9' -96/ 123V 0/ OH 1.50° 0.20 OF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 DF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ox spacina.l 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 = -0.011" @ -1'- 6.0' Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ .1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078° 3-11-11 MAX BC PANEL LL DEFL = 0.014" @ 2'• 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = •0.043" @ 3'- 1.4" Allowed = 0.338° MAX BC PANEL TL DEFL = -0.007" @ 4'- 1.4' Allowed = 0.338" i2 MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' 7.00-' MAX HORIZ. TL DEFL = -0.000" @ 3'• 10.9" /- 3 , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20.3ft, TCDL=4.2,BCDL=8.0 ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, INFRS(Dir), load uration factor=l.� Truss designed for wind loads in the plane of the truss only. N O CO O CO O N CO 0 M U, 0/- et O O� �_ r->< 4 M-3x4 1 A- ,1. 1-06 (PROVIDE FULL BEARING;Jts:2.3.41 6-00 �1 c O PRQp�.. JOB NAME : 16698 VP CUSTOM LOT 14 - DJ2 Scale: 0.6413 `�� INS d/ WARNINGS: GENERAL NOTES,unless otherwise noted: CG� ''s7//7//77 ' '/7/ *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 -_`92 P E: f Truss: DJ 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. .0/ 3.Additional temporary bracing to insure stabeity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c,and at 10'o.c.respectively unless braced throughout their length by r- po ty continuous sheathing such as plywood sheathing(TC)and/or drywafl(BC). / Q DATE: 9/17/2014 the overall structure is the responsibtity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. -9 OREGON ((j SEQ. : 6063631 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, i•-„,,e..) N� .S design bads be applied to any component, end erefor"dry condition"of use. '`? 2p A-k- TRANS I D: 408425 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 14, c_ necessary. �` 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �`R R 11_\ �� 6.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 1�,II�Iln Im TPIIWfCA in SCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E joint center lines. Digs indicate size of plate inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 J IIIIIIIIIIfi This design prepared from computer input by '�( PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2-4=(0) 0 BC: 2x4 DF#1&BTO SPACED 24.0" O.C. 2.3=)-113) 81 TO 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 SO.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 478V -42/ 140H 5.50" 0.76 DF ) 625) 5'. 9.2" 0/ 75V 0/ OH 5.50" 0.12 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -72/ 159V 0/ OH 1.50" 0.26 DF ((( 625) C,CN,C18,CN18or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON. 2: Desian cc exited for net(-5 paf) uplift at 24 "oc spacing.) BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 5-11-11 MAX TC PANEL LL DEFL = 0.094" @ 3'- 7.2" Allowed = 0,415" MAX TC PANEL TL DEFL = •0.109° @ 3'- 4.8" Allowed = 0.623° MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" /'" 12 3 -' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7.00 L- Design conforms to main windforce-resisting I) system and components and cladding criteria. , Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0 ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dur) , load duration factor=l.� Truss designed for wind loads in the plane of the truss only. cm O O O 01) Co O 4 N Ov_ 4 N O•f-- p 4� M-3x4 A- > y ,/ 1-06 (PROVIDE FULL BFARING;Jts:2.4.31 6-00 �1tiO PROpen JOB NAME : 16698 VP CUSTOM LOT 14 - DJ3 Scale: 0.5903 5� IN// S� WARNINGS: GENERAL NOTES,unless otherwise noted: '44� + r�7• / ©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 --92.11PE t' Truss: DJ 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 / - DES. BY: EE 4s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). /'A�•' DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 '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. `j7 OREGON (C/ SEQ. : 6063632 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,`,r design loads be applied to any component. and are for"dry condition"of use. / <'9}• 0 TRANS I D: 408425 5.CampuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.shim or wedge it d 14, 2 �t�" " fabrication,handling,shipment and installation of components, necessary. 7.Designlatesassumes adequate one drainageh is provided. a fip n 8.This design is CSI, o subject to the imitationse set forth by s.Plates shall be locatedhjoincenterpath faces afiruss,end placed so their center ``T n I L.` I N��II.INN phi IIIA III"IIT III II'I TPIMlTCA in BCS(,copipes of which w18 be furnished u)on request. lines cindicate nd cat with job t te inches. ( ) IN II N 9.,Digits indicate;ize of plate In Inches. MITek USA,Inc./Com uTrus Software 7.6.6 1 L E to.For basic connector ate design values see ESR-1311,ESR-1988 MITek EXPIRES:12/31/2015 III IIIUN This design prepared from,computer input by p PACIFIC LUMBER-BC " LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( Cl86 2.5=(0) 0 BC: 2x4 DF N1&BTR SPACED 24.0' O.C. 2.3=(-140 127 3-4=( -81 31 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 BEG REQUIRED BEG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0" -51/ 456V -52/ 166H 5.50' 0.73 DF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 DF 625 C,CN,C18,CN16 (or no prefix) = CoepuTrus, Inc 5'- 11.2" -150/ 356V 0/ OH 1.50" 0.46 DF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.9" -67/ 18V 0/ OH 1.50" 0.03 DF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND 2 Design checked for net( psf)Jtplift at 24 "0c spacind.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.011" @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.417" MAX TC PANEL TL DEFL = -0.060" @ 2'- 11.9" Allowed = 0.626' MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 12MAX HORIZ. TL DEFL = -0.001' @ 5'- 11.2" 7.00 `+ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=21.3ft, TC0L=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. CO O O 1, O O M. f0 0 IA LL7 O/- PIMC''''-' 0 ►� 5 1.---, 1 M-3x4 Jo y y 1-06 6-00 1-04-15 'PROVIDE FULL BEARING:Jts:2,5,3,4I tp PR JOB NAME : 16698 VP CUSTOM LOT 14 - DJ4 Scale: 0.5286 �.(<0, NOF S,s/p'L WARNINGS: GENERAL NOTES,unless otherwise noted: kr /2.•PE 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 92•„1 P Truss: DJ 4 and Warnings below construction commences, building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be Installed where shown C. Incorporation of component is the responsibility of the building designer. �/' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by1411111.'continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). .�'_+' DATE' 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IN 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. 7 ,L.OREGON 1(/ SEQ. : 6063 633 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G. 'fret 1 A• design loads be applied to any component. and arefor"dry condition"of use. / -7 y' 2.0 �# TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes toll bearing at all supports shown.Shim or wedge if V 14, necessary.. 1 y fabrication,handling,shipment and installation4, 'F R ltrt of components. 7.Design assumes adequate drainage is provided. - 8.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 I��("N 1�g�(�I�ill Oil�� TPV4VrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center che. IlpmIImNlem,II I11lme I'U11 9.Digits isize of t platein 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 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-03-00 GIRDER SUPPORTING 29-09-07 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7398) 1660 1- 6=(-1364) 6168 6- 2=( -556) 2534 BC: 2x6 DF SS 2- 3=(-4980) 1144 6- 7=(-1348) 6092 2- 7=(-2244) 568 WEBS: 2x4 DF STAND; LOADING 3- 4=)-4984) 1146 7- 8=) -818) 3922 7- 3=(-1084) 4754 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4810) 1026 8- 5=( -814) 3914 7- 4=( -208) 438 TC UNIF LL( 50.0)+0L( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 3.0" V 4- 8=) -264) 134 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 347.3)+OL( 256.2)= 603.5 PLF 0'- 0.0" TO 7'- 0.0" V BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0° TO 15'- 3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans ADDL: BC CONC LL+DL= 2953.0 LBS @ 7'- 5.2" 0'- 0.0" -1186/ 5369V -94/ 94H 5.50° 8.59 OF ( 625) 15'- 3.0" -629/ 2949V 0/ OH 5.50" 4.72 DF Connector plate prefix designators: ( 625) C,CN C18,01118 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2bHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CONO.2: Design checked far net(-5 psf) uplift at 24 "oc a acina.l BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L1180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.040" @ 4'- 2.1" Allowed = 0.717" nails staggered at: MAX TL CREEP DEFL = -0.141° @ 4'- 2.1° Allowed = 0.956" 9" oc in 1 rows throughout 2x4 top chords, *** HANGER TO APPLY CONC. 8" oc in 2 row s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.013" @ 14'- 9.5" 9" oc in 1 rows throughout 2x4 webs, LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. TL DEFL = 0.028" @ 14'- 9.5" 9" oc in 2 row s) throughout 2x6 webs. 7-09 7-06 Design conforms to main windforce-resisting T T T system and components and cladding criteria. 4-03-14 3-05-02 3-05-02 4-00.14 Wind: 140 mph, h=21,4tt, TCDL=4.2,BCDL=6.0, ASCE 7-101 T T 1' T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6 M-4x6 Truss designed for wind 7.00 \f 7.00 loads 3 4.0" in the plane of the truss only. WARNING:TRUSS NOT PLATED SYMMETRICALL111 MARK TRUSS PRIOR TO INSTALLATION TOENSURE PROPER ORIENTATION AS SHOWNi1ii 3x5 0cM-5x10 o olL IIPLASIIIIIIIIIIIIIEI ® `n ® 'L!I o c 1► 6 7 8 **5 o M-3x8 M-8x10 M-1.5x3 )' ***y 2953# y y 4-02-02 3-06-14 1 3-06-14 3-11-02 y y 15-03 JOB NAME: 16698 VP CUSTOM LOT 14 - E-GIRD Scale: 0.3765 �GJ� ��p(''�'PNE/i7��p+9s/p,.f WARNINGS: GENERAL NOTES,unless otherwise noted: r'4,!? r r 1r./i. l .vZi' 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual cit '-92.I PE { Truss: E-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 responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at // DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). :.'' 'AMP DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "et (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. -y7 OREGON 1.0 SEQ. : 6063635 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" .�b4 A. TRANS I D: 408425 C 25 design bads be applied to any component. and are for"dry condition*of use. / +'�.�. (� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at as supports shown.Shim or wedge If 14, 2 p"it" fabrication,handling,shipment and installation of components. necessary. /I,a 7.Design assumes adequate drainage is provided. ' RA'fL,,,. ,t 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 I IIH,II�'�II III II�(�'11111 E1 1111 TPUWTCA In BCSI,copies of which wit be furnished upon request. lines coincide with jointfcenter che. I' N IpI„ul NI 9.Molts 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�I This design prepared from, computer input by IIN ` PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-03-00 STUB HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/C -1 00 TC; 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) ( BC: 2x6 OF SS 1- 2= 0) 86 2- 6= -388) 1482 8- 3=( 0) 290 2- 3=(-1849) 497 6- 7=(-375) 1482 4-6- 4=(-29) 59 WEBS: 2x4 OF STAND LOADING 3- 4= -1514) 457 7- 5= -370 1491 7=( 0 284 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1843) 498 TC LATERAL SUPPORT r- 12°OC. VON. TO UNIF LL( 50.0)+DL 14.0)= 64.0 PLF '- 0.0" TO 6'- 0.0' V BC LATERAL SUPPORT co 12"OC. UON. TO UNIF LL( 100.0 +DLS (128.0)= 128.0 PLF 6'- 0.0' TO 9'- 6.0" V TO UNIF LL( 50.0 +DL( 14.0)= 64.0 PLF 9'- 6.0" TO 15'- 3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL0.0 +DL( 40.0)= 40.0 PLF 0'- 0.0' TO 15'- 3.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) NOTE; 2x4 BRACING AT 24"OC VON. FOR 0'- 0.0" -327/ 1404V -72/ 81H 5.50' 2.25 DF ( 825) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC TC CONC LL( 250250.0)+ DL( 70.0)= 320.0 LBS @ 6'- 0.0'15'- 3.0' -269/ 1232V 0/ OH 5.50" 1.97 DF ( 625) OVERHANGS: 18.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net( pef) uplift at 24 'oc spacing REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" C,CN,C18,0118 (or no prefix) = Computrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" M,M2OHS,M18HS, 16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.048" @ 6'- 0.0" Allowed = 0.717" "" For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.094" @ 6'- 0.0" Allowed = 0.958" MAX HORIZ. LL DEFL = 0.010" @ 14'. 9.5° MAX HORIZ. TL DEFL = 0.016' @ 14'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dlr), load duration factor=1.6 5-11-11 3-06-10 5-08-11 Truss designed for wind loads 'r 1,320# 4320# .( in the plane of the truss only. 12 12 7.00 M-4x6 -:10-6x6 '---.1 7.00 A 4 "11=--- QcD /1°.1°I.111° 0ao 04 In a. aco 0o 8 7 5." 1II M-3x5 M-3x4 M-1.5x3 M-3x5 /- ), ), ), ), 5-09 4-01-12 5-04-04 J, y y 1-06 15-03 JOB NAME : 16698 VP CUSTOM LOT 14 - EH1 Scale: 0.3747 \��EO PNEp�U.Ct WARNINGS: GENERAL NOTES,unless otherwise noted: <[,r� /t��/t I -v 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 j1 W E 19!...Truss: EH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. /'� / � 3.Additional temporary bracing to insure stebxxy during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P nY permanent bracing of continuous sheathingsuch asplywood sheathing(TC) rywal(B ) '�'�' DATE: 9/17/2014 responsibilitybuilding designer. own d c. /-. the overall structure Is the res ns@" of the 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6063636 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 /,' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, 74 /� I% 4w design loads be applied to any component. end areler"dry condition'of use. .9�,, A�'� TRANS I D: 408425 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, . 4 fabrication,handling,shipment and Installation of components. necessary.. �Q" 7.Design assumes adequate drainage is provided. 4 ry L� V .1,.��NN� 1tt11Htt■' 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 �l fl Im h1tl N'u mt�I01111111 (�II��I TPI/WTCA in BCSI,copies of which will be furnished upon request. gigs coincide with joint acenter lines. ,�(g',' um(I"I lug 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTr s Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) -- -- - - EXPIRES:12/31/2015 U11111111111 This design prepared from computer input by NMI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-77) 44 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -101/ 407V -15/ 68H 5.50" 0.65 OF 625) 1'- 10.9° -85/ 93V 0/ OH 1.50" 0.15 DF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 DF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. d,t • r.• ,r t " VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0° Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.004' @ 1'- 0.8° Allowed = 0.106" MAX BC PANEL TL DEFL = 0.008" @ 1'- 8.5" Allowed = 0.338" MAX BC PANEL LL DEFL = 0.013° @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.027" @ 3'- 3.8" Allowed = 0.338" 'f 1-11-11 MAX HORIZ. LL DEFL = •0.000" @ 1'• 10.9" MAX HORIZ. TL DEFL = -0.000° @ 1'- 10.9" 12 Design conforms to main windforce-resisting 7.00 j/ system and components end 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 in the plane of the truss only. 0 0 no 0 4 os- o er 0 N ooh 7M-3x4 111014 A- y J' y 1-06 'PROVIDE FULL BEARING:Jts:2,3.41 6-00 JOB NAME : 16698 VP CUSTOM LOT 14 - EJ1 PROFFs Scale: 0.6663 P �`yJy}�(/iNE1 `�/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 'A"++yy��,"r 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 4' =921.f E l and Warnings before construction commences, building component.Applicability of design parameters and proper �// Truss: EJ 1incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 17 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 thele tan_&&tit by *.1 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywas(BC). 1"� ' DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # Q SEQ. : 6063637 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. y A_OREGON 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+ "� 'kAA, design loads be applied to any component, and are for"dry condition"of use. 7.0 "��' Z,b,L,�T TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the e'necessary.assumes full bearing at at supports shown.Shim or wedge If / C� 1 4 fabrication,handling,shipment and installation of components. ` f'�-,... P Pe 7.Design assumes adequate drainage(s provided. 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 LNI111 bll III IIIA 11111 hill 11111 SII NII TPI WfCA in BCSI,copies of which will be furnished upon request. lines coincide,h jointplateaIn lines. 9.,Digits coincide ¢e of io inces. 114iTek 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. 1111111111. Thiis IFIesignBERign prepCred from,computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF#1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(D) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 56 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 18.0" 0.0' TOTAL LOAD a 42.0 PSF 0'- 0.0° -75/ 427V -28/ 104H 5.50" 0.68 DF 625 3'- 10.9" -96/ 123V 0/ OH 1.50" 0.20 OF 625 Connector plate prefix desi nators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 OF 625 C,CN,C18,CN18 (or no prefix)g = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGOND 2' Design checked for net(-5 psf) uplift at 24 "on apacind.l 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 = -0.011" @ -1'- 6.0' Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015° @ -1'- 6.0° Allowed = 0.200" MAX LL DEFL = 0.000° @ 0'- 0.0° Allowed = 0.078" 3-11.11 MAX BC PANEL LL DEFL = 0.014" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.043° @ 3'- 1.4" Allowed = 0.338' MAX BC PANEL TL DEFL = -0.007' @ 4'- 1.4" Allowed = 0.338" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.00 MAX HORIZ. TL DEFL = -0.000° @ 3'- 10.9" /- 3 --, Design conforms to main windforce-resisting system and components and cladding criteria. 1 Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0 ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), >► load duration factor=1.� Truss designed for wind loads in the plane of the truss only. N O OD O CO O CV CO CD M U7 o/- v - o� ><I >''4 M-3x4 A- J, l ), 1-06 IPROVIDE FULL BEARING;Jts:2.3.41 6-00 �a ,t) PRore S JOB NAME: 16698 VP CUSTOM LOT 14 - EJ2 Scale: 0.6413 �„�� '("7//7/I NE/?4 s%2 WARNINGS: GENERAL NOTES,unless otherwise noted: �/ .'f -f7 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•,,I P E. c Truss: EJ2 and Warnings before construction commences. botdlrg component.Applicability of design parameters and proper fj 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /410"0.7 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3.Additional temporary bracing to Insure stability during constructionis the responsibility of the erector.Additional permanent bracing of 2'o.o,and at 10'o.c,respectively unless braced throughout their length by14111111PDATE DATE: 9/17/2014 continuous sheathing such as plywood sheathing(7C)artdbr drywall(BC). /`��. the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 /� 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -y 4 OREGON 411� SE Q bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2,. \�` design loads be applied to any component. and arefor"dry condition"of use. / '91r 2P -TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if V 14, necessary. r� 1 „ANA- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR A I l.�- �,pp 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 I ,1111 i i Nf I l i i l i TPUWiCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. Ali IflMn,,' 9.Digits indicate size of plate in inches. HI MtTekUSA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR1988GilTek) EXPIRES:12/31/2015 IIIIIIIIIINI This design prepared from computer input by NN, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2.3=(-113) 81 TO LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 478V -42/ 140H 5.50" 0.76 DF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50' 0.12 DF (( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -72/ 159V 0/ OH 1.50" 0.26 DF 625 C,CN C18,CN18 (or no prefix) =CompuTrus, Inc M,M26HS ,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r r • r: r. I. �° 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 = -0.011' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'. 6.0" Allowed = 0.200" 5-11 11 MAX TC PANEL LL DEFL = 0.094" @ 3'- 7.2" Allowed = 0.415" MAX TC PANEL TL DEFL = •0.109" @ 3'- 4.8" Allowed = 0.623' MAX HORIZ. LL DEFL = -0.001° @ 5'- 10.9° /--- 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9' 7.00 L- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0 ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. N O O co T M m O a in. 0,- v 00� 4 Xn( M-3x4 J. J. J. 1-06 ';r r 6-00 JOB NAME : 16698 VP CUSTOM LOT 14 - EJ3 Scale: 0.5903 .