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Plans (34) 4157,k =/Cr= -cCiw i 7 ?).5- se,, 7'r —V4 to l-7 Re: 7-A GE AT GARAGE NH-KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <� 0 PROFt. „c , GINE ,9 /0 2 89782PE <" 7 OREGON p4° jr PAUL Vi EXT IRl : 2 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1aBTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-03-04 8-03-04 f f '1 12 IIM-4x4 12 14.00 P 3 \14.00 iii o /, ,, 01 0 oO M-3x4 M-3x4 ,���D PR Q ass 5 GINE r 1-00y 16-06-08 y1-00 44 �'N ,4 .CJ1- 17 A' ,89782PE c JOB NAME : POLYGON NW PLAN 7-A NH - Al Scale: 0.2641 Pr, „v7---- �_ WARNINGS: GENERAL NOTES, unlessotetwlee noted' — i Builder and erection contractor cloud be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,/f l j. G`✓'• Q i e Truss• Al and Warnings before canshuclbn commences. building component.ApplkabHNty of design parameters and proper ajT I W6 (1,.,. 2.204 compression web bradng must be Instated where shown*. Incorporation or component Is to responsibility of the building designer. �' Y 4[]y A 5 {‹ 3.Additional temporary bracing to Inure stability during construction 2.festgn and IS Its top and bottom dross to be lehreAy braced et el I f �X� is the responsibility of the erector.Additional permanent bracing of 7 0.0. at l V c.c.eueh a respectively unless bruxd throughout their length by NY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Pq U1... 1"� DATE: 8/10/2015 the overall structure is the respondblity of the batting designer. 3.20 Impact bridging or lateral bracing required where shown+. 4.No load should be applied to any component untl eller all bracing and 4.Inetalatlon of truss Is the responsibility of the respective contractor, SEQ.: K 13 4 5 8 2 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used w a noncorrosive environment, TRANS ID: LINK design wads be applied to any component. OdarefoaanZe full bearing 6.CompuTrus has no control over and assumes no responsibility forme G.��� s bearing al ail supports shown.Slam or wedge if +.I EXPIRES: 12/31/2016 fabrication.handling,shipment and Metalledon of components. 7.Design:assumes adequate drainage is provided. AU9Ust 10,2015 B.ma 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 TPIMy1CA In BCSI,copies or%filch will be furnished upon request. line H.Digits coindde with Indicate e)old cen tterllines, MTek USA,Ino./CornpuTrus Software 7.6.6(1L)-E 1o.For bade connector plate design values sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.152- 3=( 0) 86 (- ) =(-270) 278 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 207 2- 6= 74 485 3- 4- WEBS: 2x9 KDDF STAND 2- 3=(-704) 8- 6=(-70) 383 8- 4=(-269) 530 3- 4=(-546) 278 (- 8- 5=(-270) 278 LOADING 4- 5=(-596) 278 TC LATERAL SUPPORT <= 12"OC. [ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-709) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. s'a ' ' -• ' - - q. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 8-03-09 8-03-09 fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9-03 9-00-09 9-00-09 4-03 MAX LL DEFL = -0.002" @ 17'- 6.5" Allowed = 0.100" 1' T 'I . ' MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.019" @ 10'- 0.2" Allowed = 0.387" 12 12 M-9x6 MAX BC PANEL TL DEFL = -0.047" @ 3'- 9.1" Allowed = 0.498" 19.00 7 \14.00 4 4.0" MAX HORIZ. LL DEFL = 0.006" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 16'- 1.0" * I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 o ,.1-: o M-3x9 M-3x8 M-3x9 o y y J• ikhRn pC8-03-09 8-03-09 'y 1y51CINc `/OO1-0016-06-08 -00 89782PE �c JOB NAME : POLYGON NW PLAN 7-A NH - A2 :�� Scale: 0.2614 -- WARNINGS: GENERAL NOTES, unto.•olhenNw noted Truss: A2 1.Builder and erection contractor should be advb•d of all General Nota• 1.This deeign la based only upon the parameters shown and Is for an Individual . OREGON ��h - and Wamhga before construction commences. building component.Applicability of design parameters and proper .114. :,,,[y� �j. Z.gal compression web bracing mit be installed where shown•. Inarpo eco of component b the05 responsibility of the.fly bnp designer. f„,. 4 Pi y � ` 3.Additional temporary bracing to insure stadlity during mnstmllon 2.Design assumes the lop end bottom drams to be laterally Mutl at -�/ Is the reaponidNy of the.rentor.Additional permanent bracing of T o.e,end al 1 O o.c.roapedl plywood a braced throughout en Inalr length by DATE: 8/10/2015 the ovew..001ste la the responsibility Orth.boldin a C01Impacte sheathing en a"0h I b sheathing(TC)andror aryweN(ec). �j ,.+L g signer. 3.2r Impact bridging or lateral br•dng required where shown tr V SEQ.: K 13 9 5 8 3 0 4.No bad should be applied to any component mil eller all brad""and 4.Instalatbn of buss is me re•ponMNNty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design names trusses are to be used ins non'sorrsMve environment, TRANS ID: LINK design bads be applied to any component. and an for'dry addition"Druse. 