�5 ,��70�/NOp�ss%� WARNINGS: GENERAL NOTES,unless otherwise noted: 4., r r/7/n 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 IndNWUal 4 _'-92 0 11(�E 'f Truss: EJ 3 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. f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�` P h continuous sheathing such as plywood sheathing(TC)and/or drywag�C). .. '+r'. DATE: 9/17/2014 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. 7 OREGON 4:, SEQ. : 6063639 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, y 'Zl 1b` ,t, design loads be applied to any component and are for"dry full bearing of use. /' 'y (� 6.Design assumes fug bearing at all supports shown.Shim or wedge h 0 14, ' TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the necessa P fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided.A`f_` 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 4. 11111111 III VIII II(n'I�II 111111111 ill I1u I11I TPUWTCA in SCSI,copies of which will be furnished upon request. a.,Digitslines coincide with indicelessi eiof plate inrinches. Ilgltim� N m�Nll�tIl MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19!18(MiTeq EXPIRES:12/31/2015 . 1111101. This design prepared from, computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF qt&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.5=(0) 0 BC: 2x4 DF H1&BTR SPACED 24.0° O.C. 2-3=(-146) 132 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( 75 29 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix deet nators: 0'. 0.0' -49/ 456V -53/ 171H 5.50' 0.73 QF ( 625) Ng LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5,50' 0.11 DF ( 625 C,CN,C18,C 18 (or no prefix) o CompuTrus, Inc 5'- 11.2" -148/ 344V 0/ OH 1.50' 0.44 DF ( 825 M,M20HS,M18HS,M16 = Mitek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 7.9" -40/ 8V 0/ OH 1.50" 0.01 DF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Dgst_gn checked for net( pst) ppfift at 24 "ac epacina AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200° MAX TC PANEL LL DEFL = 0.050" @ 2'- 9.3' Allowed = 0.417" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9' Allowed = 0.626" -s MAX HORIZ. LL DEFL = -0.001' @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.001" 8 5'- 11.2° 12 0 Design conforms to main windforce•resisting 7.00 system and components and cladding criteria. Wind: 140 mph h=21.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.9, MWFRS(Dir), l' load duration factor=l.8 Truss designed for wind loads in the plane of the truss only. to M O) O O c O 11 1) C,),-- ‘r OPAN, O � 5....m.--&„ M-3x4 1-06 6-00 1-07-15 !PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME: 16698 VP CUSTOM LOT 14 - EJ4 Scale: 0.5116 s.$<, So NROFF`�'/p WARNINGS: GENERAL NOTES,unless otherwise noted: �"r� 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 _'C�7�.S P E +� Truss: EJ 4 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: EE is the responsibility of the erector.Additional 2'o.c,and at 10'o.c.respectively unless braced throughout their length by po day permanent bracing of continuous sheathingsuch asplywood sheaths R 1�" DATE: 9/17/2014 pe y xes sown+drywa ec>. ,/- , - the overall structure is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral bracing required where shown++ • Cr 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6063 640 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, y476'74 `� �� design bads be applied to any component. and are for"dry condition"of use. .9 TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at as supports shown.Shim or wedge if Q 4 �° t�� fabrication,handling,shipment and installation of components. necessary.. A. A` 7.Design assumes adequate drainage is provided. Me C�n'L` V n 8.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center �'7 rl 1111111 I, 11111.II,I I �i, �� TPINVTCA In BCSI,copies of which wig be furnished upon request. lines coincide with joint tecenter lines. III N 11118.Digits indicate size of plate in inches. LI MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) 1 EXPIRES:12/31/2015 1111141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF R1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 OF 0/MIR SPACED 24.0" O.C. 2.3=(-106 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -76/ 467V -39/ 132H 5.50" 0.75 OF 625 5'-5'- 5.8" -78/ 149V 0/ OH 1.50" 0.24 OF 825 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 7OV 0/ OH 5.50" 0.11 OF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Design checked for net(•F psf) uplift at 24 "oc spacina.l 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 = -0.011" @ .1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.064" @ 3'- 1.9" Allowed = 0.382" 5-06-08 MAX TC PANEL TL DEFL = -0.081" @ 3'- 2.0" Allowed = 0.573" T T MAX HORIZ. LL DEFL = -0.001" @ 5'- 5.8" MAX HORIZ, TL DEFL = .0.001" @ 5'- 5.8" f. 12 Design conforms to main windforce.resisting 7.00 system and components and cladding criteria. Wind: 140 mphh=20.8ft, TCDL=4.2,BCDL=6.0 ASCE 7-10 All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. O 1- to 0 o M t. t1) u:) o/- o la 0 M-3x4 y y y 1-06 (PROVIDE FULL BEARING:Jts:2,3.41 6-00 PR JOB NAME : 16698 VP CUSTOM LOT 14 - EJ5 t�`ti° NEfit9s Scale: 0.5913 �`Ca� (NF/Q)}� sJq WARNINGS: GENERAL NOTES,unless otherwise noted: .lr j�/"t�'c -v9 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 �' = 2.6,41.PE L r" and Warnings before construction commences. building component.Applicability of design parameters and proper „ Truss: EJ 5incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top end 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 ion th by ®,-P DES. BY: EE B the responsibN ty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / 41Sere. DATE• 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fr SEQ. : 6063 641 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 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses areto be used in a non.corrosive environment, 1. -+J \ A design loads be applied to any component. and are for"dry condition"of use. / 2©��- TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ed supports shown.Shim or wedge d Q 1 Q fabrication,handling,shipment and installation of components. necessary. R R`� P Po 7.Design assumes adequate drainage is provided. C ,. 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 I IIIIII I)` III VIII IIII1 11II)VIII II11 I�I TPVrMCA in SCSI,copies of which will be furnished upon request. lines coincide with jointplateaIn inches.ce. i 1111m,mmH11 N Digits idtewith of to . 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 r INII011111 This design prepgred from, computer input by IIINNN PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 4.0" CORD. 2: Oesign checked for net( psi) uplift at 24 "oc spa. na I TC: 2x4 OF #1&BTR LOAD DURATION INCREASE a 1.15 BC: 2x4 OF #1&BTR SPACED 24.0" 0,C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, hu2l.1ft, TCDL=4.2,BCDLS6.0 ASCE 7-10 DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix desi nators: load duration factor=1.6 g TOTAL LOAD = 42.0 PSF Truss designed for wind loads M,M2 HS,A1 HS (or no prefix) = CompuTrus, Inc in theplane of the truss only,M,M25HS,M18HS, 16 MiTek= MT series LL =25 PSF Ground Snow (Pg) y, , LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-02 5-02 12 IIx-4x4 12 9.00�" NJ 9.00 A- Co0 0 1.6 o� 1111111 4 4 -f o a� o II /� —, , O 0 A- M-3x4 M-3x4 y ), y 1-02 10-04 1-02 JOB NAME: 16698 VP CUSTOM LOT 14 - F1 �� PROFEs Scale: 0.4926 ��e3 GiNc /p� WARNINGS: GENERAL NOTES,unless otherwise noted: 44 /7/PlY -fy 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' 'G}2 fe O�?E ('" Truss: F 1 and Warnings before construction commences. building component.Applicability of design parameters and proper JJir 2.2x4 compression web bracing must be instaaed where shown+. Incorporation of component is the responeibaxy 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: EE2'o.c.and at to'o:c.respectively unless braced throughout their len by re the responsibility of the erector.Additional permanent bracing oflength 1 the overall structure Is the res nsibea of the buildingdesigner. continuous bridging org such l bracingas plywood required where s and/or drywax(BC). � -. DATE: 9/17/2014 Pe y 3.In Impact bridging lateral ry of the 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. -y7 ''7 OREGON �0,/ SEQ. : 6063643 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, >x design loads be applied to any component. and are for"dry condition"of use. / 'Q y ©'� TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes fun bearing at as supports shown.Shim or wedge if 1 4, Z �� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. Fq R i`L 6.This design is furnished subject to the lmxations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rl f'l '� nn n 1 11 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center dines. � 'I I I 1111 I�� 9.Digits indicatensizetats inches.v s 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 IUIIIIIIINI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-04-00 GIRDER SUPPORTING 15-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF R1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1649) 326 1.4=(-196) 1203 4.2=(-295) 1666 BC: 2x6 DF SS 2-3=(-1649) 326 4-3=(-196) 1203 WEBS: 2x4 DF STAND LOADING LL = 25 PSF Ground Snow (Pg) IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 4.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 162.5)+DL( 130.5)= 293.0 PLF 0'- 0.0" TO 10'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -387/ 1844V -82/ 82H 5.50" 2.95 OF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 4.0' -387/ 1844V 0/ OH 5.50" 2.95 DF 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5° max. nail penetration. IGOND 2' Design checked for net/ psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc MAX LL DEFL = -0.020" @ 5'- 2.0" Allowed = 0.471' M,M20HS,M18HS,M16 = MiTek MT series MAX TC PANEL TL DEFL = -0.088" @ 7'- 6.2" Allowed = 0.506" 5-02 5-021 f "r MAX HORIZ. LL DEFL = 0.005" @ 9'- 10.5" MAX HORIZ. TL DEFL = 0.009' @ 9'- 10.5° 12 12 M-4x6Design conforms to main windforce-resisting 9.00 IZ 9.00 system and components and cladding criteria. A- 2 4.0' Wind: 140 mph, h=21.1ft, TCOL=4.2 BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Cai.2, Exp.B, MWFRS(Dir), load duration factor=l.6, /101)NTruss designed for wind loads in the plane of the truss only. N O O O 4 M-5x10 M-5x10 o �AIi .CQ� o � --I'r 10111111111111111.11111111110 i® v 0 f- os- 1►04 4 ��3 �o M-3x8 y y y 5-02 5-02 y y 10-04 WEDGE REQUIRED AT HEEL(S), Scale: 0.5030 �5<'' PNS F�619 JOB NAME : 16698 VP CUSTOM LOT 14 - F-GIRQ �r��l� 2 tiv V WARNINGS: GENERAL NOTES,unless otherwise noted: r��fff -Trus1.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 1PE 1- Truss: s: F-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 responsibility of the building designer. I' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �-e P ny continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I /'�' SEQ. : 6063644 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 A_OREGON .y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, f,,. 4 Nb' is, design loads be applied to any component. and are for"dry condition"of use. < ' fr 2��Q+ TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge it O i7rAL� 14,1 fabrication,handling, necessary. i; PRO- 6. R 1„� shipment and installation of components. 7.Design assumes adequate drainage is provided. N 1,N1,'1� 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 SIN IL VIII SIN 11 IIII IIIII IIII INi TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointfcenter nche. 9.,Dies coincide oplate o lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:i 2J31 J2015 1111111/° ° This design prep8red from, computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 9.0° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 OF 61&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-245) 1604 3- 8=((-434) 312 BC: 2x4 OF Ili&BTR SPACED 24.0. 0.C. 2- 3=(-1897) 407 8- 9=(-123) 1027 8- 4=(-167) 768 WEBS: 2x4 DF STAND 3. 4=(-1871 448 9- 6=(-276 1528 4. 9=((-167) 768 LOADING 4- 5= -1671 448 9- 5=(-434) 312 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=5.1897$ 407 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6. 7= 0 86 TOTAL LOAD= 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -234/ 1421V -214/ 214H 5.50° 2.27 F 625 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 29'- 9.0" -234/ 1420V 0/ OH 5.50" 2.27 DF ( 825 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1,r ' I. ,1 1: , . t' - ., I. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" 8 -1'- 6.0° Allowed = 0.200" MAX LL DEFL = -0.068° @ 10'- 0.9° Allowed = 1.442" MAX TL CREEP DEFL = -0.162" @ 19'- 8.1" Allowed = 1.922° MAX LL DEFL = -0.011' @ 31'- 3.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.015° @ 31'- 3.0" Allowed = 0.200" 14-10-08 14-10-08 MAX HORIZ. LL DEFL = 0.030° @ 29'- 3.5" MAX HORIZ. TL DEFL = 0.050" @ 29'- 3.5" 7-08-01 7-02-07 7-02-07 7-08-01 Design conforms to main windforce-resisting T T f f f system and components and cladding criteria. 12 M 12 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0 ASCE 7-10 7.001/ 4x6 `--,.]7.00 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 4 4.0" load duration factor=1.bt Truss designed for wind loads in the plane of the truss only. iu M 1.5x3 M-1.5x3 0 , /4 u, in 0 0 a m 9 ;, c • M-3x5 M-3x4 M-3x4 M-3x5 0 M-3x5(S) > ,1 ), ), 10-00-14 9-07-05 10-00-14 ), ,1 , 11-09 18-00 , )' ' )' 1-06 29-09 1-06 JOB NAME: 16698 VP CUSTOM LOT 14 - G5 <GT" PN OF`ssi Scale: 0.1881 y WARNINGS: GENERAL NOTES,unless othervr6e noted:�± 1.Builder and erection contractor should be advised ofall General Notes 1.This design Is based only upon the parameters shown and is for an individualE Truss: G5 and Warnbgs 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 fo insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atDES. BY' EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'oc.respectively unless braced throughout their length bycontinuous sheathing such as plywood sheathing(TC)and/or drywal(BC). .- DATE: 9/17/2014 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. -9 OREGON to loadsSEQ. : 6063645fasteners are complete and at no time should any non- corrosive greater than 5.Design assumes trusses are to be used in a nonorrosive environment, qb k design loads be applied to any component. and are for"dry cendRbn"of use. / "� V' -r TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibly for the 8.Design assumes full bearing at all supports shown.Shim or wedge rf Q 14, ,,,,e;Q. fabrication,tion,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 14 Fitt-k- 8. �n B.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 (' i Imam 11 I1 I II I 1 TPWVECA in BCSI,copies of which will be furnish(d upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. Muck USA,Inc./(,"Om UTrus Software 7.6.6 1L-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) li EXPIRES:12/31/2015 IHIIIIII�II This design prepared from computer input by HI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 29-09-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 TC: 2x4 OF#18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2.10=(-1163)) 4092 3.10=( -112) 277 2x6 OF SS 12 2- 3=(-4933) 1491 10.11=(-1896) 5836 10- 4=( •136) 1215 BC: 2x6 DF SS LOADING 3- 4=(-4902) 1528 11.12=(-1896) 5836 10- 5=(-1857) 813 WEBS: 2x4 OF STAND LL = 25 PSF Ground Snow (Pg) 4- 5.(-4222) 1363 12- 8=(-1163) 4092 11. 5=( 0) 490 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0° V 5- 6=(-4222) 1363 5 .12=((-1857 813 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL125.0)+D ( 35.0)= 160.0 PLF 8'- 0.0' TO 21'- 9.0" V 6- 7=(-4902) 1528 6.12= •138 1215 <= BC LATERAL SUPPORT 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 21'- 9.0" TO 29'- 9.0" V 7. 8=(-4933) 1491 12- 7=( -112) 277 BC UNIF LL0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 29'- 9.0" V 8- 9=( 0) 86 NOTE: 4BRACING AT 24'0C UON. FOR TC CONC AREAS NOT SHEATHED TC CONC LL(466.7)+DL( 130.7). 597.3 LBS @ 28 ALLFLATTOPCHORD '- 9.0" 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' -839/ 3124V -113/ 113H 5.50" 5.00 OF 625 OVERHANGS: 18.0" 18.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 29'- 9.0' -839/ 3124V 0/ OH 5.50" 5.00 DF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psfl uplift at 24 "ox sig ca ing.l C,CN,C18,CN18 (or no prefix) =Compuirus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,Mt6 = MiTek M series VERTICAL DEFLECTION LIMITS: LL=L/240, Tt=L/180 MAX LL DEFL = -0.011' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015' @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.209° @ 14'- 10.5° Allowed = 1.442" MAX TL CREEP DEFL = -0.482" @ 14'- 10.5' Allowed = 1.922° MAX LL DEFL = •0.011° @ 31'- 3.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 31'- 3.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.067' @ 29'- 3.5" MAX HORIZ. TL DEFL = 0.110' @ 29'- 3.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, 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 7-11-11 13-09-10 7-11-11 in the plane of the truss only. 1' T ' 1' 4-00-06 3-11-05 6-10-13 6-10-13 3-11-05 4-00-06 T 1' ,1597.30# ' 1'597.30# 12 7,00 77 M-5x10 M-6x8 M-5x10 12J 7.00 M-1.5x37,/,,r, iii M-1.5x3 CD •.. 0 M-4x10 + 0000.- M-4x10 in le) Q Q •4- . hill VI "'" v Q 10 11 12 0 <-o M-4x10 0.25�� M-4x10 M-7x8(S) ), ), y y y 7-05-09 7-04-15 7-04-15 7-05-09 )' ,- , ), 1-06 29-09 1-06 �9, 0 PROFS JOB NAME: 16698 VP CUSTOM LOT 14 - GH1 Scale: D.2141 `�� IN jQ 6'S WARNINGS: GENERAL NOTES,unless otherwise noted: C. v 1/17/77 '/� /l7 aq-P' 1.Bulkier and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1'' 7 92.(4/PIE r' Truss: GH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper ' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their lenggth by / 4//" continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). J '40aR DATE: 9/17/2014 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. "f7 OREGON 40 SEQ. : 6063646 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L/ �� .`� A. and are for'dry condition"of one. design loads be applied to any component. 2. "� TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge If O 14 Aecessary. fabrication,handling,shipment and installation of components. 7, n assumes adequate drainage is provided. R A`LA,. 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 111111111114 0111111011011111111111111111 II( II��IINI\IIII'IIII"fl(�II TPfNJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center ches IIII''ll ,NR' 0.,Digits mdcde with of plate In inches. MiTekUSA,Inc./CompuTrusSoftware7.6.6(1L)-E le For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 is ign 1111111 1/1!, • ThiIFIesignBpreppared fromcomputer input by LUMBER SPECIFICATIONS TRUSS SPAN 29'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 9 86 2-12=((-434) 1633 3.12= -121) 118 2x6 DF SS 2154 12- 4= -76) 558 BC: 2x6 DF SS T2 SPACED 24.0" O.C. 3- 4=(-1836) 593 13.14=(-585) 2154 12- 6=€-705) 264 WEBS: 2x4 DF STAND LOADING 4- 5= 0 0 14.10=(-494) 1633 13- 6= 0 281 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6= -1541 544 6-14=(-705) 265 IC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8= -1541 544 8.14=( 76 558 BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 7- 8= 0 0 14- 9=(-121 118 8- 9= -1836 593 LL = 25 PSF Ground Snow (Pg) 9.10= -1997 625 NOTE: 2x4 BRACING AT 24'OC UON, FOR 10-11=( 0) 86 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. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0' 18.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -275/ 1421V -114/ 114H 5.50" 2.27 DF ( 625) Connector plate prefix designators: 29'- 9.0° -275/ 1420V 0/ OH 5.50" 2.27 OF ( 625) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked far net(-5 pal) uplift at 24 "oc spacinc.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0° Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.078' @ 14'- 10.5° Allowed = 1.442' MAX TL CREEP DEFL = -0.184' @ 14'- 10.5° Allowed = 1.922" MAX LL DEFL = -0.011' @ 31'- 3.0" Allowed = 0.150' MAX IL CREEP DEFL = -0.015" @ 31'- 3.0° Allowed = 0.200' MAX HORIZ. LL DEFL = 0.025' @ 29'- 3,5" MAX HORIZ. TL DEFL = 0.042° @ 29'- 3,5" 9-11-11 9-09-10 9-11.11 Design conforms to main windforce-resisting system and components and cladding criteria. 4-00-06 3-06-14 2-04-06 4-10-13 4-10-13 2-04-06 3-06-14 4-00-06 Wind: 140 mphh=22.1ft, TCDL=4.2,BCDL=6.0 ASCE 7.10 f1' '( ' ' ' '( "( T (All Heights), Enclosed Cat.2, Exp.8, MWFRS(Dlr), load duration factor=1.6 Truss designed for wind loads 8-00 8-00 in the plane of the truss only. T T T T 12 5 7 12 7.00✓ M-4x6 M-3x8 M-4x6 ,..17.00 6 T2 Ire. a 0 M-1.5x3 M-1.5x3 c +. + 0 111111111Ng. u) 0 0 1 12 13 14 1 ,,,--4;,,,--4; M-4x4 M-3x8 0.25" M-3x8 -----M-4x4 O M-7x8(S) y y y y y 7-05-09 7-04-15 7-04-15 7-05-09 ). ), ), > 1-06 29-09 1-06 JOB NAME : 16698 VP CUSTOM LOT 14 - GH2 �F'`�'�Q PRoFFSsi Scale: 0.2133 � � l�7/l 02 WARNINGS: GENERAL NOTES,unless otherwise noted: Q4./ / -7 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 a 92 II P E, Truss: GH2 and Warnings before construction commences. building component.Appocabiliy 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. Alet`! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f P ' continuous sheathing such as plywood sheathing(TC)and/or dnywal(BC). / ": - DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f Q 6063647 C G 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�' OREGON 44 SEQ. : 6063 647 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, y ?, N1k 'IN- TRANS f\TRANS I D: 408425 design loads be applied to any component. and are for"dry condition"of use. ib }r 2-° + 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or were N V 14 V� fabrication,handling, Dnecessary. M'FR R I t-V �,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1,, 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,end placed so their center I ` �1I„p �'lll 1111)�� TPIMIrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint innn fines. 1111'If�mmm Im,INR"II IllmmgmNll9.Digitsso icde size of t platee inches.n . MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTeky EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/C =1.00 TC: 2x4 OF @1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2.10= -258) 1595 10. 3= 0) 240 BC: 2x4 DF WEBS: 2x4 OF STAND 3- SPACED 24.0" O.C. 2- 4=(-1534)406 11.12o(-167 418 10-11. ) 1296 11- 4= -90 1592 3-11= ) 186 472 LOADING 4- 5. -1239i 401 12-13.(-301) 1592 11- 5= -163 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1239 401 13- 8=)-300) 1595 5-12= -162) 91 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7= -1534 406 6.12= 90 472 TOTAL LOAD= 42.0 PSF 7. 8= -1969) 417 12- 7= -413 186 8- 9= 0) 86 7.13= 0 240 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0.- 0.0' -220/ 1421V -169/ 169H 5.50" 2.27 DF625 29'- 9.0" -220/ 1420V 0/ OH 5.50" 2.27 DF ( 625) Connector plate prefix designators: C,CN 018,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,M16 = MiTek MT series COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacino.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ .1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.067" A 14'- 10.5° Allowed = 1.442" MAX TL CREEP DEFL = -0.160" @ 14'- 10.5" Allowed = 1.922° MAX LL DEFL = -0.011" @ 31'- 3.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ 31'- 3.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.033" @ 29'- 3.5' MAX HORIZ, TL DEFL = 0.056" @ 29'- 3.5" 11-11-11 5-09-10 11-11-11 Design conforms to main windforce-resisting T T T system and components and cladding criteria. 6-03-01 5-08-10 2-10-13 2-10-13 5-08-10 6-03-01 T T - - f 1' ' Wind: 140 m hl h=22.7ft, TCDL=4,2,BCDL=6.0 ASCE 7.10t All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 12 M-4x6 M-4x6 ? load duration factor=1,6 7.00 M-3x4 J 7.00 Truss designed for wind loads 5 in the plane of the truss only. 5 aa, M-3x4 M-3x4 co c, 0 t» to u7 0 0 0 10 11 rNme --12 13 r• o ,,--8 M-4x4 M-1.5x3 M-3x8 M-3x5(5) M-3x8 M-1.5x3 =M-4x4 c y ), y y ), 6-01-05 5-05-15 6-06-08 5-05-15 6-01-05 y ), y 13-09 16-00 ), )- y ), 1-06 29-09 1-06 „ .0 PROPe JOB NAME: 16698 VP CUSTOM LOT 14 - GH3 Scale: 0.2141 N. INS tsi 1�1 o1P WARNINGS: GENERAL NOTES,unless otherwise noted: <l/ n n D 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 Q 92.`f E f' Truss: GH3 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 at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such ati respectively unless braced throughout their length by 1/l► DATE 9/17/2014 continuous sheathing such as plywood required sheathing(TC)and/or drywag(BC). /'�'�. the overall structure is the responsibggy of the building designer. 3.2x Impact bridging or lateral bracing where shown++ - _0 cc- 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON (v. SEQ. : 6063648 fasteners are complete and at no time should any b1. t. ads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, - 'h .. A. and are for"dry full bearing of use. /,A '9 design loads be applied to any component. 8.Design assumes full bearing et all supports shown.Shim or wedge If j c-/ 4, �'�d TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the necessary. est t7 P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. `..R R I�.\^ R 8.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center �,ulm II a IMIll VIII I I'�I IIII lul TPWVECA in BCSI,copies of which will be furnished upon request. Digs coincideinwith joint center lines. m,,m,,llt II'm'pl III I' gy Digits icsize 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-198a(MiTek) r EXPIRES:12/31/2015 1HIIIIIII'IIY This design prepared from, computer input by �fl III PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 9.0° IBC 2012 MAX MEMBER FORCES 4WR/GDF/C =1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 86 2.12=(-372) 1595 12- 3= 0) 240 BC: 2x4 DF 15 WEBS: 2x4 DF STANDR SPACED 24.0" O.C. 3-2- 4=(- 1534 546 13.14=(-319 1298 13.14= -123-1969 549 12-13. .374 1592 3- 3= ) 472 LOADING 4- 5= 0 0 14.15= -412 1592 13- 6= -172 134 TC LATERAL SUPPORT <= 12"OC, VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6= -1239 512 15.10=(-411 1595 6-14= -172) 134 BC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8= -1239 512 8.14= -123) 472 TOTAL LOAD = 42.0 PSF 7- 8= 0 0 14- 9= -413) 165 8- 9= -1534 546 9.15= 0) 240 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10= -1969 549 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0 86 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate refix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. F(5.50" 2.271H (SPECIES 625 C,CN,C18,CN18 (orr no prefix) = CompuTrus, Inc 29'- 9.0' -291/ 1420V 170/ 17 OH 5,50" 2.27 DF ( 825) M,M2OHS,M18HS,M16 = NiTek M series �COND. 2: Design checked for net(--5_psf) uplift at 24 "on s acn irlg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-10-18-13 MAX LL DEFL = -0.011' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0,200" T T T MAX LL DEFL = -0.067" @ 14'- 10.5" Allowed = 1.442" 13-11-11 1-09-10 13-11-11 MAX TL CREEP DEFL = -0.160" @ 14'- 10.5" Allowed = 1.922° MAX LL DEFL = -0.011" @ 31'- 3.0" Allowed = 0.150" 6-03-01 5-05-15 2-02-112-02-11 5-05-15 6-03-01 MAX TL CREEP DEFL = -0.015" @ 31'- 3,0' Allowed = 0.200" ff ff MAX HORIZ. LL DEFL = 0.033" @ 29'- 3.5' MAX HORIZ. TL DEFL = 0.056' @ 29'- 3.5° 12-00 12-00 Design conforms to main windforce-resisting 1' T 1' T system and components and cladding criteria. A- 12 5 7 12 7.00 M-4x6 M-4x6 `J 7 00 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0 ASCE 7.10, M-3x4 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 46 8 load duration factor=1.� vo InTruss designed for wind loads in the plane of the truss only. o M-3x4 M-3x4 3 4 0 i, Cif LI, tn O O or' & MOMcorow 9 y o 1 12 13 14 15 -�1 /-. =M-4x4 M-1.5x3 M-3x8 M-3x8 M-1.5x3 =M-4x4 0 M-3x5(S) , ), ,L ), ), ), 6-01-05 5-05-15 6-06-08 5-05-15 6-01-05 )- y )' 13-09 16-00 ), , ), y 1-06 29-09 1-06 �?`°PROFets JOB NAME: 16698 VP CUSTOM LOT 14 - GH4 Scale: 0.2003 5� /�11NF 'r"WARNINGS: GENERAI.NOTES,unless otherwise noted: GJr 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 individual92iIPE Truss: GH4 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: EE2'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 drywab(BC). ,%'ate �'" oppar DATE: 9/17/2014 the overall structure is the responsibmty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 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. -� OREGON (C/ SEQ. : 6063649 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 N k design loads be applied to any component and are for°dry condition"of use. / 1,. 24 AS. TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, AT fabrication,handling,shipment and installation of components. necessary. l ` 7.Design assumes adequate drainage is provided. FR R 1 4 y 8.This design is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center I 111 F II 1 110!1111111 TPUWICA In BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,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 1'10 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 67 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -109/ 399V -15/ 68H 5.50' 0.84 DF i 625 1'- 10.9" •120/ 145V 0/ OH 1.50° 0.23 OF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 DF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek Mseries LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND 2 Design checked for net( psfl otif a 4 "oc spacind.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011° @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 8.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.106" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.159" MAX BC PANEL LL DEFL = 0.021" @ 3'• 6.6" Allowed = 0.354° MAX BC PANEL TL DEFL = -0.101" @ 4'- 4.8" Allowed = 0.472" 1-11-11 -( T MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'• 10.9" 12 Design conforms to main windforce-resisting 7.00(r' 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.li Truss designed for wind loads in the plane of the truss only. N O CO O CO 0 in .• Of- 0 - 0 N oa4 M-3x4 /- ,1, y y 1-06 'PROVIDE FULL BEARING:Jts:2,3.41 8-00 00 JOB NAME: 16698 VP CUSTOM LOT 14 - J1 Scale: D.665D �5.\� G �FFss p WARNINGS: GENERAL NOTES,unless otherwise noted: ( �. nn/2.• 2-v 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 G`o P E r T ru s 8: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 /f/ 2.2x4 compression web bracing must be instated 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 atAlle.7. 2' and at 10'hin such as roy unless braced throughout their iong9th by I/ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). /�' DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rf Gr 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 OREGON kI SEQ. : 6063651 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 4 1� +`\, design beds be applied to any component. and are for"dry condition"of use. <0 'fI�' 1 4" 2. ^T- TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.DesignnCe assumes full bearing at et supports shown.Shim or wedge if V �` Q, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. `RR ILS-0 p 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 NmI� �II' I.�Illml II I I�/I TPVWfCA In SCSI,copies of which will be furnished upon request. git coincide with jointcenter lines. II,NI Ng Digits indicate size of plate in Inches. III A MiTek USA,ins./CompuTrus Software 7.6.6(1L)-E 10.For basic condector plate design values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015 101111111. " This design prepared from computer input by PACIFIC LUMBER-BC JI LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2.4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-76) 68 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 129OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -67/ 437V -28/ 104H 5.50" 0.70 DF ( 825 Connector plate prefix designators: 3'• 10.9" -148/ 154V 0/ OH 1.50" 0.25 OF ( 625 • C,CN,C18,CN18 (orrno prefix)) = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 OF ( 825 M,M2OHS,M18HS, 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(3psf)�plift at 24 "oc apacina.i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015° @ •1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000° @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.023" @ 3'- 6.6" Allowed = 0.354' MAX TC PANEL TL DEFL = •0.035° @ 2'- 5.3' Allowed = 0.391" MAX BC PANEL TL DEFL = -0.150" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ, LL DEFL = -0.000° @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9° 3-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m h h=20.3ft, TCOL=4.2,BCDL=6.0 ASCE 7.10 7.00 12 1load Heights),fEnclosed, Cat,2, Exp.8, MWFRS(Dir), Truss designed for wind loads f- in the plane of the truss only. N 0 CO 0 0 (O N 0 M 1 O/- O� o -"-----4 1 M-3x4 ,L y y 1-06 [PROVIDE FULL BEARING:Jts:2,3,41 8-00 JOB NAME: 16698 VP CUSTOM LOT 14 - J2 Scale: 0,5400 \5�� c,p NEpFsso WARNINGS: GENERAL NOTES,unless otherwise noted: 444. r? r 1//Ir 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 " -'7 9 :6 P E c- 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. 0` ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their len by is the responsibility of the erector.Additional permanent bracing ofaslength t/'" continuousxImpact sheathing such l plywood iwhere sown r+drywatl(BC). / '/1: DATE: 9/17/2014 the overall structure Is tile responsibility of the building designer. 3.2x bridging or lateral bracing required where shown++ '111 (z" SEQ. : 60636524.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 1.1„/fasteners are complete and at no time should any loads greater than 5,Design assumes trusses are to be used Inc non-corrosive environment, -V' Nb TRANS I D: 408425 design toads be applied to any component. and are for"dry condition"of use. 8 A..1 5.CompuTrus has no control over and assumes no responsibility for the .Desassumes full bearing at all shown.Shim or wedge if / y O 14, �Q fT fabrication,handling,shipment and installation of components, necessary.. 7.Design assumes adequateon drainage face is provided., �`R[]'L`' 8.This design k famished subject to the tlmRalions set loth by 8.Plates shall be located both faces of truss,and placed so their center r'1 TPIIWICA in BCS1,copies of which will be fumished upon lines coincide th joint center tries. l ��0111 NIS loll 011 �� late in inches. MiTek SA,Inc./CompuTrus Software 7.6.6(1 L)-E request. 10.FDo basic cconneictorcate size oplate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES:12/31/2015 1111111III"I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2.3=(-109) 86 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -68/ 495V -42/ 140H 5.50' 0.79 Of ( 625) 5'- 10.9' -129/ 182V 0/ OH 1.50" 0.29 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 92V 0/ OH 5.50' 0.13 DF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011' @ -1'- 8.0' Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015' @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105" MAX TO PANEL LL DEFL = 0.101' @ 3'- 2.2° Allowed = 0,415" MAX BC PANEL TL DEFL = -0.181' @ 4'- 1.4" Allowed = 0.472" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" T 1' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" /- 12 3 Design conforms to main windforce-resisting system and components and cladding criteria. 7,00 17' Wind: 140 mph h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l,6 Truss designed for wind loads in the plane of the truss only. N O O co T () co0 O 4 U, O.,_ 4- Iri O� ►I4 --/ 0 M-3x4 A- ), /, ), 1-06 :PROVIDE FULL BEARING:Jts:2,3.41 8-00 t,to PR Scale: 0.5400 ,� NE FFss/p JOB NAME: 16698 VP CUSTOM LOT 14 - J3 ,i�li WARNINGS: GENERAL NOTES,unless otherwise noted: �� - �,SPE 6 C 1717 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 I�G and Warnings before construction commences. building component Applicability of design parameters and proper //. Truss: J 3 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be instated where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 141/01""DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). ! 'rE"' DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ alt Cr SEQ. : 6063653 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 A_OREGON b W 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, G '7 S,{�� design loads be applied to any component. and are for"dry condition"of use. -1 'Q y ZQ T TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes fug bearing at an supports shown.Shim or wedge if 4, ��! necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R Rll.�- B.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center IIID';VIII IIID IIS:III ILII:III:III TPIMRCA in BCS:,copies of which wit be furnished upon request. Digs coincide with joint center che. By Digits idwith of plate ininches.lin . MiTek USA,Inc./CompuTrus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r EXPIRES:12/31/2015 1111111111. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IC: 2x4 DF#1&BTR IBC 2012 MAX 1.2=1 FORCES8 2.4=10) 0q=1.00 BC: 2x4 DF rtt&BTR LOAD DUSPAIED INCREASE. " 0 = 1.15 2.3=( 0) 11 2.4=(0) 0 SPACED 24.0" O,C. 2.3=(-148111 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 18.0" 0.0° TOTAL LOAD = 42.0 PSF 0'• 0.0" -73/ 550V -55/ 177H 5.50" 0.88 OF ( 825)) Connector plate prefix desi nators: 7'. 9.2° 0/ 101V 0/ OH 5.50" 0.16 DF 825) C,CN,C18,CN18 (or no prefix =CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 7'- 11.7' -102/ 217V 0/ OH 1.50' 0.35 DF 825)) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONO. 2: Design checked for net( psf)yplift at 24 'oc gpaclna I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.015" @ -1'- 6.0' Allowed = 0.200" MAX TL CREEP DEFL = -0,015" @ •1'- 6,0" Allowed = 0.200' MAX IC PANEL LL DEFL = 0.321' @ 4'- 9.1° Allowed = 0.570" 7-11-11 MAX TC PANEL TL DEFL = -0.416" @ 4'- 5.9° Allowed = 0.855" T I MAX HORIZ. LL DEFL = -0.001" @ 7'. 10.9" --/ MAX HORIZ. TL DEFL = •0.001' @ 7'• 10.9" Design conforms to main windforce-resisting 12 0 systemppand components and cladding criteria. 7.00 L-- Wind: 140(A11mpe,ghts),SEnclosed-4CatB2,LExp ,ASCE 7.1D�r), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. N O O O O O O V7 N 0 O/-- r ffij O. 0 ..... 4 t. 1 M-3x4 1- y y 1-06 !PROVIDE FULL BEARING:Jts:2,4,3j 8-00 O PR JOB NAME: 16698 VP CUSTOM LOT 14 - J4 Scale: 0.5020 ��cO1N/O�qF,p`ss/0A_ WARNINGS: GENERAL NOTES,unless otherwise noted: C4 '1171 ! t 2 1.Bulkier and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for an individual _°-92a..t P E �� Truss: J4 and Warnings before construction commences, building component.Applicability of design parameters and proper !f/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 41 3.Addkbnal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their tenth bycor� DATE: 9/17/2014 the overall structure h the res ns�9tl of the buildingdesigner. 2x Impact sheathing such as plywood required it ere shown andtor d ywae(BC). -,/"•,�. Pa Y9 3.2x bridging or lateral bracing where ++ of Q �+ n 4.No bad should be applied to any component until after all bracing end 4.Instab000 of truss Is the responsibility of the respective contractor. OREGON I S EQ. : 6063654 a 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 A_ , / . TRANS I D: 408425 design loads be applied to any component. and are for"dry condition"of use. ,9� d) 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge e © 14, '^�". fabrication,handling,shipment and installation of components. necessary, h try P 7.Designlatesassumes atedadequateondrainagefiso truss, placed so their center r'7 i'l,L,' I 1111` m�nmppp��, qqq 6.This design is furnished subject to the limitations set forth a 8.Plates shall be an both faces truss,and I\ 111011 11.1 I-1'1111111 TPWVECA in SCSI,copies of which wR be furnished upon request. Anes coincide with joint center lines. '` �iqF N'I�I 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 ■■tit' 111111■mnm,1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 TC: 2x4 OF @i&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 86 2-6.1-226) 368 6.5= 0) 18 BC: 2x4 DF 01&BTR SPACED 24.0° O.C. 2-3=(-458) 107 5.7=(-384) 615 5-3=( 0) 69 WEBS: 2x4 OF M1&BTR; 3-4=(-101) 75 3-7= -626) 391 2x4 OF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSf LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0" -73/ 533V -55/ 177H 5.50" 0.85 OF 625 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 10.5" 0/ 185V 0/ OH 5.50" 0.30 DF 625 7'- 11.7" -79/ 158V 0/ OH 1.50' 0.25 OF ( 825) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGONO 2 DesigD checked for netlpgf)�plift at 24 "oc soacinc.l M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 7-11-11 MAX LL DEFL = 0.026" @ 2'- 4.6" Allowed = 0.354" f T MAX TL CREEP DEFL = -0.045" @ 2'- 4.6" Allowed = 0.472" -/ MAX HORIZ. LL DEFL = -0.020" @ 6'- 10.5" MAX HORIZ. TL DEFL = 0.025" @ 6'- 10.5' 12 0 Design conforms to main windforce-resisting 7.00 T7 system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=8.0 ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads N in the plane of the truss only. 0 0 0 co .1- 8 c M-4x6 _A mmumom se =� -/ n o M-3x4 a M6-3x4 M-3x4 M-3x5 A- y y y 1, 2-03-12 4-06-13 1-01-07 y y 1' ), 1-06 2-05-08 8-00 5-06-08 [PROVIDE FULL BEARING:Jts:2.7.41 t`�1 0 PROpe_ JOB NAME: 16698 VP CUSTOM LOT 14 - J4C Bale: D.480, �5 r C"I�� 4940s WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓_ n/�� im 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 K. .g�S P E A-- Truss: Truss: J 4C 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. y'°� ./ 3.Additional temporary bracingto Insure stability during construction 2.Design assumes the top and bottom chords ssbr to be roughoaterally braced e mi ry 2'am and at 10'o.c,respectively unless braced throughout their length by +�� DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '�. - DATE: 9/17/2014 the overall structure is Me responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ ,,_OREGON �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. : 6063655 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, O {A design loads be applied to any component. and are for"dry condition"Or use. L6-:li k 14 V AT TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the e•Designnecessry.r'fires full bearing at all supports shown.Shim or wedge N f i f" fabrication,handling,shipment and Inslalation of components. 