5.CompuTrue hes no control over end eemaa no responsibility for the 8.n.Nn ywmw fust be.ring at ell supports shown.3hlm or wedge II EXPIRES: PIRES: 2/ 1/ 01 fabrication,handling.shipment and installation of components. ry' d. S.Thie design is furnished subject to the lmestiam wt forth by B.Plates7.Desinshal be bated en both facesassumes adequate drainageispro and placed so theb senter August 10,2015 TPLWTCA in SCSI,copies of which MI be furnished upon request Ines coincide with joint anter line. MiTek USA,Inc./Compu7tvs Software 7.6.6(1L)-E S.Digits Indicate Mae or plata hi inches. 10.For base annedor plate design values me ESR-1311,ESR-f BBB(ABTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #10BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-864) 3722 2- 6=( -630) 2990 2- 3=(-4064) 1042 6- 7=(-868) 3740 2- 7=(-1886) 570 BC: 2x4 KDDF STAND; LOADING 3- 4=(-4064) 1042 7- 8=(-778) 3740 7- 3=(-1494) 5772 2x6 D WEBS: 2x4 IF STAND A;FDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 KDDFF #2 B TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4=( -630) 2990 BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. RIQIIRD STORAGE DOES NOT APPLY DUE TO NOT BEANIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IflC 2012 AND IRC 2012 NOT BEING MET. 6'- 6.5" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) O 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP fir- ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: IC OND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. \/�/ 9" oc in 2 row(s) throughout 206 top chords, /y\/y\ 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Y 9" oc in 1 row(s) throughout 204 webs, MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed = 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.079" @ 4'- 5.2" Allowed = 1.042" MAX HORIZ. LL DEFL = 0.014" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" 8-03-04 8-03-04 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforce-resisting T 1' 1' ' i' system and components and cladding criteria. 12 12 M-4x10 Wind: 140 mph, h=24.lft, TCDL=9.2,BC DL=6.0, ASCE 7-10, 17 14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 load duration factor=l.6, 3 4.On Truss designed for wind loads in the plane of the truss only. >3x6$ \M-3x6 2 Ar. i j, InIAMMIIIIIVIIII=IMIIMII. 0 0 ,... 6 7 8 l M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 0l �'yry OF es 4-05-03 ' 3-10-01 y 3-10-01 ' 4-05-03 y \{j(I Needs),r0* l y ie T 16-06-08 31 8 782PE <' JOB NAME : POLYGON NW PLAN 7-A NH - A3 '7/. Scale: 0.2332 \ - '"' WARNINGS: GENERAL NOTE$ unimm olhsnvbe noted' �A-OREGON E!"�O N I ©Y1 �. t.Builder and ersdlon contractor should be advised of el General Notes I.This design h based only upon the parameters Mown and Is for an Individual 7, VO(Rl VGO�'VV Truss: A3 and Warnings before construction commence. building component.Applicability of design parameters and proper -?-94„. C?s. 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the rsepensibElty of the building designer. G�RY' ', `_ 3.Additional tam ng to Insure.1.5169 during constmdlon 2.Design mistimes the top and bottom chords to be throuWordghout brsced at ! temporary brae Z o.e.and at 10 5.e.respectively unless brew!throughout Meir length by lr An, la the respontlMlay of the erector.Addhocl permanent bracing of continuous eheathhg such es plywood sheathing(TC)arrdbr drywel(SC). r-A u L � DATE: 8/10/2015 the overall structure Is the responelblity of the bulling designer. 3.2s Impact bridging or lateral Miming required where pawn++ 4.Na load ehould be applied to any component untl ager al bradng end 4.msteleNon of suss Is the responsibility of the respective contractor. SEQ.: K 13 9 5 8 31 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses aro to be used In a non-corrosive environment. design bads be applied to any component. end Cr.for'dry condition.of um. yy N� f] ( /'� �v TRANS ID: LINK 8.Design+mimes IbearingataNsupportsshown.ShimorwedgeIf EXPIRES: 12/31/2016 5.CompuTrus hes no control over and assumes w responsibility for a meq fabrication.handling.shipment and Installation of component=. 7.Design adequate drainage is provided. August 10,2015 6.This design a furnished wb)ecl to the limlalbns met forth by 8.Plates shah he boated on both feces of trues,end placed so their center TPINwTCA In SCSI.copes of which wee be furnished upon request. Ineg.Dips slndade size Jo line. of in line MITek USA,Inc./CompuTrms Software 7.6.6(1L)-E 10.For basic connector plate design values me ESR-1371,ESP-1588(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" 'COND. 2: Design checked for net(-5c p hg. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (— Psf) uplift at 24 "o s aci Design conforms to main windforce—resisting BC: 2x4 KDDF #16 BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 190 mph, h=21.aft, TCOL=4.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF duration (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), TOTAL LOAD 42.0 PSF load duration factor—.1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 00 4. 