7.Design assumes adequate drainage Is provided. 41 R RIO- , - 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center I in Him II�I,/'u ^it II 'I ��'I TPIANfCA in BCSI,copies of which will be furnished upon request. s. 9 linescoincide cate size joint plate in inches. , " EllMiTek USA,Inc./CompuTrus Software 10'.For basic connector plate design values see ESR-1311,ESR-.1988 EXPIRES:12/31/2015 IHIIIIIIIIL This design prepared from computer input by IIIIIIII PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 88 2.5=(0) 0 BC: 2x4 OF #18BTR SPACED 24.0" O.C. 2.3= -182)) 171 3.4= -112 42 TC LATERAL SUPPORT r_ 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 BAG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 0'- 0.0" -36/ 515V -69/ 214H 5.50" 0.82 OF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'. 9.2" 0/ 90V 0/ OH 5.50" 0.14 DF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -218/ 490V 0/ OH 1.50" 0.63 DF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -92/ 28V 0/ OH 1.50" 0.05 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICDND 2 Design checked Par nett pal) upl ft at 24 "cc spacing I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TLA/180 MAX LL DEFL = -0.011" @ -1"- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.233" @ 3'- 10.7" Allowed = 0.572" MAX TC PANEL TL DEFL = -0.231" @ 3'- 11.0" Allowed = 0.858" A- -/ MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2' ( MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 7.00[iWind: 140 mphh=22.1ft, TCDL=4.2,BCDL=6.0 ASCE 7-10 (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), A load duration factor=1.� Truss designed for wind loads in the plane of the truss only. N O CO NO O O CO O A LO O/-- .tt NW O/- 5�� 0 1 M-3x4 y y y y 1-06 8-00 1-11-11 PROVIDE FULL BEARING:Jts:2,5,3,41 <C..,4 U_ PROFFU_O JOB NAME. 16698 VP CUSTOM LOT 14 - J5 Scale: 0.4446 �� '"F o WARNINGS: GENERAL NOTES,unless otherwise noted: 4? v 7//7/ v9 Prr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is Mr an individual 924e..P E and Warnings before construction commences. building component.Applicability of design parameters and proper ,00r- 2. f I-- Truss: J 5 incorporation of component is the responsibility of the building desgner, 2.2x4 compression web bracing moat be installed where shown+, 2.Design assumes the top and bottom chards to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.a.respectively unless braced throughout their length by 44011111.. DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,o0'.�" " DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f {�REGdN Q SEQ. : 6063656 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. 41 let fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment, '� 4,Q 2�A,. �� design loads be applied to any component. and are for"dry condition"of use. O 1 P TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 6.aDeesc gee assumes full bearing at e9 supports shown.Shim or wedge if r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R A 14\• II ��R��p� IqI'� ,�p(I 8.This design is furnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center 1I'ml�milli"��II,I II�" Ilia 1111 TPUVYfCA in SCSI,copies of which wilt be furnished upon request MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)E lines coincide with Joint center linhe. 9.Digits indicate size oplate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II'IIIIIIII'N This design prepared from computer input by 11 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(-177) 309 7.6=(( 0) 18 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-400) 82 6.8=(-302) 516 6-3=( 0) 68 WEBS: 2x4 OF#1&BTR; 3.4=(-154) 130 3-8=((-526) 307 2x4 DF STAND A LOADING 4.5.( -73) 32 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 18.0" 0.0' LL =25 PSF Ground Snow (Pg) 0'- 0.0" -42/ 514V -89/ 214H 5.50" 0.82 !)F ( 625) 6'- 10.5" 0/ 166V 0/ OH 5.50° 0.27 DF ( 625 Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'• 11.2' •170/ 340V 0/ OH 1.50" 0.43 DF 16253 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -16/ 7V 0/ OH 1.50" 0.01 DF 625) M,M2OHS,M18HS, 16 =MiTek MT series BOTANDTOM BOTTOMRD CHORDCKEDLIVEFLLOADSPACTLIVE LOAD. TOP NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacinp.I 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLMCREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" A- 5 -1 MAX LL DEFL = 0.021" @ 2'- 4.6" Allowed = 0.354° MAX TL CREEP DEFL = -0.039" @ 2'- 4.6" Allowed = 0.472" �( MAX HORIZ. LL DEFL = -0.016' @ 6'- 10.5" MAX HORIZ. TL DEFL . 0.021" @ 6'- 10.5" 12 Design conforms to main windforce-resisting 7.00 )�) system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWIFRS(Dir), w load duration factor=l.6� 0 Truss designed for wind loads r;, in the plane of the truss only, co 0 0 LO 0 0 M-4X6 �l} A �t� �� O Ilt 0 8 o -m' o M-3x4 .a m7 1 M-3x4 M-3x54 A- .1- 2-03-12 4-06-13 1-01-07 1-06 y 2-05-08 7-06-03 . y 8-00 1-11-11 (PROVIDE FULL BEARING;Uts:2.8,4451 JOB NAME : 16698 VP CUSTOM LOT 14 - J5C <0' pRoFFs Scale: 0.4067 CN" ��1„//7//r !NE•p, S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4G ,/Y / /// s'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 C !92.S P E (' Truss: J 5 C 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: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'tel► DATE: 9/17/2014 the overall structure s the responsibility of the building designer. continuous sheathing such as plywood required ng(TC)end/ordrywag(BC). /"W4.. 3.2x Impact bridging or lateral bracing where shown++ - a/ CC" 4SEQ. : 6063657 ,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 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, 7L / � design loads be applied to any component. and are for"dry condition"of use. 1 TRANS I D; 408425 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at f supports shown.Shim or wedge if Q .e')- 1 4, 2°�Q"t' fabrication,handling,shipment and installation of components. necessary. 7,Designassumes adeqlocated one both drainageciso truss, R t^f 1 O.This design Is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,and placed so their center R it 1. 11[I 1I 111 E111 VIII II0I SII IIS TPI/WTCA in BCSI,copies of which will be furnished upon request. 9.lines coincide with Digits indicate size of plate inrinches. 'III II MITek USA,Inc./CompuTrus Software 7.6.6(IL)-E 1d.For basic corglector plate design values see ESR-1311,ESR-1988(Melt) EXPIRES:12J31/2015. II (II'IH'I' This design prepared from computer input by N'tu PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 I.2=( 0 86 2.5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-232 218 3.4=(-101 43 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 0'- 0.0" -29/ 516V -83/ 252H 5.50" 0.83 DF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 91V 0/ OH 5.50" 0.15 OF 625 C,CN,C18,CN18 ((or no prefix) = CompuTrus, Inc 7'- 11.2" -223/ 487V 0/ OH 1.50" 0.80 DF 625 M,M20HS,M18HS,1116= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -36/ 64V 0/ OH 1.50' 0.10 OF ) 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND 2 Design checked for net/ psft uplift at 24 "ox soacina.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.015' @ -1'- 6.0" Allowed= 0.200" MAX IC PANEL LL DEFL = 0.180' @ 4'- 5.8" Allowed = 0.572' MAX TC PANEL TL DEFL = -0.241" @ 3'- 11.0" Allowed = 0.858" A -/ MAX HORIZ. LL DEFL = -0.003" @ 11'- 10.9' DMAX RIoZnfoTrLmsDEL m=in4 0w03fo@rce11resis0i9 system and components and cladding criteria. Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), 12 load duration factoro1.6 7.00 Truss designed for wind loads in the plane of the truss only. 11 N O co O N P.- 0 O a Vn OA- o,"- 5„ a M-3x4 y y ), y 1-06 8-00 'PROVIDE FULL BEARING:Jts:2,5,3,41 3-11-11 ,Ris Scale: 0.3870 5�� ta ��FF0:. JOB NAME: 16698 VP CUSTOM LOT 14 - J6 INWo WARNINGS: GENERAL NOTES,unless otherwise noted: k+ 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 il:t' 1921IPE r- Truss: J6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated 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 2'o.c.and at 10'o.c.respectively unless braced throughout their k th by 4,4101111°.DES. BY: EE 3.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall7BC). ��. DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f ,..Cr 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. •9 OREGON Z SEQ. : 6063 658 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, G• TRANS I D: 408425 � design beds be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 8.Design assumes full bearing at as supports shown.Shim or wedge 8 /q 4 je 14 e4o� ��- , fabrication,handling, necessary. shipment and installation of components. 7,Design assumes adequate drainage is provided. SFR R I LL 8.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 f,, TPI,WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1 1110111111111111111111 1 11 fll _1 Nh IN) ( ) 9.ForDigitsb sicicon sizectof to Ininches,vas, ( 11 III" - MiTEk USA,Inc./CompuTrus Software 7.6.6 1L-E 10.For taint connector a design values sae ESR-1311,ESR-19(18 M?ek) EXPIRES:12/31/2015 I11IIII Hall This design prepared from computer input by 11 111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(-156) 304 7.6=(( 0) 18 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-394) 79 6.8=(-266) 508 6.3=( 0) 67 WEBS: 2x4 OF #1&BTR; 3-4=(-206) 179 3.8= -517) 271 2x4 OF STAND A LOADING 4.5=( -86) 39 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SM.IN. (SPECIES)OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -37/ 513V -83/ 252H 5.50' 0.82 OF ( 625) 6'- 10.5' 0/ 164V 0/ OH 5.50' 0.26 DF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2' -189/ 369V 0/ OH 1.50' 0.47 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7' -45/ 86V 0/ OH 1.50' 0.14 OF ( 625) M,M2OHS,MIBHS,M16 = MSTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP IDDND. 2: Desiqn checked for net(-5 psf) uplift at 24 "on gpa na I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.015" @ -1'- 6.0' Allowed = 0.200" 5 MAX LL OEFL = -0.019' @ 2'- 4.6" Allowed = 0.354' MAX TL CREEP DEFL = -0.038' @ 2'- 4.6° Allowed = 0.472' �I MAX HORIZ. LL DEFL 0.015' @ 8'- 10.5" MAX HORIZ. TL DEFL 0.021" @ 6'- 10.5' Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph h=22.7ft, TCDL=4.2,BCOL=8.0 ASCE 7-10 7.00 (All Heights), Enclosed Cat.2, Exp.O, MWFRS(D�r), load duration factor=l.0 Truss designed for wind loads ''gc in the plane of the truss only, ac' c a N O 6 M-4x6 �� A Lc) ' 411g8 o 8 .� Ilt o c ��% c M-3x4 0 1 ` M-3x4 M73x4 M-3x5 A- y ), ), ), 2-03-12 4-06-13 1-01-07 1-06 y 2-05-08 9-08-03 ,, y 8-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,8,4,5I JOB NAME : 16698 VP CUSTOM LOT 14 - J6C ��A. PNS FE6,s, Scale: 0.3509 1 17//,n 2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.e -yi/ T!/7 9 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 92 8 PE i-- Truss: r Truss: J 6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust 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 4110111,,,;00 DES. BY: EE is the responsibility of the erector.Additional 2'o.c.and at 1a'o.c.respectively unless braced throughout their length bydraiONW po nYpermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f a" 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. I. OREGON i.o SEQ. : 6063659 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, 'h 1 A design loads be applied to any component. and are for"dry condition"of use. fQ 14,- ,.y TRANS I D: 408425 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 20��`� fabrication,handkng,shipment and Installation of components. ecessary. ed. ' 6.This design is furnished subject to the limitations set forth by 8.Designatshall be located on both fauate ces of Is russ,and placed so their center ��RIO- SHUN I�il(III J III INI(III TPINVTCA in SCSI,copies of which will be furnished upon request. e.linescoincide Indicate size joint f plate In Inches. ,III MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E la.For basic contractor plate design values see ESR-1311,ESR-19118(MRek) EXPIRES:12/31/2015 1111111111111 gp�111101" This design prepared from computer input by p'N u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 OF#1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 86 2.6=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(•279 267 3.4=(-110 70 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -34 31 BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0° 0.0° TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 516V -98/ 293H 5.50" 0.83 OF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 7'- 9.2" 0/ 91V 0/ OH 5.50° 0.15 DF 625 M,M2OHS,M18HS,M16= MuTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -226/ 468V 0/ OH 1.50' 0.60 DF f 625/ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.2" .78/ 133V 0/ OH 1.50° 0.17 OF ({ 625 13'- 11.7" -30/ 67V 0/ OH 1.50' 0.11 DF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND 2 Design checked far net(•5 pat) uplift at 24 "ox spacino.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011' @ .1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = .0.015° @ -1"- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.179° @ 4'- 5.8' Allowed = 0.572" ,,- --/ MAX TC PANEL TL DEFL = -0.241" @ 3'- 11.0" Allowed = 0.858" 111 MAX HORIZ. LL DEFL = -0.004" @ 13'- 10.9" MAX HORIZ. TL DEFL = •0.004' @ 13'- 10.9" Design conforms to main windforce-resisting 1,1 system and components and cladding criteria. i Wind: 140 mph h=23,3ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 12 (All Heights), Enclosed Cat.2, Exp.8, MWFRS(Dir), oad duration factor=l.� 7.00 I7' Truss designed for wind loads in the plane of the truss only. N t O co + co O O -d- a O ei to O o IVA vets,. -/ O M-3x4 s- * * y * 1-06 8-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6.3,4,51 SOD PROreeS JOB NAME: 16698 VP CUSTOM LOT 14 - J7 Scale: 0.3468 �..3 OPi��ii sfo� WARNINGS: GENERAL NOTES,unless otherwise noted: 9 1.Builder and erection contractor should be advised of all (A1 General Notes 1.This design is based only upon the parameters shown and is for an individual 2 6•P E building component.Applicability of design parameters and proper Truss: J 7 and Warnings before construction commences. incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2''lc.and at 10'o.c.respectively unless braced throughout their length by .,,r^ 1_ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalf(BC). /'" '+�P DATE: 9/17/2014 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` OREGON�,y �^V SEQ. : 6063660 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non•carrostve environment, v design loads be applied to any component. and are for'dry condition"of use. /b '41), 14, slQ A�* TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibiiy for the 6.Design assumes full bearing at all supports shown.Shim or wedge n f_ necessary.. /�' A 11.x- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C ri 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 TPNWTCA in SCSI,copies of which will be furnished upon request. lines coincide aat with joint center lines. IpSRn, �NNII'q' Iuli'SIuBuS �I IIImSmSHI 9.Dies incde of plate in nes IS MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(AAiTek) EXPIRES:12/31/2015 III �I This design prepared from computer input by I"f) PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(•168) 307 8- 7= 0) 18 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2. 3=(-397) 81 7. 9=(•287) 513 7- 3= 0) 68 WEBS: 2x4 OF#1&BTR; 3. 4=(-252) 226 3- 9= -522 292 2x4 DF STAND A LOADING 4- 5=(-121) 88 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=) -41) 20 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -38/ 513V -98/ 293H 5.50" 0.82 DF 1 625 Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 10.5" 0/ 165V 0/ OH 5.50° 0.26 DF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.2" -186/ 355V 0/ OH 1.50" 0.45 DF 625 1.1,02011S,1118HS,IA16 = MiTek MT series 11'- 11.2" -96/ 179V 0/ OH 1.50" 0.23 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -24/ 47V 0/ OH 1.50" 0.08 DF 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net( psf) uplift at 24 "oc spa ng.l 13-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '1' '1' MAX LL DEFL = -0.011' @ -1'- 6.0" Allowed = 0,150" MAX TL CREEP DEFL = •0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.020" @ 2'- 4.6" Allowed = 0.354" t; MAX TL CREEP DEFL = -0.038" @ 2'- 4.6" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.016° @ 6'- 10.5' MAX HORIZ. TL DEFL = 0.021° @ 6'- 10.5" Design conforms to main windforce-resisting system and components and cladding criteria. 12 7.00 Wind: t40 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1. � o Truss designed for wind loads in the plane of the truss only. co a er 0 M-4x6 �`Eo 9 f c z 0 � m c M-3x4 M 013x44 -3x4 M-3x5 y - y y 2-03-12 4-06-13 1-01-07 y y y y 1-06 r 2-05-08 11106-03 y 8-00 5-11-11 !PROVIDE FULL BEARING:Jts:2,9,4,5,61 JOB NAME: 16698 VP CUSTOM LOT 14 - J7C � � � PNS fi�ss, Scale: 0.3147 ��5 ��/�/,fin p� WARNINGS: GENERAL NOTES,unless otherwise nosed: . •�(l�/�' of /� 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J 7C 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: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c. as y unless braced throughout their length by " the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .•'-' "° DATE: 9/17/2014 P y g 3.2x Impact bridging or lateral bracing required where shown++ -0 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. 'ST OREGON o./ SEQ. : 6063661 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, '.7 1� A design bads be applied to any component. and are for"dry condition"of use. / �I✓ TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if d 14, 2 �P' fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. ,,..'11" 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 canter III, NII!III"ILII!III Ilu Iii Ipl TPUYYfCA in BCSI,copies of which will be furnished upon request. lines coincide with jointacenter lines.ch �I N IIImm�� 9.Digits iii ide size of plate in MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic contecor plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIII�II This design prepared from computer input by (I �I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'. 0.0" IBC 2012 MAX MEMBER FORCES 4WR/G0F/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1,15 1.2= -3) 107 4.5=(-109) 60 4-2.(-374) 150 BC: 2x4 DF 111&BTR SPACED 24.0" 0.C. 2.3=(-84) 19 2.5=( -82) 113 WEBS: 2x4 OF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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" -59/ 407V -36/ 87H 5.50" 0.65 OF 625 OVERHANGS: 18.0" 0.0" 1'- 10.9' -56/ 57V 0/ OH 1.50" 0.09 DF 625 LL =25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 56V 0/ OH 5,50' 0.09 of 625 Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = ONO. 2: D CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICesignhe ccked for net(-5 paf uplift at 24 "oc spacing./ M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.009" @ -1'- 6.0° Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.011' @ -1'- 6.0" Allowed = 0.200' MAX LL DEFL = 0.000" @ 3'- 2.4" Allowed = 0.078" 1-11-11 MAX TL CREEP DEFL = 0.000' @ 3'- 2.4" Allowed = 0.105° T MAX IC PANEL LL DEFL = 0.006" @ 0'- 11.1° Allowed = 0.105" MAX BC PANEL TL DEFL = -0.006' @ 1'- 8.1" Allowed = 0.132° 12 MAX HORIZ, LL DEFL = -0.001" @ 1'- 10.9" 7.00[-- . MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" 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.� Truss designed for wind loads in the plane of the truss only. IA M-3x4 M co O a f O O N c 1 � w O 01 001°111lMIIIIIIMMIMIMIIM...-1 bra._.. m 4� 5 M-1.5x3 M-1.5x4 1, ), J, 3-02-07 0-09-09 J., 1, /, 1-06 4-00 (PROVIDE FULL BEARING;Jts:4.3.51 JOB NAME: 16698 VP CUSTOM LOT 14 - JB1 .\`<-' ©FFss Scale: 0.5983 �` l/7� 1 4 <92 WARNINGS: GENERAL NOTES,unless othenwisenoted: �(J 92 PE 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 QC Truss: JB1 and Warnings before construction commences. budding 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. 