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 lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-06 3-06 ' T 1' 12 12 IIM-4x4 14.00 2 14.00 A, o ..a.- 44111116kL /o priimim Lo o o o 0 M-3x4 M-3x4 y y 7-00 ` 89782PE JOB NAME : POLYGON NW PLAN 7—A NH — Bl Scale: 0.5570 /• ....�..- WARNINGS: GENERAL NOTES, urdaas oherwiee noted. 0J Truss: B 1 1.Bolder and erection contractor should be advised dal General Notes 1.This design Is based only Won the parameters shown and is for an individual 1�O REG ON and Wamings before construction commences. building component.Appldatle of deegn parameters end proper 2.2i4 compreeeon web bracing must be Installed where shown Incorporation of component is the responsibility of the bolding designer. .,,,a /�� 09 ` 3.Additional temporary bracing to locate aledllly during construction 2•Design endattmimes the top and bottom chord.to be laterally brewed et '�( Is he responsibility of the erector.Additional permanent bracing of 7 o.c. at 717 o.c.such unless braced throughout their length by 'Ill' DATE: 8/10/2015 the overall structure Is he responelbpily of the building designer. 3.2[Impactit sheathing such as plywood sheathing(7C)and/or drywal(BO). 'F X'1 c3. 4.No load should be applied to any component until after al bracing and 4.Installation of truss ss Is the reor isponsiblityof the reired spective centredor. A'U`" C SEQ.: K1345832 fastened are cometeandatnoGeesheuld d any loam greater than 6.Designassumes trusses are to be used h c a nonorroahs environment, TRANS ID: LINK design loam be apgisefo any component. . and.re for"dry condition"of use. �] c .l f� f� /Yy/'�4p s.CompuTrus nes no control over and assumes no responsibility for the 8.Design..wines nA bearing N all supports shown.Shim or wedge If EXP(I-tES 1.2131/L V 1 4 fabrication.handling.ehipment and installation of components. m.—, 6.Tee design Is furnished subject to the imitations set forth by 7.Plate.aewmeloaded on drainage is tens,provided. August 1 0,2015 S.Plates snap be located on both faces of Was,and placid so their center TPWVTCA In BC81,copies of which all be furnished upon request. lines coincide with joint center lines. Mitek USA,Inc./CompuTrve Software 7.6.6(1L)-E B.Digits indicate else of plete Sr Indies. 10.For basic connector plete design values see ESR-1311,ESR-t S88(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 29'— 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 (DOE #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 DF 816BTR; SPACED 29.0" O.C. system and components and cladding criteria. 2x9 RODE 816BTR 82 LOADING Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. Mable or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 12-04-04 12-04-04 '( f 12 12 11M-4x4 ';7,1 7,00 7,00 j; WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. JNA L',." 1 II 111 A2 1. o I 0 1 I M-3x5(S) 0 M-3x4 M-3x4 y 10-00 y 14-08-08 y ,fq,0 PRQ,c•Fs �yGINE ` SAO l 24-08-08 .o 6) 1, "S9782PE r JOB NAME : POLYGON NW PLAN 7—A NH — Cl Scale: 0.3040 /-.rte` WARNINGS: GENERAL NOTES, unless otherwise noted: ry 1.Bolder and erection centredor should be advised of al General Notes I.This design is based ask upon the parameters shown and Is for en Indl dual 9/t�OREGON ryyn, �"• Truss: Cl and Wamings before construction commences. bolding component.Applicability of design parameters and proper rY r f/ ♦� 2.2c4 compression web bracing moa be Installed cohere shown v. Incorporation of component is the ro.ponalbNlN of the bolding designer. ��. G.4 a V -`f " 3.Additional temporary bracing to Insure stability during construction 2.7 c.c.end at the lop and bottom drains la be laterally braced at /,,. a 1s the re nsibll of erector.Malone!permanent bracing of Yen, IP en.such es ply unless braced throughout mak length by �r` )A U Q� apo M o continuous sheathing such.a plywood.heathing(TC)endror dryvai(BC). /'•' `` DATE: 8/10/2015 tiro ovarol structure Is the responsibility of the building designer. 3.23,Impact bridging or lateral bracing required where sh s S E K 4.No load should be applied to any component uafter al bradng and 4.Inaaltatfon n of truss Is the responaibllty of the respedNe Contractor. Q• 13 4 5 8 3 3 fasteners are complete and et no @ne should any loads greater then 5.Design assumes busses are to be used in a non-corrosive environment, design mals be applied to any component. and are for'dry condition'of use. TRANS ID: LINK8.Design assumes ftpbearing at alwppem,Iwn.Shim orwedge II EXPIRES: 12/31/2016 5.CompuTrus has no control own and assumes no responsibility for the ryceswry, febriedian,hendeng,shipment end lnstalatmn of components. 7.Design assumes adequate drainage N provided. August 10,2015 e.This design Is furnished subject to the Imitations set forth by S.Plates shell be located on both faces or Wes,and placed w their center TPWWfCA in BCSI,copies of whih will be famished upon request. Ines coincide with it) center e eks IndWtaiaeof plate telines. 9. MITek USA,Inc.ICompuTrus Software 7,6.6(1L}E 10.For baso connector plate design values see ESR-1311,ESR-1989(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 3=(-1145) 608 1- 8=(-466) 2901 7- 8=( -195) 1460 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1140) 335 7- 8=(-966) 2901 2- 8=(-1691) 953 3- 4=( -987) 311 8- 9=(-199) 1225 8- 3=( -172) 678 LOADING 9- 5=(-1544) 313 9- 5=(-198) 1227 8- 4=( -556) 202 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 57 4- 9-) 0) 326 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacifig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.190" MAX TL CREEP DEFL = -0.248" 0 5'- 9.0" Allowed = 1.586" MAX LL DEFL = -0.002" @ 25'- 8.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 8.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.077" @ 24'- 3.0" MAX HORIZ. TL DEFL = 0.128" @ 24'- 3.0" 12-04-04 12-04-04 T f f Design conforms to main windforce-resisting 5-10-12 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 I M-4x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 3 ,,,( in the plane of the truss only. Bo M-3x4 M-3x5 M-3x6 I de n M-5x6 O N 1111111111111111111111111111111141111N-84. ►� c J.** 5 0 M-5x10 M-1.5x3 M-3x4 1 o d 3.50 3.50 12 12 l l , l l 5-09 5-03-08 6-07-03 7-00-13 y5-09 5-03-08 l 1 l cO PROF c 13-08 1-00 �� `tts 24-08-08 y ���5 @.NGIN - /o� 8 782PE yr ' JOB NAME : POLYGON NW PLAN 7-A NH - C2 '�� /...., Scale: 0.2375 _i r WARNINGS: GENERAL NOTES, unlessotherwlse noted V ///��� 111... 4 T ru s s: C2 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and:.for an individual Co. OREGON N. and Warnings before construction commences. building component.Appllrbwty of design parameters and proper 2,gxb compression web bredrp mug he Metalled when shown.. Incorperetion of component Is the responsibility of the building designer. ///���,,, /f� �/ �j 0 3.Additional temporary bracing to Insure stability during condructbn Z•Design mistimes the lop and bottom drams to be laterally braced at 4� `R!' .'" .4 ��� Is me respundbllly of the erodor,Additional permanent bracing of 7 o.c.end at 12 a.c.napedNaly older breed throughout their length by £ DATE: 8/10/2015 the overall Mudure is the responsibility of the building de 2zhivecontinuous Mesthlnr such e.bracing re meed More own 4 tlrywap(BC). /*� (� g signer. 3,2a Impact bddging or latent bracing required where Moven.. P `� SEQ.: K 13 4 5 8 3 4 4.No bad should be applied to any component tell after al bracing and 4.Installation dimwits me nsponsibwty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design raumes truers are to be used in a nentorroeive environment, TRANS I D: LINK design bade be applied to any component. and ars for'dry condk on'of use. �/ ( ry t�l)Y] 8,CompuTna hesno control over end aseumas no roeporlb:eyfor the 8.neesssign assume.MIbeannp al.@rppods Mown.Shim or w.dpe II EXPIRES: 12/31/2016 12/3(/2016 fabrication,handling,shipment end Ineteitetlon of components. nerwry. 8.This design byisfumlshedsubject tothe limitations set forth .Pedgnaarmes.dedonmegeNpry.., . August 10,2015 8 S.Plates shat be locatedoon n both faces of truss,and placed so their center TP WyrCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. Mitek USA,Inc./ComiwTrus Software 7.6.6(11..)-E 9.Digits Indicate size of plate m Inches, 10.For basic connector plate design values see ESR•131t,EON-hag(IMTek) I. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1l16BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-2890) 810 1- 7=(-543) 2485 7- 2=( -234) 1475 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 445 2x6 KDDF Itl&BTR T2 3- 4=( 0) 0 8- 9=(-387) 1294 8- 3=4 -217) 691 WEBS: 2x9 KDDF STANDDR LOADING WE: 2x9 KDDF STA3- 5=(-1025) 924 9-10=(-386) 1245 8- 5=4 -597) 369 LL( 25.D)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1590) 527 10- 6=(-427) 1229 5- 9=4 0) 232 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA NOTE_________ ____________00 __--- LL= 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24" 01 UON. FOR0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1089V 0/ OH 131.00" 1.79 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONS. 2: D-..:,as•-a+a-.1�:+.e.•-:+a•-..+,- 1 'sem"•"'""'I.1'g' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal (ot non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members on). MCX EP DEFL= -0.125" @ 5'- 9.0" Allowed= 1.187" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL = 0.079" @ 24'- 8.4" considered for this design. MAX HORIZ. TL DEFL = 0.130" @ 29'- 8.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-06-12 f load duration factor=l.6, 17-05-13 Truss designed for wind loads 5-10-12 6-05-08 5-02-08 0-00-15 f in the plane of the truss only. 12f IIM-4x4+f 12 12 7.00 ' a M-5x6 7.00 Q700 Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. ""-!,711.6%1111111, M-9x6 3 •:.1,1-4x4 �el M-5x6+(S) Y4 0 M-3x6 1 01 2 p M-3x5 7 '^ M-5x6 . '` a o l A: o " M-5x10 M-3x5 10 M-3x6+(S) o o ..G13.50 3.50 M-3x4+ �'y[] 12 12 �� f R �`£�. 