41000011",7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE 2'o.n,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: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 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. -p A_OREGON (V loadsSEQ. : 6063662 fasteners are complete and at no time should any non- corrosive greater than 5.Design assumes trusses are to be used in a nonorrosive environment, G "7 N design loads be applied to any component. and arefor"dry condition"of use. / '9 y 2° TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge H 14, Q` neceana y. '4FR R IL\-e fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provlded. 9�,I' 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 I 11�(�(�� '( I((�11 11111 III ( MiTekiPUWTCA in BCSI,./ copies of which Software be furnished upon request. lines coincide with joint center fines. �ry'IBI II'H,Nm'(I 'lhll,"ryID11N�I 'I 9.Digits indicate size of plate in inches. ,g USA,Ina/CompuTrus 7.6.6 1 L)-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 29-09-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 86 2.11=(-1211) 4080 3.11=( -110) 271 15- 8=( -257)) 97 2x6 DF SS BC: 2x6 DF SS T2 2-LOADING 3- 4=)-4879) 1535 12.14=1499 (- 92) 60178 0 11.1- 2=)-1235) 4146 1466 7-18=) •70) 1535 1992) 1231111 0 135 WEBS: 2x4 DF STAND' LL = 25 PSF Ground Snow (Pg) 4- 5=(-6003) 2084 14.15= -2138) 6500 4.12=(-1041 2643 18-19=(-1100 3941 2x4 DF#1&BT�i A TC UNIF LL( 50.0 +DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-6500) 2242 15.18= -1492 5030 13-12=( 0 54 18- 9=( -432 1159 TC UNIF LL( 125.0)+OL( 35.0)= 160.0 PLF 8'- 0.0" TO 21'- 9.0" V 6- 7=(-4871 1611 16.17= 0 0 12- 5=(-1126 647 19- 9=( •990 414 TC LATERAL SUPPORT <., 12'0C. UON. TC UNIF 61 519 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL) 50.0)+DL) 50.0)= 50.0 PLF 20'- 0.0" TO 29'- 9.0" V 8- 9=(-5838) 1811 19-10= -1134 4033 14-1797 17-19= -52 177 16=( 1-9 352 9-10=(-4890) 1394 6.15=)-1941 786 TC CONC LL( 466.7 +DL(NOTE: 2x4 BRACING AT 24°OC UON. FOR TC CONC LL) 466.7)+DL) 130.7)= 597.3 LBS @ 28'- 9.00" 7.15=( -294) 1487 ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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" -842/ 3132V -98/ 108H 5.50° 5.01 DF 625 OVERHANGS: 18.0" 0.0" 29'• 9.0" -778/ 2953V 0/ OH 5.50° 4.72 OF ( 625 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked far net(-5 psfl uplift at 24 "oc cpacind.l Connector plate prefix designators:CVERTICAL DEFLECTION LIMITS: LL=L/240 TL=L/180 M,M2OHS,M1BHS18 (16or no prefix) =riesuTrus, Inc MAX LL DEFL = -0.011" @ -1'. 6.0" 'Allowed = 0.150" M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.242" @ 16'- 8.0" Allowed = 1.442" MAX TL CREEP DEFL = -0.555" @ 16'- 4.5" Allowed = 1.922" MAX HORIZ. LL DEFL = 0.098" @ 29'- 3.5" MAX HORIZ. TL DEFL = 0.160° @ 29'- 3.5" Design conforms to main windforce-resisting 7-11-11 13-09-10 7-11-11 system and components and cladding criteria. '1' '(' '' '1'Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0 ASCE 7-10 4-00-06 3-11-05 2-11-01 5-09-04 5-01-05 2-01-15 2-05 3-04-12 (All Heights ), Enclosed, Cat.2, Exp.8, MWFRS(Dir), f 12 f 597.30# 'rT597.30#' T 12 T load duration factor=1.6 Truss designed for wind loads .00 %M-10x10 M-6x10 in the plane of the truss only. 7 M-3x4 =M-6x6 J 7.00 � 5 T2 6 41D M-3x4 M-1,5x33 ,M-3x5 co 0 o to c M 4x10 rNi1 A + M-4x10 0 4- 12 O 14 5 I 7 q 1 11 13 o M-3x4 & 4x1 17 19 *40 0 <--8 M-7x10 M-8x10 M-4x10 M-1.5x3 M-1.5x3 M-7x10 7-05-09 3-03-07 5-07-08 5-11 0-0A-93-12-03-04 3-04-12 .1, ) > y y 1-0610-10-12 12-00-08 y 6-09-12 ,, y y 23-11-04 1-00 5-09-12 , ), y 1-06 29-09 dila PRQFFIS JOB NAME : 16698 VP CUSTOM LOT 14 - KI-11 Scale: 0.2,54 \5< I7N /�i/p+ t9, ,b GENERAL NOTES,unless otherwise noted: 4.,CO V r r/I 1 I �-w 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 1,P E -5'�,. Truss: KH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be Installed where shown+. Incorporation of component is the responsibility of the building designer. // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' �� DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p° b 9 continuous sheathing such as plywood sheathing(TC)and%or drywat(BC). `� DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -s 1Z 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 (V SEQ. : 6063663 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„ r�� A. design loads be applied to any component. and are for"dry condition"of use. //�, „il�. TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing at all supports shown.Shim or wedge N V 14 �P`� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. A KA- 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 TRIMITCA I,copies of which win be e with joint 1 NU SII VIII II I I 1 VIII 11111 110 IIII MiTek USAnInc.ICompuT u8 Software furnished 6.6(1 L)E request. 10.For blines asic cone or plate desrign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11II111111 This design prepared frotn computer input by II1tl 1 i111. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 9.0" IBC 2012 MAX MEEEE86 2-11= -337)MBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF 0108TR BC: 2x4 DF 0108TR LOAD DU SPACED INCREASE 24 0" a C.1.15 3- 4= -1983 455 452 11.12u(-339) 1809 13.12=i-28O) 138 16.18=(-339) 268 148 WEBS: 2x4 DF STAND LOADING 4. 5= •1608 484 13.15= -275 1828 12.13= -242 1495 18.17= 0 44 TC LATERAL SUPPORT <= 12'0C. VON. LL( 25.0)+0L 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -1775 512 15.16= -303 1778 4.13=(.249) 1080 17.19=(-318) 1549 BC LATERAL SUPPORT <= 12'0C. VON. OL ON BOTTOM CHORD = 10.0 PSF 6- 7= •1527 448 16.17= -332 1784 14-13= -36 1 17. 9= 31 193 TOTAL LOAD= 42.0 PSF 7- 8= -1798 481 18-19= -15 74 13- 5=(-387) 177 19- 9=(•259) 116 8. 9= -2082 514 19-10= -331 1599 5-15=( 55 241 NOTE: 2x4 BRACING AT 24"0C VON. FOR LL = 25 PSF Ground Snow (Pg) 9.10= -1983 451 15- 6=( -76) 117 ALL FLAT TOP CHORD AREAS NOT SHEATHED 6.16=(-373) 113 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: 18.0" 0,0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -218/ 1428V -127/ 137H 5.50" 2.29 OF 625 M-3x4 where shown; Jts:3,5.6,8.9,15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 29'. 9.0' •153/ 1249V 0/ OH 5.50" 2.00 DF ( 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (GOND. 2: Desitin checked for net(-5 pall uplift at 24 "Sc spacina.l M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = •0.011" 8 -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL u •0.015" t3 -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.091" 8 15'- 7.1" Allowed = 1.442" MAX TL CREEP DEFL = -0.214' 8 15'- 7.1' Allowed = 1.922" MAX HORIZ. LL DEFL = 0.048° 8 29'- 3.5" MAX HORIZ. TL DEFL = 0.080" 9 29'- 3.5" Design conforms to main windforce-resisting 9-11-ti 9 09-10 9 11-11 f system and components and cladding criteria. 5-03-01 4-08-10 0-11-01 4-08-06 4-02-03 3-01-15 2-11 3-10-12 Wind: 140 mphh=22,lft, TCDL=4.2,BCOL=6,0 ASCE 7.10 '( T '( "( T f "( f f (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� 12 12 Truss designed for wind loads 7.00 M 7x8 M 4x6 7,00 in the plane of the truss only. /- 5 it - w • co a 0 o A a -2� T o mm �_ 0 ,D Nes---0- 38 1 15 18 c 17: �(, �Y CD 1 11 12 14 M-3x8 0 18 19 10* A-8 M-4x4 M-1.5x3 M-3x10 M-5x8 M-3x10 =M-4x4 0 M-6x8 M-1.5x3 M-1.5x3 JJ J' ). ), J• y J• J ), 5-01-05 4-05-15 1-01-12 4-06-10 4-10-02 2-11-04 2-09-04 3-10-12 J' ) ), ), )' 1-06 10-10-12 12-00-08 6-09-12 . ) i' 1-06 29-09 JOB NAME: 16698 VP CUSTOM LOT 14 - KH2 Scale: 0.2137 ��Efl P"E��ss% WARNINGS: GENERAL NOTES,unless otherwise noted: t(J r r�S�r/! / -v-. 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an individual C =92•t P E 1'' Truss• KH2 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. ,,/ �/7'i' 3.Additional temporary bracing to insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at f DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their kng1h by d �i�► DATE: 9/17/2014 g continuous sheathing such as plywoodrequired sheathing(TC)s and/or drywall(BC). p "N". - the overall structure is the responsibility' of the buildingdesigner. 3.2x Impact bridging or lateral bracing where shown++ 'rr 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 4t/ SEQ. : 6063664fasteners are complete and at no time should any loads greater Nan 5.Design assumes trusses are to be used in a non-corrosive environment, G N� A. TRANS I D. 408425 G design loads be applied to any component. and are for"dry condition"of use. / Y (� 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge d © 14 ��# fabrication,handling,shipment and instaaafion of components. necessary. 7.Design assumes adequate drainage is provided. 'R R It.\- I'I 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 f11 I 1111111 ��III �'I'II II,1 III TPUWrCA in BCSI,copies of which will be famished upon request. dings coincide with jointacenter nche. 1 ,�I►il II'�II��N�II g.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(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 29'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 1/1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2.11=(-337) 1611 11- 3=( 0) 201 7.16= -127) 621 BC: 2x4 DF WEBS: 2x4 DF STANDR SPACED 24.0' O.C. 3-2- 4=(-1663) 455 12-14=452 ( -11) 1609 62 12.14=(-429) 115 138 16-8-17=I 339) 148 55) 268 LOADING 4- 5=(-1608 484 13-15=(-275) 1626 12.13= -242 1495 18-17= 0 44 TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1775 512 15-16=(-303) 1778 4-13= -249) 1080 17 -19= -318) 1549 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1527 446 16.17=(-332) 1764 14.13= -36) 1 17- 9=) -31) 193 TOTAL LOAD = 42.0 PSF 7- 8=(-1798 481 18-19=) -15) 74 13- 5= -387) 177 19- 9= -259) 116 8- 9=(-2082 514 19.10=(-331) 1599 5.15= -55) 241 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-1983 451 15- 6= -76 117 ALL FLAT TOP CHORD AREAS NOT SHEATHED 6.16=(-373) 113 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: 18.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -218/ 1428V -127/ 137H 5.50" 2.29 DF625 M-3x4 where shown; Jts:3,5-6,8-9,15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 29'- 9.0" -153/ 1249V 0/ OH 5.50" 2.00 DF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.011' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.091" @ 15'- 7.1" Allowed = 1.442" MAX TL CREEP DEFL = -0.214" @ 15'- 7.1" Allowed = 1.922" MAX HORIZ. LL DEFL = 0.048' @ 29'- 3,5" MAX HORIZ. TL DEFL = 0.080" @ 29'- 3.5" 11-11-11 5-09-10 11-11-11 f f T f Design conforms to main windforce-resisting 5-03-01 4-05-15 1-01-12 4-08-06 4-04-14 2-11-04 2-11 3-10-12 system and components and cladding criteria. T T T 1' 1' T T T T Wind: 140 mphh=22,1ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load 10-00 10-00 Trussduration designedf for owind6loads f f '1 T in the plane of the truss only. 12 12 7.00 M-7x8 'M-4x6 7.00 40/5 EI► "` 0 o oil �y c 11 12 14 CD M-3x8 c 18 19 io* c - =10-4x4 M-1.5x3 M-3x10 M-5x8 M-3x10 ----M-4x4 c M-6x8 M-1.5x3 M-1.5x3 5-01-05 4-05-15 1-01-12 4-06-10 4-10-02 2-11-04 2-09-04 3-10-12 .. ), 1 )' 1 1-06 10-10-12 12-00-08 6-09-12 / / 1 1-06 29-09 �,ckt° PROFFrs JOB NAME : 16698 VP CUSTOM LOT 14 - KH3 Scale: 0.1887 �c� INF/jq)�y s>AA-- WARNINGS: GENERAL NOTES,unless otherwise noted: V✓ ��' "/7/' O-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 4' -92•$PE t'� and Warnings before construction commences. building component.Applicability of design parameters and proper /� Truss: KH3incorporation of component is the responsibility of the building designer. // 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,end at 10'o.c,respectively unless braced throughout that length by !� DES. BY: EE Is the responsibibty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -."°'41010.- DATE: �',!f�! DATE" 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a{ Cr 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. ")7 OREGON <C1 SEQ. : 6063665 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses arelobe used In a non-corrosive environment, G �� A• design loads be applied to any component. and are for."dry condition"of use. / }� 2� 4 TRANS 1408425 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge If 1 1,\l'' necessary. il4g fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R'�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 '1�o I ull,��I'I�I�El IIIII'll�I'� TPIMRCA in SCSI,copies of which will be furnished upon request. Digit coincide iae withizjoint center lines. I IIH,,'IIIIHm, IIIRIN,, 9.Dress otic de size of plate In inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 1e.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 VIII II. This design prepared froth computer input by PACIFIC LUMBER-BC i . LUMBER SPECIFICATIONS TRUSS SPAN 29'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/C =1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 86 2.11=(.406) 1595 11- 3=( 0) 240 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1970 561 11-12=(-407) 1593 3-12=(-413) 164 WEBS: 2x4 OF STAND 3- 4=(-1535 559 12-13=(-318) 1297 12. 4=(-123; 473 LOADING 4- 5= 0 0 13-14=(-410) 1596 12- 6= -174 133 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6= -1240 522 14.10=(-408 ) 1599 6.13=(-172) 126 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8= -1240 518 8.13= .138 474 TOTAL LOAD = 42.0 PSF 7- 8= 0 0 13. 9= -417) 171 8- 9= -1538 558 9-14=( 0 240 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10= •1972 584 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(6 SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -294/ 1428V -156/ 166H 5.50' 2.29 DF ( 625 ** For hanger specs. - See approved plans 29'- 9.0' •228/ 1249V 0/ OH 5.50' 2.00 DF 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ICOND. 2: Deciga checked for net(•5 pgfl uplift at 24 "oc apacinc.l M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" 8 -1'- 6.0' Allowed = 0.200" MAX LL DEFL = •0.067" @ 14'- 10.5" Allowed = 1.442" 0-10-18-13 MAX TL CREEP DEFL = -0.160" @ 14'- 10.5" Allowed = 1.922' T ' ' MAX HORIZ. LL DEFL = 0.033" @ 29'- 3.5" 13-11-11 1-09-10 13-11-11 MAX HORIZ. TL DEFL = 0.056" @ 29'- 3.5' 6-03-01 5-05-15 2-02-112-02-115-05-15 6-03-01 Design conforms to main windforce-resisting ff ff system and components and cladding criteria. Wind: 140 mph h=23.3ft, TCDL=4.2,BCDL=6.0 ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), f 12-00 f f 12.00 f load duration factor=1.� A- 12 7 12 inuss thedesiplaneed offor thewind trussoads only. 7.001/ M-4x6 M-3x4 M-4x6 '----,17.00 6 - c M-3x4 M-3x4 v a Cf Le) to a a or .., i .aw .i v 11 12 13 14 *10 c /2o M-4x4 M-1,5x3 M-3x8 M-3x5(S) M-3x8 M-1.5x3 M-3x5 c ), y J, y ), y 6-01-05 5-05-15 6-06-08 5-05-15 6-01-05 ), y 13-09 16-00 1, y y 1-06 29-09 JOB NAME: 16698 VP CUSTOM LOT 14 - KH4 Scale: 0.2001 \��E4 1N FF0:n WARNINGS: GENERAL NOTES,unless otherwise noted: 44,/ h ` 11/l �� 1.Builder and erection contractor shoukl be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �.. -'72 4 S P E r Truss: KH4 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 to be laterally braced at l DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'o.c.respectively unless braced throughout their length by ' continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). _✓' . DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f Q 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. "fT OREGON 4(/ SEQ. 6063666 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ` \t i k TRANS I D: 408425 5 design bads be applied to any component. and are for"dry condition"of use. mpuTrus has no control over and assumes no responsibility for the 8.Design assumes fun bearing at e1 supports shown.Shim or wedge n 7Q7.11' 14, 2.°�P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 444 R R I U- ,1',, 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 � '��,11„ NII. TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with jointacenter lines. II('u'I'm 9.Digits indicate size of plate in inches. � n' MiTek USA,Ino.fCompuTrtls Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MiTek) EXPIRES:12/31/2015 HIIIIIIIHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 DF 816TR SPACED 24.0° 0.0. 2-3=(-142) 108 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 18.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 544V -54/ 173H 5.50" 0.87 OF 625 7'- 8.2" -105/ 212V 0/ OH 1.50" 0.34 DF 825 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'• 0.0" 0/ 99V 0/ OH 5.50" 0.16 DF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek MT series 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 pat) uplift at 24 "oc spacg.in VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ •1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'• 8.0" Allowed = 0.200° MAX TC PANEL LL DEFL = 0.281" @ 4'- 7.5" Allowed = 0.552" MAX TC PANEL TL DEFL = -0.373' @ 4'- 4.5" Allowed = 0.829" T 7-09 T MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.2" MAX HORIZ. TL DEFL = -0.001" 8 7'- 8.2" /. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 12 0 Wind: 140 mph h=21.4ft, TOOL=4.2,BCDL=6.0 ASCE 7-10 7.00 (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. co) 0 co o co sr 0 to U, 9,- sr r 9/- 4 M-3x4 f-- y J, > 1-06 (PROVIDE FULL BEARING:Jts:2.4,31 8-00 JOB NAME : 16698 VP CUSTOM LOT 14 - KJ8 .�,Y'�� Pry ��ss, Scale: 0.5025 �ti5 �.�`jl/� �� WARNINGS: GENERAL NOTES,unless otherwise noted: 4/ rn�n•, c 'j7 V 1 n 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 G 1-- Truss: KJ 8 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: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ! �� continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). .r' DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 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. 'f7 OREGON 4/ SEQ. : 6063667 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, yl, 4,OREGON design bads be applied to any component. and are for"tlry condabn"of use, /,A TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibllhy for the 8.Design assumes full bearing at as supports shown.Shim or wedge if v Q') fabrication,handling, necessary. shipment end Installation of components. 7.Design assumes adequate drainage is provided. 4ft.-R R ILL 8.This design is furnished subject to the limhations set forth by 8.Plates shag be located on both faces of truss,and placed so their center II ��Intl IIID (.11111 III�mm'tla'lll�l lI� TPI/VYTCA in BCS(,espies of which will be furnished upon request. Digit coincideidwith jointacenter lines. Ippl II'I IIH,111►II 9.Digits isize of plate In lines. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR•1988(MITek) EXPIRES:12/31J2415 IIIIIIIIIIIIII , This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'• 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF R1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-133) 109 1.3=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0' 0.C. WEBS: 2x4 OF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'• 0.0" -39/ 333V -48/ 128(1 5,50" 0.53 DF ( 625 TOTAL LOAD= 42.0 PSF 7'- 5.2" •110/ 206V 0/ OH 1.50° 0.33 DF ( 625 Connector plate prefix designators: 7'• 9.0" 0/ 97V 0/ OH 5.50" 0.15 DF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND 2 Design checked for net(-5 psf) uplift et 24 "oc spacine. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.253" @ 4'- 2.5" Allowed = 0.513" BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.328" @ 4'- 2.8" Allowed = 0.770" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-06 MAX HORIZ. LL DEFL = -0.001' @ 7'• 5.2" T T MAX HORIZ. TL DEFL = -0.001" @ 7'- 5.2" Design conforms to main windforce-resisting 12 " system and components and cladding criteria. 7.00 m Wind: 140 mphh=21.4ft, TCOL=4.2,8C0L=6.0 ASCE 7-10 j (All Heights), Enclosed Cat,2, Exp.e, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. 0 o o 0 4 4 o� A P, a d o� 1�� 3► M-3x5 y y 7-09 (PROVIDE FULL BEARINraJtsa.3.21 �_to PROFeS JOB NAME: 16698 VP CUSTOM LOT 14 - KJ8X �G Scale: 0.5170 <G3� ,,,LNEpp s<0 WARNINGS: GENERAL NOTES,unless othanwise noted: 4'�" '(-71171117 -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 Ct. 1 92.b P E t.-- TrussTruss: : KJ 8X and Warnings before construction commences. building component.ApplicabilIty of design parameters and proper J 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 411110/ ! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be throughout braced at DES. BY: EE2'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 drywal(BC). .I„ww. - DATE•" 9/17/2014 ( the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -1 Cr 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. "9 OREGON 4/ SEQ. : 6063668 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, G" rt design loads be applied to any component. and are for"dry condition"of use. fey '7 y rZQ �•�•• TRANS I d: 408425 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge it Q 4, P necessary. /� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '•4R A l_V. 8.This design is furnished subject to the ilmttations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111 11 1ll�( �� TPWVTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. '111 9.Digits indicate size of plate in inches. MTekUSA,Inc./CompuTrusSoftware 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MTek) EXPIRES:12/31/2015 IHIIIIII ! This design prepared from computer input by III! PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 54 2-6=(-260) 380 3-6=(-421) 246 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-447 209 6-4=(-128) 98 WEBS: 2x4 DF STAND 3.4=( -81 75 LOADING 4.5=( -7) 3 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES LL = 25 PSF Ground Snow (Pg) 0'. 0.0" -109/ 575V -38/ 118H 5.50" 0.92 OF ( 625) Connector plate prefix designators: 9'- 0.0" -45/ 377V 0/ OH 5.50" 0.60 OF ( 625) C,CN,C18,CN18 (or no prefix)) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQOND. 2: Design checked for net(•5 pail uplift at 24 "ox sig ca iia^I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ •1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200' MAX BC PANEL LL DEFL = -0.158" @ 4'. 6.0° Allowed = 0.366" MAX BC PANEL TL DEFL = -0.317" @ 4'- 6.0" Allowed = 0.488" MAX HORIZ. LL DEFL = -0.003" @ 8'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 8'- 6.5" T f 4-10-14 3 09 06 0-03-12 Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00✓ Wind: 140 mph, h=20.7ft, TCDL=4.2 8COL=6.0 ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D.1r), 5 -/ load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 0 r co 0 a) 0 M M to 01 _NN 2 O,- 1 ►=6 -/ 0 M-3x4 M-3x4 y ), J, 8-06-08 0-05-08 y y 1-06 9-00 JOB NAME : 16698 VP CUSTOM LOT 14 - L1 Scale: 0.4938 3 GIN FF0: 09- WARNINGS: GENERAL NOTES,unless otherwise noted: / 7/I7/ s,w'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 en individual � '92 I f'E r Truss: Ll ! end Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 11 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !'"�?�' DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 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. -p A-OREGON 4t,"SEQ. : 6063669 fasteners are complete and at no time should any loads1.-greater than 5.Design assumes trusses are to be used in a non-corrosive environment, „ "y hQ`SA. design loads be applied to any component. end are for"dry full bearing of use. f 4/' 2� T TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If V 14,n �� fabrication,handling,shipment and installation of components. Designeessary. 7. latesassumes adequate ne tae istrus,provided. FR R 11." t' p 8.This design B furnishedosubject to the limitations set forth by 8.Plates shall a locatedh on both faces of truss,and placed so their center ��III SII�II�ul�I�u 11.1'lll�IIII( I TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. II flN 5.Diggs indicate size of plate In inches. MiTek USA,lrrcJcompuTrus Software 7.6.6(1 L)-E 1m.For basic connector plate design values see ESR•4311,ESR-1988(MiTek) EXPIRES:12/31/2015 I"11111111Ij i This design prepared from computer input by IF PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF M1&BTR LOAD DURATION INCREASE = 1.15 1.2-( 0) 52 2.6=(•145) 214 3.6=(-240) 121 BC: 2x4 OF M1&BTR SPACED 24.0" O.C. 2.3= -265) 43 6.4=(-176) 113 3.4= 86 79 WEBS: 2x4 DF STAND; 2x8 DF SS A LOADING 4.5=( -7) 3 LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12°0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LL =25 PSF Ground Snow (Pg) LOCATIONS'- .0 REACTIONS753V REACTIONS0SIZE 1.1IN. (SPECIES)( 2'- 0.0° -82/ •35/ 103H 5.50" 1.13 F ( 625 9'- 0.0' -13/ 290V 0/ OH 5.50" 0.48 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGOND 2 Design checked for net( pef) uplift at 24 "oc spacing. considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.011" @ -1'- 6.0" Allowed = 0.150" C,CN,C18,CN18 (or noprefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.013" @ -1'- 6,0' Allowed = 0.200" ry s MAX LL DEFL = -0.152" @ 0'- 0.0" Allowed = 0.200" M,M20HS,M18HS,A116 = MiTek MT series MAX IL CREEP DEFL = -0.185° @ 0'- 0.0" Allowed = 0.267' JT 2: Heel to plate corner =5.75° 4-10-14 f 3-09-06 0-03-12 T T MAX LL DEFL = -0.060' @ 4'- 10.3" Allowed = 0.304' MAX TL CREEP DEFL = -0.075" @ 4'- 10.3' Allowed = 0.406" 12 MAX HORIZ. LL DEFL = 0.001' 9 8'• 6.5° 4.00 M-1.5x 3 MAX HORIZ. TL DEFL = 0.002" @ 8'- 8.5' 4 5 Design conforms to main windforce-resisting �, system and components and cladding criteria. r iind: 140 mph, h=15ft TCOL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), arclgsed Cat.2, Exp.s, MWFRS(Dir), M-1.5X3 load duration factorl.� Truss designed for wind loads 3 in the plane of the truss only. ~`� w 0 e'f 2 V11 � ,.._ W 0 M-3x8 M-3x10 M-3x4 y ), )' 8-06-08 0-05-08 k y )' 2-00 7-00 y y 1 1-06 9-00 0 PROpe JOB NAME: 16698 VP CUSTOM LOT 14 - L2 Sala; D.5026 �5<�� "�7N�(�+fQ+s,s. WARNINGS: 7111/! ! O* GENERAL NOTES,unless othenrise noted: 41 "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 !7G.,,I f E r. and Warnings before construction commences. building component.Applicability of design parameters and proper �T/ Truss: L 2Incorporation of component is the responsibility of the building designer. �/ 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bosom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'n e,and at 10'o.e.respectively unless braced throughout their length by ��- DES. BY: E E t5 the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). �� DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n 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. "P, p_OREGONIx �4/ SEQ. : 6063670 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, -`7 design loads be applied to any component. end aro for"dry condition'of use. '"�j' 2� v:,1"" TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge e 14" �y fabrication,handling,shipment and installation of components. nesessary' RRI V 8. P rnP 7.Design assumes adequate drainage is provided. illC 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 111 �I' III I� TPUWfCA in SCSI,copies of which will be furnished upon request. lines coincide with plate fines. It�pmmII1111mm, N N 9.Digits indicate size of jointcenterin fines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 18.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 I11118IIIIH This design prepared from computer input by EMI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF P1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 54 2-6=(-307) 843 3-6= -351) 303 BC: 2x6 DF SS 2-3.(-926) 173 6.7=( -31) (75 6-4 = 369 231 WEBS: 2x4 DF STAND LOADING 3.4=(-578) 28 6-5= ( -19) 958 LL =25 PSF Ground Snow (Pg) 4-5=(-543) 49 5.7=(-1202) 218 TC LATERAL SUPPORT <= 12'OC. ION. TC UNIF LL( 50.0)+DL 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V BC LATERAL SUPPORT <= 12'OC. ION. TC UNIF LL( 125,0)+DLI 35.01= 160.0 PLF 8'- 0.0" TO 9'- 0.0" V BC UNIF LL( 0.0)+DL 50.0)= 50.0 PLF 0'- 0.0' TO 9'- 0.0" V BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+OL( 130.7)= 597.3 LBS @ 8'- 0.0' 0'- 0.0" -46/ 777V -28/ 90H 3.50° 1.24 DPEC F 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 9'- 0.0' -296/ 1134V 0/ OH 5.50" 1.81 OF ( 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 netj psf( uplift at 24 °oc spacino OVERHANGS: 18.0" 0.0° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. • See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150° Connector plate prefix designators: MAX TL CREEP DEFL = -0.015° @ -1'- 6.0" Allowed = 0.200° C,CN,C18,CN18 (or no prefix =CompuTrus, Inc MAX LL DEFL = -0.014" @ 4'- 2.9" Allowed = 0.412" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0,032" @ 4'- 2.9" Allowed = 0.550° 7-11-11 1-00-05 MAX HORIZ, LL DEFL = 0.003" @ 8'- 10.3" T T i MAX HORIZ. TL DEFL = 0,005" @ 8'- 10.3" 4-03-08 3-08-03 1-00-05 Design conforms to main windforce-resisting T ♦597.30#'1 system and components and cladding criteria. 12 ♦♦ 4.00 M-4x6 Wind: 140lmppHeights), mph, 1Sft, TCDL=4.2 BCDL=6.0, ASCE 7-10, load Enclosed, Cat.2, Exp.B, MWFRS(Dir), duration factor=1.6 A- 4 M-3X6 Truss designed for wind loads in the plane of the truss only. eek', M-1.5x3 C3 rw o in co 0 0 M N r� iffinsa I OIli.. 11....i1111814119 0 1 K21416 ** 7 -! M-3x8 M-3x8 M-1.5x3 y y y 7-05 1-07 ). )" y 1-06 9-00 JOB NAME : 16698 VP CUSTOM LOT 14 - LH1 AX'p,�D PRQFFs� Scale: 0.5015 GJ IN/E/rbry� s p WARNINGS: GENERAL NOTES,unless otherwise noted: 4/ r i/r]/( ( O* 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual S 92 0(i P E r Truss: L H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 5. 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 bosom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'o.c,respectively unless braced throughout their length by ��► the overall structure S the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). /•i► DATE: 9/17/2014 p rg ig 3.2x Impact bridging or lateral bracing required where shown++ i Cr 4,No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -9� OREGONb, �4(/ SEQ. : 6063671 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, b design loads be applied to any component. and are for"dry condition"of use. .,9 TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q y 1 Li" 20�t� fabrication,handling,shipment and installation of components. 7.Design asnecessasumes adequate drainage Is provided. R` 1 '1 n1 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 R I�Y I I,I' II��NIP' I I'��I Ini HI) TPUYYrCA in BCSI,copies of which will be furnished upon request. lines coincide with jointain che. IN' IUp' IUI II(' B.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 r , 111111 " This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2.4=(0) 0 BC: 2x4 DF B16BTR SPACED 24.0° O.C. 2-3=(-28) 43 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 18.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -85/ 366V 0/ 37H 3.50° 0.59 OF i 825 1'- 10.9' -117/ 119V 0/ OH 1.50" 0.19 DF 825 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 65V 0/ OH 5.50" 0.10 DF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGOND 2 Design checked for net(•S plat) uplift at 24 "oc spacina.l 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.015" @ •1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 0'- 10.8" Allowed = 0.076" 1-11-11 MAX TC PANEL TL DEFL = -0,009' @ 1'- 0.4" Allowed = 0.114' f f MAX BC PANEL LL DEFL = 0.017' @ 3'- 5.4' Allowed = 0.336' MAX BC PANEL TL DEFL = -0.111' @ 4'- 3.9" Allowed = 0.449" 12 MAX HORIZ. LL DEFL = •0.000" @ 1'- 10.9° 4.001 ' MAX HORIZ, TL DEFL = 0.000" @ 1'- 10.9" 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 l;at.2, Exp,B, MWFRS(Dir), load duration factor=1. Truss designed for wind loads in the plane of the truss only. ,F- -V V3 rn r �/-in _ _ o o (43 r O X4 M-3x4 A- y y y 1-06 1PROVIDE FULL BEARING;Jts;2,3,4I 8-00 scale: • 0.7150 •\�"t� PN F�Sis, JOB NAME: 16698 VP CUSTOM LOT 14 - LJ 1 `,LGIN WARNINGS: - GENERAL NOTES,unless otherwise noted: CSC -7,.,°.,_.P E 1. -�r 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 Jy'/L/� Truss: LJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ,/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � � po gY continuous sheathing such as plywood sheathing(TC)and/or drywaHBC). .,'!�, ' DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ `'Q 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. 'f7 OREGON 4/ SEQ. : 6063672 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+,- �f 1� .c. design loads be applied to any component. end are Por"dry condition"ori of use. /O -1Y 14, 24 TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge g `_ fabrication,handling, nesessary. V rip,shipment and installation of components. 7,necess assumes adequate drainage is provided. MSR R I L�- 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center I II 1 �((u I,I I(�'(��I TPUWfCA in SCSI,copies of which will be furnished upon request. lines with joint center lines. ,NIIIII,NII mmlllll,�N, IIH,,II II'I 0.Digits coincide size of plate in inches. MiTek LISA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wick) EXPIRES:12/31/2015 IIIIIIIIIIH'I This design prepared from computer input by II II11 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF#1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 54 2.4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-46) 45 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 SO.IN. (SPECIES OVERHANGS: 18.00 0.0" TOTAL LOAD = 42.0 PSF 0'• 0.0" -61/ 420V 0/ 55H 3.500 0.67 DF 625 3'-3'- 10.9" -126/ 134V 0/ OH 1.50" 0.21 DF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0° 0/ 72V 0/ OH 5.50" 0.11 OF 625 C,CN,C18,CN1B (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(•5 pef)spttft a 4 "d sp not BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX EP DEFL = 0.013' 0 -1'- 6.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'• 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.018" @ 3'- 5.4" Allowed = 0.336" MAX TC PANEL TL DEFL = -0.036" @ 2'- 2.8" Allowed = 0.320" 3-11-11 MAX BC PANEL TL DEFL = -0,165' @ 4'• 3.9" Allowed = 0.449" 1' f MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'• 10.9" 12 4.00 l "'' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. /- 3 - A th rn o r 0 E) 5 ,- N -f- v) O f- o t4 M-3x4 A- y 1-06 1PROVIDE FULL BEARING:Jts:2,3,4I 8-00 JOB NAME: 16698 VP CUSTOM LOT 14 - LJ2 ��ED PROPFss� Scale: 0.6400 �J IN WARNINGS: GENERAL NOTES,unless otherwise noted: 45/' I 1 17/7 I p4 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 1'. -'92 i 40 P E 1' Truss: LJ2 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. 0' /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: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. as sty unless braced throughout their length by !�► continuous sheathing such as pywooding(TC /and/or drywall(BC). •4111110. , DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ 0 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. -fl` 4N X40 shouldSEQ. : 6063673fasteners are complete and st no time any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, tk design loads be applied to any component. and are for"dry condition"of use. .f' Q TRANS I D: 408425 5.CompuT us has no control over and assumes no responsibility for the e.Design assumes full bearing at as supports shown.Shim or wedge If {� Y 1,4 2 ,� fabrication,handling,shipment necessary. n- [" g pment and Installation of components, 7.Design assumes adequate drainage is provided. n R i 1 f. �, u� 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 �l 1. min Nlil„II�' (JIll I I�'�I I II TPIM/fCA in BCSI,copies of which will be furnished upon request, dines indicate with joint center lines. NH(I'( 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:12/31/2015 7 f IIlIIIIIIIIhI, " This design prepared froln computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF lit&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 54 2.4=(0) 0 BC: 2x4 DF 018BTR SPACED 24.0' O.C. 2.3=(-68) 36 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 BRO REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -87/ 481V 0/ 74H 3.50° 0.77 DF ( 625 5'- 10.9° -101/ 177V 0/ OH 1.50" 0.28 DF ( 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 84V 0/ OH 5.50" 0.13 OF ( 625 C,ON,018 CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGOND 2' Design checked for net) 5 paf) 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 = 0.013" @ -1'- 6.0' Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0° Allowed = 0.105" MAX TC PANEL LL DEFL = 0.074" @ 3'- 1.2" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.199" @ 4'- 0.4" Allowed = 0.449" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 m h, h=15ft TCDL=4.2 BCDL=6.0, ASCE 7.10, 4.00 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. /- 3 -� r m cm M 0 0 co a N O cl ID '7,- (-I c/- 4 -/ 0 1 M-3x4 y y y 1-06 'PROVIDE FULL BEARING:Jts:2,3,4) 8-00 Scale: 0.5650 \��t�EQ PN QFFsts, JOB NAME : 16698 VP CUSTOM LOT 14 - LJ3f� /if, WARNNOS: GENERAL NOTES,unless otherwise noted: 7.-92 7.�P E 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 CC Truss: LJ 3 and Warnings before construction commences. building component.Appecab lily 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. ,/ 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3.Additional temporary bracing to insure stability during construction the responsibility of the erector.Additional2'o.0.and at 10'o.c,respectively unless braced throughout their length by permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). /t 4111111.''S DATE: 9/17/2014 the overall structure k the responsibtay 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 all bracing and 4.Installation of truss k the responsibility of the respective contractor. 7G "y OREGON t, �� SEQ. : 6063 674 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, design loads be applied b any component. and are for"dry condition"of use. /O "4� 14, ?,0 �} TRANS I D: 408425 5,CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.shim or wedge ifc]. necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage k provided. MFR A 1L.L u 6.This design k furnished subject to the limitations set forth by B.Plates shag be located on both feces of truss,and placed so their center III _ �I� I p.11�I�� TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1)'mNpNi' IIII1111 'llllapl 9.lines 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 hIIIIIIIIIl This design prepared from computer input by B PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 81&8TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 54 2.4=(0) 0 BC: 2x4 DF k1&BTR SPACED 24.0' O.C. 2.3=(-91) 45 TO 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0° TOTAL LOAD = 42.0 PSF D'- 0.0" -78/ 538V 0/ 92H 3.50" 0.86 OF ( 625) 7'- 9.2" 0/ 102V 0/ OH 5.50" 0.16 DF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -93/ 225V 0/ OH 1.50" 0.36 OF ( 625) C ,CN C18,CN18 (or no prefix) =CompuTrus, Inc M,M26HS,M18HS,M16 = MiTek MT series 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 psi) uplifLat_24 'ox soactng. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013° @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015° @ -1"- 6.0' Allowed = 0.200" MAX IC PANEL LL DEFL = -0.229" @ 4'- 4.9" Allowed = 0.494" MAX TC PANEL TL DEFL = -0.416" 8 4'- 4.9" Allowed = 0.742" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. T T Wind: 140 mph, h=15ft TCDL=4.2 BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed lat.2, Exp.B, MWFRS(Dir), 4.00 load duration factoru1.� Truss designed for wind loads ,f 3 --,, in the plane of the truss only. I C.,o 0 to O N to) rA- co O' �� !� 4.✓ X. -/ M-3x4 1, y k 1-06 'PROVIDE FULL BEARING:Jte:2.4.31 8-00 JOB NAME : 16698 VP CUSTOM LOT 14 - LJ4 Scale: 0.5400 \��D"N .,J4,619aA- WARNINGS: GENERAL NOTES,unless otherwise noted: w r r��/I I -w-jJ 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: 7921 SPE fTruss: LJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracinto Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at ' - DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 continuous sheathing such as plywood sheathing(TC)and/or drywae(BC). o" ". DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,i 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. 7OREGON SEQ. : 6063675 fasteners are complete and at no time should any Wads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, I- / N A design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if '.11'. 4, �# necessary. -f�,r - fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. ii.F110`,. I��1110 1111 11111s II 1 111111111 �IIII III 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 yl TRI/WI-CA In SCSI,copies of which will be furnished upon request. lines coincidewith joint aInr lines. indicate Digits ndiccatte size of latate 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 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 OF @1&BTA LOAD DURATION INCREASE = 1.15 1-2= 0) 54 2.4= BC: 2x4 DF 018BTR SPACED 24.0" O.C. 2-3=(-41) 11 ( ) 0 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: 18.0" 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0° -96/ 381V 0/ 37H 3.50" 0.61 OF 625) 1'- 9.2" -41/ 30V 0/ OH 5.50" 0.05 OF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 50V 0/ OH 1.50" 0.08 DF 625) C,ON,018 0118 (or no prefix) = CompuTrus, Inc M,M20HS,�118HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )'r . 1,. ., ,, ' ' '' - .. ,. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0' Allowed = 0.200° MAX BC PANEL LL DEFL = 0.002" @ 0'- 10.9' Allowed = 0.048" 1-11-11 MAX BC PANEL TL DEFL = 0,002' @ 0'- 10.9' Allowed = 0.064" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' MAX HORIZ. TL DEFL = -0,000' @ 1'- 10.9° 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=15ft TCDL=4.2 BCOL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Oir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. M co , _ O t1') , T� T C C� i�-_ O r O 1 4 M-3x4 1-06 2-00 1PROVIDE FULL BEARING:Jts:2,4,3I p PR JOB NAME: 16698 VP CUSTOM LOT 14 - LSJ1 Scale: 0.7148 �54��G 7NJE/�t��fip�`s'S'/0A WARNINGS: GENERAL NOTES,unless otherwise noted: G(r� 7n////! I -v-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 `7/' P E 1� Truss: LSJ 1 and Warnings before construction commences. building component.Apptcabilty of design parameters and proper //""2 8 2.2x4 compression web bracing must be Instated 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 leteraty braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y,�,. the overall structure Is the res nsib9it of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). ,,�/ , DATE: 9/17/2014 po r m 3.2x Invent bridging or lateral bracing required where shown++ f cc 4SEQ. : 6063676 .No load should be applied to any component unto after all bracing and 4.Instatationof truss Is the responsibility of the respective contractor. OREGON fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G design loads be applied to any component. and are for"dry condition"of use. .tJ y1 ,,1� TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge 8 Q 14, 12P�P'r' fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate o ne espodesignfurnishedlocated faces of truss,and placed so their center PRO' ■/ �11�� Iffrp Mil I,�I(��( TPUWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Jn( lu, 'I a.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basin connector plate design values see ESR-1311,ESR-19e8(MTek) • -- - -____-- EXPIRES:12/31/2015 I11IIIIIII��I This design prepared from computer input by NN PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 54 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" 0.0. 2.3=(.52) 22 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 SO.IN. (SPECIES) OVERHANGS: 18.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" .96/ 400V 0/ 55H 3.50" 0.64 OF 625) 1'- 9.2" -201 64V 0/ OH 5.50" 0.10 OF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" .46/ 100V 0/ OH 1.50' 0.16 DF 625) C,CN,C18,CN18or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(•5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 8.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed= 0.200" 12 MAX BC PANEL LL DEFL = 0.002" @ 0'- 10.9' Allowed = 0.048" 4.00 MAX BC PANEL TL DEFL = -0.003" @ 0'- 10.9" Allowed = 0.064' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000' @ 3'• 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft TCDL=4.2 BCOL=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 rn o 0 0 2 N r/-- or, o _ o� >< 4� 1 M-3x4 /- ,I, y )- ), 1-06 2-00 1-11-11 !PROVIDE FULL BFARING;Jts.:2,4,31 e. JOB NAME: 16698 VP CUSTOM LOT 14 - LSJ2 sale: 0.7414 �cso , GINE,g,s'OA� WARNINGS: GENERAL NOTES,unless otherwise noted: Ct.( 1', f�/��'S'S "�9 I.Builder and erection contractor should be advised of a8 General Nates 1.This design is based only upon the parameters shown and Is for an Individual c 9 O P E S' end Warnings before construction commences, building component.Applicability of design parameters and proper Truss: LSJ2 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length by `,� �,� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Q lo SEQ. : 6063677 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 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, �,.� -.7 \�.. A. design loads be applied to any component. and are for"dry condition"of use. �A- TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8 aac Design assumes full beefing at all supports shown.Shim or wedge If C 14, V fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 41i'R R"„V. e.This design is furnished subject to the limitations set forth by S.Plates shag be located on both faces of truss,and placed so their center IIIA!K 11111'11+.1 I III IIS TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. IIBRIuj II II 1N /NI 8.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 1V.For basic connector plate design values see ESR-1311,ESR•1968(MITek) EXPIRES:12/31/2015 11111111I� This design prepared from computer input by ul PACIFIC LUMBER-BC " LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 54 2.4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0° 0.C. 2-30(-74) 33 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: 18.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -89/ 398V 0/ 74H 3.50" 0.64 DF ( 625 1'- 9.2" -41/ 147V 0/ OH 5.50° 0.23 DF (( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -70/ 149V 0/ OH 1.50" 0.24 DF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND 2 Design checked for nett S psf) uplift at 24 "or epacina.l 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 = 0.013" @ -1'- 6.0" Allowed = 0,150° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015° @ -1'- 6.0" Allowed = 0,200' MAX BC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed= 0.048" MAX BC PANEL TL DEFL = -0.006" @ 0'- 10.9" Allowed = 0.064' MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9° 12 MAX HORIZ. TL DEFL = -0.000" @ 5'. 10.9" 4.00 L Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 1140 mph, h=15ft TCOL=4.2 BCOL=6.0, ASCE 7-10, 3 (All Hdeights), Enclosed, lat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. 00.iiigioll P M as M O O O) N O N �� ,A- 1 4= M-3x4 k y y y 1-06 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2.4,31 �ti_o PRQFeo JOB NAME: 16698 VP CUSTOM LOT 14 - LSJ3 Scale: 0.6436 \� F vSP�N44 s% WARNINGS: GENERAL NOTES,unless otherwise noted: �C v' '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 Ct 1.921 S P E r" and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: LSJ 3 incorporation of component Is the responsibility of the building designer. 1/ 2.2x4 compression web bracing must be Installed where shown 0. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3.Additional temporary bracing to insure stability during construction 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 sheathingsuch asplywood sheathing(TC) �� DATE: 9/17/2014 whereshown and/or drywait(BC). /'_ h. the overall structure✓5 the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required ++ wf rS, /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss B the responsibility of the respective contractor. 'yT OREGON 4(/ S E Q loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r,, ,' 4 \�IS TRANS design loads be applied to any component. end are for"dry condition°of use. /" '7 2, 'T- nTRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge x r 14, 0P Desessary. �`R R t 4\' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1! 1111111111111 I 11111 fl 9.Digits b i icicon size of platee in inches. v o n I. III - MiTek LISA,Inc./CompuTrus Software 7.6-6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:RES:12/31/2015 HMIThis design prepared from computer input by A PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 MONO HIP BC SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=( 0 56 2-5=(-87) 351 5.3= -84) 228 BC: 2x6 DF SS 2.3= -429 28 5-6=)-39) 68 5.4= -107 695 WEBS: 2x4 DF STAND; LOADING 3.4=)-351 29 4-6= -885) 141 2x6 DF SS A LL =25 PSF Ground Snow (Pg) IC UNIF LL( 50.0)+DL 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V IC LATERAL SUPPORT 24"OC. UON. BC UNIF LL( 0.0)+DLI 20.0)= 20.0 PLF 0'- 0.0" TO 8'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 75.0)+DL 71.0)= 146.0 PLF 8'- 0.0" TO 9'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES) 2'- 0.0" -109/ 869V -27/ 83H 5.50" 1.30 DF 1625) BC COW LL( 466.7)40L( 317.3)= 784.0 LBS @ 8'- 0.0 9'- 0.0" -189/ 1079V 0/ OH 5.50" 1.73 DF ( 625 OVERHANGS: 18.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �DQND. 2: Design checked for net(•S psf)�(iplift at 24 "oc spaci�g.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.011° @ -1r- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.012" @ -1'- 6.0' Allowed = 0,200" Unbalanced live loads have been MAX LL DEFL = -0.111" @ 0'- 0.0° Allowed = 0.200° considered for this design. MAX TL CREEP DEFL = -0.162" @ 0'• 0.0" Allowed = 0.267' Connector plate prefix designators: MAX LL DEFL = -0,016" @ 7'- 6.7" Allowed = 0.304' C,CN C18,CN18 (or no prefix =CompuTrus, Inc 7-11-11 1-00-05 MAX TL CREEP DEFL = •0.029" @ 7'- 6.7" Allowed = 0.406" M,M26HS,M18HS,M16 = MiTek MT series - "( '' MAX HORIZ. LL DEFL = 0.001' @ 8'- 10.3' UT 2: Heel to plate corner = 8.25" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 10.3' 4.00 M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 M-3x6 Wind: 140 mph! h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7.10, 4 -," All Heights), Enclosed oat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 teem Truss designed for wind ioads in the plane of the truss only. O) 0 0 0 i.0w 0 0 M LAI 1111- _��'AIIIIIIIIIIIIIIIIIIIIIIIIIM ao N cn 411111111111i -.11111111117► 5 re�6 c,"/- M-3x10 M-4x8 M-1.5x3 y , ir784# , 7-06-12 1-05-04 ), J, ), 2-00 7-00 y y ), 1-06 9-00 WEDGE REQUIRED AT HEEL(S). JOB NAME: 16698 VP CUSTOM LOT 14 - MI-11 ��,ED PRQFFss Scale: 0.5015 GJ ��7N�/�+p7J�'+y ✓ f WARNINGS: GENERAL NOTES,unless otherwise noted: 44, v /1!// p-v 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 3 11`E r Truss: MH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 co ression web bracingmust be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additionaltemporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'0.0.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'+fr' DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ ea 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. -9 OREGON ,(V SEQ. : 6063680 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non•corrosNe environment, 126-.7.44, 1�` A. design loads be applied to any component. and are for"dry condition"of use. 2� �1 TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge H 14, . fabrication,handling,shipment and Installation of components, necessary. 7.Design assumes adequate drainage Istruss, provided. �.`FiR 11-\- 8,This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trand placed so their center I III 1 nlll�Im' 1 Eli I��'III nil TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with jointann nche. I' I' II',I II', 9,Digits indicate size of plate In inches, MiTek USA,tr1c./CompuTrus Software 7.6.6(1 L)-E 50.For basic connector plate design values see ESR-131 1,ESR-1988(MITek) EXPI RES:12/31/2015 1IIII1 This design prebareti from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 54 2.4=(0) 0 BC: 2x4 DF q1&BTR SPACED 24.0° O.C. 2.3=(-49 ) 10 IC 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 18.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -116/ 385V 0/ 35H 22.94' 0.62 OF 1625) 1'- 10.2" -26/ 42V 0/ OH 1.50' 0.07 OF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 10.9" .66/ 21V 0/ OH 0.00" 0.00 DF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r r 1. I' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015' @ -1'- 6.0" Allowed = 0.200" 4.00 E MAX HORIZ, LL DEFL = -0.000" @ 1'- 10.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=15ft TCDL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8 Truss designed for wind loads in the plane of the truss only. /- 3 0) ul Po O M . 111111111111.11 M-3x4 4 y y ), 1-06 1-10-15 O JOB NAME : 16698 VP CUSTOM LOT 14 - MJ1 Scale: 0.8159 c�`�'.\� cOtPR f s, WARNINGS: GENERAL NOTES,unless otherwise noted: �Cr 71�r/ 2-f7 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual CC' 7.921•P E c' Truss: Md 1 and Warnings before construction commences, building component.Applicability of design parameters and proper � 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ./41111,000F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length byf� continuous sheathing such as plywood _0 sheathing(TC)and/or drywaa(BC). '41111•4 , DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • Ct 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. -9 OREGON t„, SEQ. : 6063681 fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses aro to be used in a non-corrosive environment, �. 'V 1� /N design loads be applied to any component. and aro for"dry condition"of use. ..0.., '9I✓ 1 4, rx0 TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at as supports shown.Shim or wedge d �t= fabrication,handsnecessary.. rip,shipment and installation of components. 7.Design assumes adequate drainage is provided. eR R 14` �III� I�I 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 1101 11111 1111 III TPDWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint pate 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-7988(MiTek) EXPIRES:12/31/2015 IOhhhiluu This design prepared from computer input by I' II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2.4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 22 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -84/ 416V 0/ 53H 5.50' 0.67 DF 625) 3'- 8.2" 0/ 46V 0/ OH 5.50" 0.07 DF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -42/ 100V 0/ OH 1.50" 0.16 DF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(�psf1 a0lift at 24 "oc spacina.l 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 = 0.013" @ -1'- 6.0' Allowed = 0.150° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 12 MAX TC PANEL LL DEFL = 0.014" @ 2'- 4.8" Allowed = 0.209" MAX TC PANEL TL DEFL = -0.012" @ 2'- 3.3" Allowed = 0.313" 4.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.2" MAX HORIZ, TL DEFL = -0.000" @ 3'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft TCDL=4.2 BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), ->' load duration factor=1.ti Truss designed for wind loads in the plane of the truss only. I A o inti 0 c o r N r/- a. 07 0 2 4x M-3x4 r- y i, 1-06 3-10-15 ;0 I r PR JOB NAME: 16698 VP CUSTOM LOT 14 - MJ2 Bcale: D.7377 ��5`\(<'��GINE�F.Wo .0 WARNINGS: GENERAL NOTES,unless otherwise noted: /"7/d �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 4t' c 92 e P E. +' Truss: MJ 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. // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chods to be y braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� po ttY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ all Q 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. 7OREGON to SEQ. : 6063682 fasteners are complete and at no time should any loads greater than 5.DesiG, ign assumes trusses are to be used in a non-corrosive environment, -.7 1 .` design bads be applied to any component. and are for"dry b on'of use. / '9}� V. �-{- TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if © 14, necessary. 1�A fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "' �R fj♦V� 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 11111 111I1 HI III 11101111 1111 TPI/VVICA in JSoftware upon request. MTe USA,Inc./CompuTrus 7.6.6(1LEoof plate lines basic connector plate design values see ESR-1311,ESR-188(MiTek) EXPIRES:12/31/2015 • III HIN This design prepared from computer input by 11PAI1111N111�� a PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 54 2.4=(0) 0 BC: 2x4 DF #18BTR SPACED 24.0" O.C. 2-3.(-71) 33 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 475V 0/ 72H 5.50" 0.76 DF ( 625 5'- 8.2" 0/ 72V 0/ OH 5.50" 0.12 OF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -66/ 159V 0/ OH 1.50" 0.25 DF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS, 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked far net(•5 psf) uplift at 24 °ac s0acin0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 8.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'. 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.058" @ 3'- 8.7" Allowed = 0.349° MAX TC PANEL TL DEFL = •0.093" @ 3'- 4.3" Allowed = 0.524" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.2" 12 MAX HORIZ. TL DEFL = -0.000" 8 5'- 10.2" 4.00 V 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), /- 3 load duration factor=1.� Truss designed for wind loads in the plane of the truss only. '1 0) 0 0 o 0 of 0 0 N N to '-..1- C.; 0 Is o 1 22� 4► M-3x4 ; y y 1-06 1PROVIDE FULL BEARING:Jts:2,4,31 5-10-15 JOB NAME•. 16698 VP CUSTOM LOT 14 - MJ3 Scale: 0.6485 \�.«,x., Iv� �Fss/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4Gr� '("7//7//17 /r t -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 4 1.921 11 P E 1-- Truss: MJ 3 and Warnings before construction commences. building component.ApptcabNly of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building desgner, 01111111111F //. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at - DES. BY: EE is the res nsibl' of the erector.Additional 2'o.c.end at 10'o.c.respectively unless braced throughout their length by po aY permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d IIB - � DATE: 9/17/2014 the overal structure Is the responsibility of the building designer. 3.2x Impact ngtT > rywa c). f-�. CC bridging or the bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Des Installation of truss Ls the responsibility of the respective contractor. -17d A_OREGON �to SEQ. : 6063 683 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive envoonment, "V' �� design loads be applied to any component. end are for"dry condition"of use. / �,. S TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at aft supports shown.Shim or wedge it 14, rZ �'�' fabrication,handling,shipment and installation of components. Design asnecessary. ,1 -fig A'k.-\''' ` 7.Pesgn assumes adequate ne drainagehae is trussed. �✓/C rig N 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center I III 111 111 Nil III TPIANfCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenter Ines. 9.Digits indicate size of plate in inches. MiTek USA,ire./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 N111111IIIl This design prepared from computer input by Ell PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 54 2-4=(0) 0 BC: 2x4 DF 41&BTR SPACED 24.0' 0.C. 2-3=(-91) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -81/ 548V 0/ 90H 5.50" 0.88 OF 625) 7'- 8.2" 0/ 99V 0/ OH 5.50' 0.16 OF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -90/ 217V 0/ OH 1.50" 0.35 OF 625) C,CN C18,CN18 (or no prefix) =CompuTrus, Inc M,M2bHS ,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Design checked for net(-5 psi) 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 1OPSF LIVE LOAD, TOP MAX LL DEFL = 0.013" @ -1'- 6.0° Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.200" @ 4'- 5.4' Allowed = 0.490" MAX TC PANEL TL DEFL = -0.363" @ 4'- 5.4" Allowed = 0.735" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2' MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hi h=15ft TCDL=4.2 BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 4.00 load duration factor=1.6 Truss designed for wind loads 3 in the plane of the truss only. I% al 0 1.11 '4, N O M LO co 0� 2 4-�l O A- M-3x4 y y y 1-06 (PROVIDE FULL BEARING;Jts:2,4,31 7-10-15 JOB NAME : 16698 VP CUSTOM LOT 14 - MJ4 Scale: O.5457 c;- INk PROF 45> / WARNINGS: GENERAL NOTES,unless otherwise noted: ti A 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 92*.P E t' Truss: MJ 4 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. ter' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof 2 o.c.and at 10'o.c,respectively unless braced throughout their length by `�► lI'� Po xy continuous sheathing such as plywood sheathing(TC)and/or drywalSBC). J DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f Q 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. 7L OREGON 40 SEQ. : 6063684 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, '�� A design loads be applied to any component. and are for"dry full bearing of use. / 4/** 2� - ^1(- B,Design assumes full bearing at all supports shown.Shim or wedge If 1 Q,. TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the necessary. jj" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 11 B.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 I �1IIII NII 1I'E'il"�II,I III�II)I'1I TPIIVVECA in BCS(,copies of which w18 be furnished upon request lines coincidetwith joint in Inches.'I IBI 'pl B.Digits indicate of tplate eto alines. MITek USA,Inc./CompuTrus Software 7,6.6(1 L)-E d0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IBIII�III This design pre')ared from computer input by 1H PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2.4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2.3=1.51) 12 TC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12°OC. VON. 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 SO,IN. (SPECIES) OVERHANGS: 18.