1 l l ) 1 10-11 y l l y44:6,4„0y y �GINE�r� dSip* 5-09 5-03-08 6-07-03 6-06-13 5-09 5-03-08 24-01 1-00 y /89782PE .17;' 35-01-08 1-00 -7 ...------ JOB teJOB NAME : POLYGON NW PLAN 7-A NH - D1 Scale: 0.1790 ,Ippr J~ 'J GENERAL NOTES, umesa otherwise noted it+OREGONF�.O, t.Budder and erection omredar on co be commences. advised did General Notaa 1.This design Ie rent.only upon y o parameters design drown and Is for an individual A[]v:A b Truss: D 1 and Warnings balers esnarn,nen commence.. Incorporation component.Appbailty et design pay of ere and proper rl I _ 2.2a1 compression web bredng mule be installed where shown e, Design sen et the tap an b the rem chords t b of the ally building edagner, \i 3.Additional temporary bracing to Insure stability during construction 2.Design and at1wanes the tap and odour chore to be laterally braced et P.A( I i '' 7 o,c.and at 10 o.c.repec.Nery unless braced throughout their length by \,f 1+• Ie the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywel(BC). DATE: 8/10/2015 the overall structure Is the responsibility(Atha budding designer. 3.Ze Impact bridging or lateral bredng required where Grown a• SE K1345835 4.Na toed should beapplied toany component until after elbredngend 4.Installation Yp lteeflagueslatthheaeepesibnyrydIt erespective e aweaemdor..m. 4•: fasteners are ompleteand atotbneshould any loads greater than ^ EXPIRES: 12!3112016 design roads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 5.Oomp:7ruehasoontroloverandassumeereresponlbilbyforthe 8.Design assumes NgbsedngaelsuppoMawwn.Shim orwetlpslf August 10,2015 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate dram.ge Is prodded. 5.This design Is furnished subject to the limitations stet forth by S.Plates Wel be looted on both Isos et n ns,and pieced so their center TPIIWICA in SCSI.opts of which all be furnished upon request. Ines oindde with)slot center boa 9.Digits Mdleete We of plata In Inches. MITek USA.lnc./CotnpuTrus Software 7.6.6(1L)Z 10.For basic connector date design values see ESR-1311,ESR-7933(MiTsb) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR (-657) 3711 2- 9= 2202 1- 2=(-9268) 838 1- 8=(-669) 3798 8- 2=( -303) 2203 11- 6=(-251) 211 SPACED 24.0" O.C. 2- 3=1-1985) 489 8- 9= (- ) 480 WEBS: 2x4 KDDF STAND 3- 4=1-1516) 948 9-10=1-234) 1697 9- 3=1 -21) 320 LOADING 4- 5=(-1505) 452 10-11=(-216) 1597 3-10=1 -671) 259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2124) 509 11- 7=(-359) 1912 10- 4=( -275) 1096 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2348) 510 10- 5=( -657) 256 "• For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 5-11=1 -51) 494 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. �COND 2 De h A d f f 5 o f1 f 2q i(,g, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.206" @ 5'- 9.0" Allowed = 1.710" MAX TL CREEP DEFL = -0.412" @ 5'- 9.0" Allowed = 2.281" MAX HORIZ. LL DEFL = 0.127" @ 34'- 8,0" MAX HORIZ. TL DEFL = 0.211" @ 34'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 '� Wind: 140 mph, h=24.3ft, TCD:=4.2,BCDL=6,0, ASCE 7-10, 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 (All Heights), Enclosed, cat.2, Exp.0, Mwetts(Dir), f 12 4 f f f f Trussduration designedffor owind6loads 12 in the plane of the truss only. 7.00 M-4x6 'C:17.00 4.0" at\ M-5x6(5) M-5x6(5) 0.25" 0.25" v M-3x8 4-1.5x3 2 6 M-3x8 �� N B M-5x8 ul ao o 0 1�-, Flail = -,(I 9 10 1st' I .M-6x6 0.25" M-3x4 M-3x5 .V7 o d 3.50 3.50 . M-5X8(S) 12 12 1�p!t k 5-09 y 5-03-08 y 6-06-04 y 8-07-07 y 8-11-05 y �r � rnt✓�rn y 5-09 5-03-08 24-01 ��`r..A` �N� /9. 0 35-01-08 y 444 ��v 8 782PE < JOB NAME : POLYGON NW PLAN 7-A NH - D2 Scale: 0.1739 +' /'- 7 it WARNINGS: GENERAL NOTES, untab otherwise noted: Truss: D2 1.Balder and erection conlredor ehould be advised of el General Notes 1.This design is based only upon the parameters shown and N for en individual ' _'OREGON I�^A N. end Warnings before construction commencer building wmporent.Applicability of design parameters end proper 7�l�C/ 1,74JIV V 2,2x4 comprepbn web bracing must M imlelled where shown 4. Incorporolbn or component lathe rospoMlMAlty of the building designer. 3.Additional temporary bracing to insure stability during conetrucibn 2 Design assumes the top and b08om Morris to M laterally braced at �/..e ,q Cl y d � Is the responsibility of me erector,Additional permanent bracing of 7 o.e,and et Id on.respsGNety unhss breed throughout ihek length by f�+`- a'I t 1 DATE: 8/10/2015 the overall structure is the responsibility of the building designer. Sucontinuouslactshearing sten as edng re aired here s dna/or tlrywsl(BCJ. di."' rp4 U L. ` 4.Ne load Mould be applied b any component untN alter all bred 3.DI impact bridpmg or lateral bndng required where shown SEQ,: K1345836 fasteners are compete be apeenaaino time component anybees ter mend 5.Installation �tion of trues is the nespon ibllly or the respective which, gree Design assumes tosses are to be used In a rroncorroalwe environment TRANS I D: LINK design bads be applied to any component. and ars for dry condition"ort... 5.CompuTms hes no control over and assumes no responsibility for the 8.Design assumes rue bearing el al supports Mown.Shim or Waage If fabncetbn,handling,shipment and installation of componenta. necessary. { EXPIRES:. i A tA�/2...({ C 8.This design is furnished subject to the limitations sat forth by 8.Designsabet bees adequate arobage k provided. August 10,2015 1 L1 s7 !' l! RJ TPNWICA in SCSI,copies of which win be furnished upon8.Plates shat a located on beth faces of truss,and planed m their center request. Anes mindae with john comer lines. Mt7ek USA,Inc./COrnpuTrua Software 7.6.6(1L}E 9,Digh Indicate size of plate In Inches, to.For Maio connector plate design values see ESR-1311,ESR-1988(MITek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Windt 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD= 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06-12 17-06-12 11-08-09 11-08-09 5-10-03 5-10-03 ,� q 4 T 12 IIM-4x4 -- 7.00 2 7.oo p ilii .00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING M-3x5(s) M-3x5(s) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY +� 44 1 FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL c RACING TO THE HINGE CONNECTION SITUATION. No 2 I 1111111111111.1 4. 2 d' 1 ✓� - 6 0 of M-3x5(S) M-3x4 M-3x4 )' co spyPROFe 17-06-12 17-06-12 IN EE, cSj0 )--1,�` 35-01-08 / "5 1-00 89782PE r'' JOB NAME : POLYGON NW PLAN 7-A NH - D3 Scale: 0.2314 orf" -'�� -dry------- WARNINGS: GENERAL NOTES, unless otherwise noted 9,y„� ,- vu I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon me parameters Moven and is for an Individual c Truss: D3 eedWemingebeforoconsbuctioncommences buldingcompowM.Apala.bllgyardesign panmetar..Mproper -9 (/ C" 1.204 compression web bracing m e be Installed where shoear Innerporadan or component Is the reeponsib9lty of the building designer. !. 3.Additional temporary bracing to meta stability during construction 2.fasign assumeselIC/me top and ct venom dells to d throughout aterally brawtl et f... Q b Mee siblity of the erector.Additional permanent brad 1 T ntin and sl 1 O tin such as ply anlage breed C)and/l dryeir s l(B).ngth by �`, P U L ` ` spun ng a continuous NeaWng such as plywood sheathing(TC)sneer drywall/BC). `' DATE: 8/10/2015 the overall structure Is the esponelbllty of the balding designer. 3.20 loped bridging or eters)bracing required where Moven+a SE K 13 4 5 8 3 7 4.Na bed Mould be applied to any component until after al bracing and 4.installation of buss Is the responsibility of the espectNe contractor. Q•• fasteners are complete end al no One Neuro any loads greater than 5.ledge assumes trusses are to be used Ina noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. EXPIRES: En�va .l f'�i� //]dry �+. TRANS ID: LINK 8.Design assumes full bearing at al supports Mown.Sem or wedge 11 /1 PIFlEJ. IGIt71/LV�V 5.CompuTrus hes no control over and assumes no responsibility for ne0eeemy. fabrication,handling,shipment end krtalleeen of components. 7.Design assumes adequate drainage le provided. AUg US1 10,2015 8.This design Is furnished cabled to the Ihnbatlans set forth by 8.Plates Mal be located on both fads of truss,and placed w their weer TPIMTCA In BCSI,copes of which vAl be furnished upon request. 9.In..coincide Joint indicate siaopee In lin . es MITek USA,Inc./CorllpuTfao Software 7.6.6(1L)E 10.For best°connector plate design values we ESC-1311.ESR-1g88(Wok) , This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 3=( -45) 460 WEBS: 2x4 KDDF STAND 3- 4=(-1496) 451 9-10=(-214) 1589 3- 9=(-640) 253 LOADING 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 509 5-10=( -50) 483 .. For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 10- 6=(-251) 211 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net)-5 oaf) uplift at 24 "oc soacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.098" @ 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL = -0.199" @ 17'- 5.2" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-01-15 r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, f 1' , '' f f f Truss designed for wind loads 12 12 in the plane of the truss only. M-4x6 7.00 47.00 4.0" M-5x6(5) 3 1 M-5x6(5) 0.25" 0.25" +1 M-1.5x3 /M=15X3 :o7 :4 + +\ \/ i' -1M-3x5 M-3x4 0.25" M-3x4 M-3x5 0l M-5x8(S) y y �8-10-11 8-06-09 8-06-09 9-00-03 � �GI .45 �. y y N ' , •9 O 35-00 89782PE r- JOB NAME : POLYGON NW PLAN 7-A NH - D4 r /� / � Scale: 0.1922 WARNINGS: GENERAL NOTES, unless othembe noted. Truss: D 4 1.Balder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual y "i'OREGON ry'� • end Warnings before construction commences. building component.Applkabiley of design parameters and proper lir 92 2.2a4 compression web bracing must be Installed where shown a. Incorporation of component is me responsibility of the building designer. �� n�y. V���. 