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -125/ 435V 0/ 37H 5.50° 0.70 825) 1'- 8.2" -75/ 41V 0/ OH 5.50" 0.07 DF 1825) Connector plate prefix desi nators: LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -29/ 40V 0/ OH 1.50" 0.08 DF 625) C,CN,C18,CN18 (or no prefixg) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 oafl 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 IOPSF LIVE LOAD. TOP MAX LL DEFL a 0.013" @ -1'- 8.0' Allowed = 0.150" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 4.00 MAX BC PANEL LL DEFL = 0.002" @ 0'- 11,8' Allowed = 0.040° MAX BC PANEL TL DEFL = 0.002" @ 0'- 11.6" Allowed = 0.053' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.2" MAX HORIZ. TL DEFL = -0.000° @ 1'- 10.2° Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=19.5ft, TCDL=4.2,BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads /- 3 -/ in the plane of the truss only. rn ul 0o r o u, c) o o 0 0 r C. 200Regill 4 M-9x4 /- ,i, ), )- 1-06 1-10-15 [PROVIDE FULL BEARING;Jts:2.4.31 JOB NAME: 16698 VP CUSTOM LOT 14 - MSJ1 <rG IN 61. Scale: 0.8159 ('3 IN f f„p st WARNINGS: GENERAL NOTES,unless otherwise noted: J �G/ ,.711 7 P E 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 Truss: MSJ 1 and Warnings before construction commences. building component.Appecabilfy 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: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .r /� po ty continuum sheathing such as plywood sheathtng(TC)and/or drywa C). j .,- '�'". - DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -s) 4 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -9 OREGON 4 SEQ. : 6063685 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 �R design bads be applied to any component and are for"dry condition"of use. / '9 TRANS I D: 408425r rZO ,.i,-, 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 C1 14, 0P fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. `14FR R I LL �rN 8.This design Is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center 1 II 11111 Hill i l N 1 TPVWfCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. N IHp�ul N9.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 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.9° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 52 2.4=(0) 0 BC: 2x4 OF H1&BTR SPACED 24.0° O.C. 2.3=(-94) 38 WEBS: 2x8 DF SS LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 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 2'- 0.0' -185/ 966V 0/ 36H 5.50" 1.45 DF i 625 OVERHANGS: 18.0" 0.0" 3'- 8.2" -276/ 96V 0/ OH 5.50" 0.15 DF 625 LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -190/ 54V 0/ OH 1.50" 0.09 DF 625 Connector plate prefix designators: C,CN C1B,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONO. 2 Design checked far net(-5 pail uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = iTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 5.75" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.011' A -1'• 6.0° Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.013° A -1'- 6.0" Allowed = 0.200" 12 MAX LL DEFL = -0.130" A 0'- 0.0" Allowed = 0.200" 4.00r '" MAX TL CREEP DEFL = -0.178° A 0'- 0.0" Allowed = 0.267" TC PANEL LL DEFL = 0.022° A 2'- 10.8" Allowed = 0.106" MAX TC PANEL TL DEFL = 0.030' A 2'- 10.8' Allowed = 0.159" MAX HORIZ. LL DEFL = -0.042" A 3'- 10.2' MAX HORIZ. TL DEFL = -0.050" 9 3'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. /- 3 -/ Wind: 140 mph h=15ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), if rA load duration factore1.� P. Truss designed for wind loads o in the plane of the truss only. in / a o o 0 N 41 A-- ortdp illig iiiiillilli a .e/filk'�i pA-- MP 5 � 4► M-3x8 M-3x10 /- > .1, 1-10-15 > y y 1-06 3-10-15 (PROVIDE FULL BEARING;Jts:5,4,31 PR Scale: 0,7002 3�� Q JOB NAME: 16698 VP CUSTOM LOT 14 - MSJ2 '\-• 7f4tI /O WARNINGS: GENERAL NOTES,unless otherwise noted: `, 7/ 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'A P E t✓ �Ae and Warnings before construction commences. building component,Applicability of design parameters and proper Truss: 1111 SJ 2 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responslbiley of the building designer. Are, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'0.0.respectively unless braced throughout their len_ggth by 4,411001.. DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! "!m" DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 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. 7OREGON ((/ SEQ. : 6063686 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, G d7 kS A TRANS I D: 408425 design loads be applied to any component. and are for"dry condition"of use. / ' 24 - - 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If © 14 �P necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R R`_`" 111111111111111111111111111111 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center ch will be furnished upon M Te USA,Inc./CompuTrus TRI/WTCA in SCSI,copies of ISoftw a 7.6.6(1 L)-E request. X10.Forlinbasic s connectorde with oint platdesign values see ESR-1311,ESR-1888(MiTek) nter lines. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 IPII�HB This design prepared from computer input by n PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 52 2.5=(-81) 105 3.5=(-71) 90 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2.3=(-53) 64 WEBS: 2x4 OF STAND; 3.4=( -7) 3 2x8 OF SS A LOADING LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 2'- 0.0' -108/ 744V -22/ 67H 5.50° 1.12 OF ( 625) OVERHANGS: 18.0' 0.0° LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -77/ 74V 0/ OH 5.50' 0.12 DF ` 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 JT 2: Heel to plate corner = 5.75" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.011° @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200° MAX LL DEFL = -0.165' @ 0'- 0.0" Allowed = 0.200" 3-10-15 MAX TL CREEP DEFL = 0.254" @ 0'- 0.0" Allowed = 0.267" < 1' MAX TO PANEL LL DEFL = 0.032° @ 3'- 3.6' Allowed = 0.223" MAX TC PANEL TL DEFL = 0.042" @ 3'- 3.6" Allowed = 0.335" 12 MAX HORIZ, LL DEFL = 0.000" @ 5'- 7.2° 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'. 7.2° Design conforms to main windforce-resisting M-3x5 system and components and cladding criteria. 3 4 Wind: 140 mph, h=15ft TCOL=4.2 BCOL=6.0, ASCE 7.10, IS tAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), pad duration factor=l.� EL Truss designed for wind loads in the plane of the truss only. co 0 U) M 0 c C;) I N N •�-f- �'�'' �� W _111111111111111111111111111111.=111.111 -/ CJS 70101��5 M-3x8 M-3x10 M-1.5x3 7- 3-10-15 1-06 5-10-15 rikJOB NAME: 16698 VP CUSTOM LOT 14 - MSJ3 Sale: D.6D56 \�� NE snp WARNINGS; GENERAL NOTES,unless otherwise noted: I G/� 0'it2 .. ts�f9 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 Ct. !92••P E f Truss: MSJ 3 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 responsibtxy 011ie building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byOAP"continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). ��. DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S Q 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. "y7 A-OREGON 1(/ SEQ. : 6063687fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G "� \ A, design loads be applied to any component, and are for"dry condition"of use. /V/� '9�+ r() ..,. TRANS ID: 408425 s.Campo us has no control over and assumes no responsibilityresponsibilityfor the 6.nDe ssr sumes foil bearing at as supports shown.Shim or wedge it 1 4, �v., fabrication,handling,shipment and installation of components. 7.Design a umes adequate drainage is provided. '14 '' A t 4`,,. 8.This design is furnished subject to the limitations set forth by 6.Plates shell be located on both faces of truss,and placed so their center I ��I �fN' 111111 � I"' TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1111111111.11011111 n, 0111 II'mN�,ll9.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-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIBUI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-02-04 CORNER GIRDER SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1.2=( 0) 59 2-6=( -91) 613 6.3= -378) 390 BC: 2x6 DF SS 2.3=(-610) 77 6.7=(-112) 587 3.7= -638 111 WEBS: 2x4 OF STAND; LOADING 3.4=( -77) 94 7.4 = -399) 270 2x8 OF STAND A LL = 25 PSF Ground Snow (Pg) 4-5=( -14) 7 TO UNIF LL( 143.0)+DL( 40.0)0 183.1 PLF 0'- 0,0" TO 11'- 2.2" I TC LATERAL SUPPORT <= 12'0C. UON, BC UNIF LL) 0.0)+DL( 57.2)0 57.2 PLF 0'- 0.0° TO 11'- 2,2" I BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 28.2" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2'- 8.4" -485/ 988V -30/ 92H 9.25" 1.58 OF ( 625) 11'- 2.2" -246/ 766V 0/ OH 5.50" 1.23 DF ( 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COMB.2: peaign checked for net( 5 psf) uplift at 24 "oc spaclnc.l Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN C(8,CN18 (or no prefix) =CompuTrus, Inc MAX LL DEFL = 0,051" @ -2'- 2.2" Allowed = 0.218" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.060" @ -2'- 2.2" Allowed = 0.291" JT 2: Heel to plate corner = 8.00" MAX LL DEFL = -0.194" @ 0'- 0.0" Allowed = 0.270" MAX TL CREEP DEFL = 0.280" @ 0'- 0.0" Allowed = 0.360" MAX LL DEFL = -0.059" @ 6'- 3.3" Allowed = 0.363" MAX TL CREEP DEFL = -0.088" @ 6'. 3.3" Allowed = 0.484" MAX HORIZ. LL DEFL = 0.003" @ 10'- 8.8" MAX HORIZ. TL DEFL = 0.003° @ 10'- 8.8° Design conforms to main windforce-resisting 6-05-01 4-05-07 0-03-12 system and components and cladding criteria. T T 1' 1' Wind: 140 mph h=15ft TOOL=4.2 BCOL=6.0, ASCE 7.10, 12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 2.83,-- load duration factor=1.� M-1.5x4 Truss designed for wind loads /- 4 5 -/ in the plane of the truss only. 1 M-3x4 3 p o arla r3 c M18HS-3x18 cm M U, aMllgillIllggllglMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiM•r- 0 1 -�� 8 6 17 A- M-3x10 M-1.5x3 M-3x4 6-03-05 4-10-15 1, y 1, 2-08-07 8-05-13 2-02-03 11-02-04 tl JOB NAME •. 16698 VP CUSTOM LOT 14 - MR1 ,\`<.- - Pry ��ss, Scale: 0.4153 � /�/ 27 WARNINGS: GENERAL NOTES,unless otherwise noted: /'411r If 'Trus1.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 •2.S QE 1.-- Truss: s: MR1 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 lateralty braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length� by /+' the snores structure B the res onsibdit of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;/f rrm . DATE: 9/17/2014 D Y ig 3.2x Impact bridging or lateral bracing required where shown++ A 4'Z 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. 7 OREGON IU SEQ. : 6063688 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 1tx TRANS I D: 408425 design loads be applied to any component. and are for"dry condition"of use. / �Q 1. 5.CompuTrus bas no control over and assumes no responsibility for the e.Design assumes fug bearing at 0supports shown.Shim or wedge g Q 14, 2 N fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage Is provided.sSER R U, 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.,aand placed so their center I 1A�IIII IIIA VIII I III III ISI TPWVTCA in SCSI,copies of which will be furnished upon request. 9 lines indicate cate size of plate inrinches. n® N II 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 1111111111 ° This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 DF #18BTR SPACED 24.0" 0.0. 2.3=(-73) 21 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: 18.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" •124/ 429V -15/ 68H 5.50" 0.69 DF 625 1'• 9.2" -71/ 44V 0/ OH 5.50" 0.07 OF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'. 11.7° -21/ 42V 0/ OH 1.50" 0.07 OF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,L116 = MiTek MT series 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 10PSF LIVE LOAD. TOP MAX LL DEFL = •0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015° @ -1'- 6.0" Allowed = 0.200° MAX BC PANEL LL DEFL = 0.002° @ 1'- 0.1" Allowed = 0.054" 1-11-11 MAX TC PANEL TL DEFL = 0.003' @ 1'. 0.0" Allowed = 0.159" MAX HORIZ, LL DEFL = -0.000" @ 1'- 10.9" I 12 MAX HORIZ, TL DEFL = -0.000" @ 1'- 10.9° 7.00 LZ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=19•Bft, TCDL=4.2,BCDL=6.0 ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. ' o co 0 m o t -- v os-- CV co` �_ 401.--- 1 M-3x4 1 A-- ,1, ,, y 1-06 2-00 (PROVIDE FULL BEARING;Jts:2.4.3) JOB NAME : 16698 VP CUSTOM LOT 14 - SJ1 Scale: D.7D74 �5��ti�GpNE Ore WARNINGS: GENERAL NOTES,unless otherwise noted: k/1� ' I •�"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 =921 IPE E s' Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper " 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be aterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �' �� Po xY pa continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O Cr 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON ((i SEQ. : 6063689fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, G 2, 1(% TRANS I D: 408425 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes fud bearing at all supports shown.Shim or wedged LJ/) '91' 1 4, 2© •.11.- necessary. 1 e fabrication,handling,shipment and installation of components. - 7.Design assumes adequate drainage is provided. � �RIO- 9. t L\ 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 I"�,I��(u(�((�1�I I�I� I„I�I TPIMRCA in BCSI,copies of which will be furnished upon request, lines coincide with jointcenter lines. (Int 1 1111gR1 mS�mSlt1111, I',ul 9.Dgss dsize of tplate in nes MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) EXPIRES:12/31/2015 IIIIIIIIIIIBI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 OF#1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2.4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2.3=(-82) 46 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -110/ 441V -28/ 104H 5.50" 0.71 OF 625) 1'- 9.2' -53/ 61V 0/ OH 5.50' 0.10 DF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50' 0.15 DF 625) C ,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS, 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net{-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.01 " @ -1'- 6.0" Allowed = 0. 00" MAXMAx TL CREEP DEFL = -0.0155" @ -1'- 6.0" Allowed = 0.2200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.6" Allowed = 0.261' 12 MAX TC PANEL TL DEFL = 0.003" @ 1'- 2.1' Allowed = 0.391" 7.00 MAX HORIZ. LL DEFL = .0.000" 8 3'- 10.9" MAX HORIZ. TL DEFL = •0.000" @ 3'• 10.9" A- - Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.3ft, TCDL=4.2 BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(DIr), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. cm co co O <O 0 N CO 0 M LI) ■�■■ CP L ►�1 4►�� M-3x4 A- ), y y y 1-06 2-00 1-11-11 1PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 16698 VP CUSTOM LOT 14 - SJ2 Scale: 0.6914 5N 1.&G NEry -Y Ek:61/^ WARNINGS: GENERAL NOTES,unless otherwise noted: Z4.• /, r S 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 E �r Truss: SJ 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be Melded where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES• BY• EE 2'o.o.and at 10'o.c.respectively unless braced throughout their length by tl//%Imp Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywatl(BC). ,f 'w - DATE: 9/17/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. •59 OREGON 4/ SEQ. : 6063690 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 -7 1� A design loads be applied to any component. and are for"dry condition"of use. / �y r3 TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if '0 14, e2 ��, fabrication,handling,shipment and Installation of components, necessary. 41 `� 7.Design assumes adequate drainage is provided. '+R R I L.1,,, e.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 I II��IIII u(I�III II'VIII IIIN III TP WVTCA in SCSI,copies of which will be furnished upon request. Digitsit coincidedicwith jointfplateaIn lines. 1N�II Int II N 9. i dsize oeto alines. 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 a 4 1 • 111111 " This design prepareI from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 DF 01&BTR SPACED 24.0° 0.C. 2.3'(-117) 67 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 BRO REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 18,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -84/ 431V -42/ 140H 5.50" 0.69 OF ( 625 1'- 9.2" -46/ 153V 0/ OH 5.50° 0.24 DF ( 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 5'- 11.7" -73/ 144V 0/ OH 1.50" 0.23 DF ((( 625 C,CN,C18,CN18or no prefix = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICDNO 2' Design checked for net(-5 psf) uplift at 24 "oc spacina.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ •1'• 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ •1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEfL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" ,` 12 -' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7.00 lig I Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph h=20.9ft, TCDL=4.2,BCDL=6.O ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.13, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. N O O CO O f7 CD O 4 to c- o� �� 0 ►� 4►� M-3x4 A- ..,1, 1, y y 1-06 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,4,3) (c?,Ep PROEMS JOB NAME: 16698 VP CUSTOM LOT 14 - SJ3 Scale: 0.5926 �� GINE 6> WARNINGS: GENERAL NOTES,unless otherwise noted: 44J 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 Ct. "9 +P E 1-- Truss: Truss: SJ 3 and Warnings before construction commences. building compporation of ent Applicability a�ofresponsibility parameters he band prng Aes�ner. .+� ° er 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced a 3.Additional temporary bracing to insure stabimy during construction2'0.0.and at 10'o.c.respectively unless braced throughout their length by �i� DES. BY: EE the responslbily 0111w erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(Tc)and/ordrywatl(BC). /... �! DATE: 9/17/2014 the overaN 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 all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'P OREGON 4,, SEQ. : 6063691 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environmem, G N. 1� A 1,�p design loads be applied to any component. and are for"dry condition"of use. /Q '9Y 1 4 4 P TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hot bearing at all supports shown.Shim or wedge a �y necessary. L fillitA, V fabrication,handling,shipment and instaNation of components. 7. necessary. assumes adequate drainage is provided. CC rt 8.This design Is famished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center I "((,111111:1 �� ) TPINJTCA in SCSI,copies of which will be furnished upon request. git coincide with joint centerches ,NW,Illllm,� 9.Digitsscoincide size of t plate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-0311,ESN-1988(MiTek) EXPIRES:12/31/2015 11101111. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 OF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 107 4.5=(-128) 77 4.2=(•365) 118 BC: 2x4 DF 1/1&BTR SPACED 24.0" O.C. 2-3=(-84) 19 2.5=( -90) 149 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG 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" -44/ 38W -36/ 87H 5.50" 0.61 6F ( 625 OVERHANGS: 18.0" 0.0" 1'- 7.4" -34/ 4W 0/ OH 5.50" 0.07 OF ( 625 LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -56/ 57V 0/ OH 1.50" 0.09 DF ( 625 Connector plate prefix desi nators: C,CN C18,CN18 (or no prefix =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r,' • t '' ': , ' ' - '. .. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.009" @ -1'• 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" 1 11 11 MAX TC PANEL LL DEFL = 0.006" @ 0'- 11.1" Allowed = 0.108" MAX TC PANEL TL DEFL = 0.008" @ 0'- 11.1" Allowed = 0.162" MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" 7.00(- 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, M9FRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. ,;-, co co 0 o N 0 I Nc ar_ m �7 al 4► 5►��1 C n_ 73 M-1.5x3 I- 7.1 M-1.5x3 0 15 D ( l ZD G(4; t= '.""' y y U:'y lin i� 1-06 2-00 00 v (PROVIDE FULL BEARING;Jta:4.5.31 Z �v`c0 PRQFFS JOB NAME : 16698 VP CUSTOM LOT 14 - SJL1 Scale: 0.6376 \5� SNELry�p `r/ WARNINGS: GENERAL NOTES,unless otherwiseGSr noted: r/7/ j -v C O1J 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 C '92••P E 1' Truss: SJL1 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. Aie// 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at t� DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/ori "'+r the overall structure is the responsibility of the buildingdesigner. 9R s rywaa(BC). ,./"_tar DATE: 9/17/2014 Po r ro 3.zx Impact brNging 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. "9 OREGON 4,/ SEQ. : 6063692 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, 4W. �Q A Design bads be applied to any component. and are for"drybe condition"of use. / y TRANS I D: 408425 5.CompuTrus has no control over and assumes no responsibility for the O.Design assumes full bearing at e8 supports shown.Shim or wedge It Q 14, �4 fabrication,handling, necessary. f 1a shipment and installation of components. 7.Design assumes adequate drainage is provided. 4lc R R 1�.,"' 6.This design is furnished subject to the limitations set forth by it.Plates shall be locatedcate size of on both faces of truss,and placed so their center ri n TP CA in Best,copies of which will be furnished lines coincide with joint r lines. I I 1 - � VIII�1 IH 1101 MiTek USA,lnc./CompuT s Software 7.6.6(1 L En request. m 0.For basiits c cp nector plate designate values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 0 " "