3.Add8bul temporary breclnp to Insure stability daring combustion 2.Design emotes the lop and bottom dards to be latently brand al -i Is the reponsibll6y of the erector.Additional permanent bredng of T c.c.end at 1P a.c.ooh as sty uNese bread throughout tial!length by DATE: 8/10/2015 the overall structure is me rensibliof the building designer. continuous sheathing such as ptyvrood sheathing(TC)end/or drywal(BC). .-A y U L= ape ty ng3.2s Impad bridging or lateral bracing required where slow"++ J"7 SEQ.: Ki3 4 5 8 3 8 4.No bad should be espied to any component until alter all bracing and 4.Installation Mhos Is the responsibilty Ogle respective contractor. fasteners are complete and at no time should any loads greater than 5.Designedgeassumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. arse are for d y conditionof 9a.. 5.Command has no control over end assumes no responsibility for the 8.Design assumes full bearing al sig supports shown.Shim or unripe If EXPIRES' 12/31/2016 2/31720 16 mce?ablution,handing,aapment and Installation of components. ssery. S.This design is?unshed subject to Sr.limitations set forth by B.Design lea snshal be assumes one both faceslotru ,provided.d placed so their center August 10,2015 TPbWTCA in SCSI,copies of Mich M11 be furnished upon request. Ines coincide with joint anter Anes. 9.Digits Indicate"@e of piste m inches. Wok USA,Inc./CompuTNe Software 7.6.6(1 L)-E 10.For besio connector pieta design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF (116BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF g16BTR SPACED 24.0" 0.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POE 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5X4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 considered fox this design. MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" JT 1: Heel to plate corner = 4.25" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TLMAX EEP DEFL 0.023" @ 0'- 0.0" Allowed 0.275" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" f ' ,f MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 17 system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, M-3x9 End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. 11 111:11 o-digit I0tsin�.�II 0 5 P� 4 RE=205 M-3x8 M-3x8 M-3x5 y 1 l 6-03-04 1-01-12 1 l l 1-00 6-05 y l 7-05 �� G NE �/0 8 782PE 1-- ,--9/i JOB NAME : POLYGON NW PLAN 7-A NH - E1 / /! r 7. Scale: 0.5166 ` "('� \/�,�6-'`-"... 47 WARNINGS:Balder. OENERAe design unless etS.laemeter ,.a '14,OREGON I.Builder and erodbn antador Mold be edvisatl of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual !Ir t, ON Truss: El and warnings before conMudlon commences. bolding component.Applicability or design parameter.end proper V rL, Qr 2.Su4 compression web bradng must be Installed where Mown+ Incorporation of component la the neponabrty of the building designer. •' q Y �J 3.Addition.'temporary bracingto Insure stability during construction 2 Design.scorns.the top end bottom aroma to be laterally bead et '"p01t1y 7 c.c.em al 10'o.c.rasp.**unlace braced throughout their length by ++�� ` Is the responsibility of the erector.Additional permanent bradrp of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). PAI I L L i DATE: 8/10/2015 ten overall etruoture Is the responsibility of the building designer. 3.2.Impact bridging or latera'baring required where Moven.. V SE K 13 4 5 8 3 9 4.No road Mand be appind to any component untt eller a8 bracing and 4.Installation of truss Is the reeponsibllty of the respective contractor. 4 fasteners°re complete and at re time Mould any loads greater than 5.Design assumes trusses are to be used In a noncorrosive envhonmenl, design beds be applied to any component. and ars for"dry condition"of use. TRANS ID: LINK 5.CompuTru.has manhnlover end assumes no responsibility for the S.D°tl tlawmes AbeshngalapwHo eMaxn.Sh'morwed9 It EXPIRES: 12/3112016 febdostlun,handling.shipment and lnetalletlen of components. 7.Design assumes adequate drainage Is prodded. August 10,2015 8.This design a furnished subject to the'Imiations eel forth by 8.Plates shell be bated on both feces of tons,end placed so their center TP&MTCA In SCSI,copies of which will be furnished upon request. Anes colndde with)Dint center lime. 9.Digits Indicate size of plate In Inches. MITeI<USA.Inc.(CompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1t:BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-9=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1LBTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND; 2-3=( -26) 12 4-5=( 0) 0 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) considered for this design. LL = 25 PSF Ground Snow (Pg) JT 1: Heel to plate corner = 9.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 D h A d f ( ) lr 24 �g REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LSMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" 4 f MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 4.50 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1.6, 2 End vertical(s) are exposed to wind, Truss designed for wind loads 0111 in the plane of the truss only. illt 0 O 1 M .. 111.111111111111111:111111111:_am-ailil [11 O 6 sum 4 ��5 M-3x8 M-3x8 M-3x5 y y vi 6-03-04 1-01-12 1 l y 1-00 6-05 y y 7-05 <O.' PR p;rFss `5 N .9 GIN rp 4.4,-, rt. 89782PE yr JOB NAME : POLYGON NW PLAN 7-A NH - E2 0--7,1_..... .�-�,-. Scale; 0.5166 ��` ., s' ,,._ WARNINGS: GENERAL NOTES, unlsu othervdse neled �~--47 Truss: E21.Builder and erection contractor should be advised of ail General Notes 1.This design es gn l•bed only upon the parameters shown and bfor an Individual OREGON ti and Warnings before construction commences. building component.Applicability of design panmalen and proper : e +6, j� 2 9c1 compression web bhang must he Metalled when shown+. Incorporation or component b the responsibility of the building designer. f �� �� 2.De 3.Additional temporary bracing to insure Nab11Xy ductuli constructioDesignmistimes the top and bosom MOMS to be latently bncetl al I•me responsibility of the erector.Additional permanent bracing or T e.e,end at 10'e.c.respectively unless braced throughout their length by �.r �.1 DEDATE: 8/10/2015 the overall structure 1•the responsibility of the building designer. 2xImpact continuous sheathing gingor sten as a*modcing re Meet where auction dryweq(BC). `, /+�.A U L V 3.In Impea bddping or latent bndrg required when Mown+e F" [i Q.: K 13 4 5 8 4 0 4.Na load Mould be spitted to any component until neer all bracing and 4.Inhalation of truss is the responsibility of the respective contnao, fasteners are compote and at no time should any bads greater than 5.Design assumes bums ere to be used in e non-conoslve environment TRANS ID: LINK design loads be applied teany component. end are for"dry condition.etuse. 5.CompuTnn hes no control over end resumes no reepenaib dXy for IM 8.mrb n assumes M beadng h al supports Mown,Sntm or wedge if �r c fabrication,handling,shipment and Installation of components. ssrv• EXPIRES: 1Z/31f`201 V. 6,This design is furnished subject to the limitations set forth by 7.Design assumes adequate lt,tondrainage b provided. August 1 0,2015 8.Plates led be Malted rte both bees agues and places so their center TFBWTCA In SCSI,copies or which NI be furnished upon request. Ines coincide with joint center linea B.Digits indicate size of plate in inches MiTek USA,Inc./CompuTrus Software 7.6.7(1LFE 70.For basic connector pleb design values see E5R-1311,ESR•1888(MiTek) This design prepared from computer input by Pacific Lumber & Truss (DM) IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN E 6.8" 1-2=(-79) 23 1-4=(-68) 60 2-4=(-192) 120 TC: 2x4 KDDF #13BTR LOAD DUSPAIED INCREASE C 1.15 2-3=(-26) 12 4-5=( 0) 0 SPACED 24.0" O.C. BC: 2x9 KDDF #1fieTR WEBS: 2x4 DF STAND; LOADING 2x9 KDDF STAND A BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONSBREACTIONS REACTIONSHORZSIZE RE UI. (SPECIES) IRE) TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF O'- O.S" -2 R/ 233V -1 R/ 48H S.ZE" S0.35Q.I KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF q'- 0.8" -24/ 150V 0/ 8H 5.50" 0.35 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. 'COND. 2: Desian checked for net(-5 nsf) uplift at 24 "oc spa g• LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 1: Heel to plate corner = 9.25" REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. MAX IL DEFL = C0.005" M 0'- I/24 Allowed L=L/1 = 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR DSPAC LEVI LOAD. TOP MAX LL DEFL = 0.010" @ 3'- 4.4" Allowed = 0.132" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ 3'- 9.4" Allowed = 0.176" 3_05 1-01-12 MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL =- 0.000" @ 4'- 4.0" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 4.50 D Wind: 140 mph, h=20ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 M-1.5x3 2 l o 0 0 I N c 1e '�II 1�� =�5 --/ C) 6►� 4 M-3x8 M-3x8 M-3x4 y l y 3-05 1-01-12 l l b 1-00 3-06-12 l 3, 9-06-12 trco `NaGN Cde? /42 0nn782PE JOB NAME : POLYGON NW PLAN 7-A NH - E3 _ Scale: 0.5632 WARNINGS: GENERAL NOTES, unless otherwise noted: 'I ,OREGON ter.,,['),,�� 1.an Wer and andlor con contractor should be advised of al General Notes 1.This design la based only upon y the parameters parameters mnewn and b for en Individual Truss: E 3 an 4 Warnings before construction be installed roe. bulling component.A neat is of design panmalen end proper DeeIgn assumes of componentb int rospom,to thebuildingbraced atdesigner. ' ARV jj_ 2.2a1 compression web bradng must he IneGlled where Mown*. 2.Design aewmn the lop and bosom droners to be atone),braatl el ! y' 3.Addelanal temporary bracing b Maw stabile),during construction 7 o.c.end at iP a.c.respectively unless bread throughout their length by v le the responsibety al the evader.Additional permanent bracing of continuous sheathing such ss plywood ehaething(iC)end/or dryvne(BC). PA UL % DATE: 8/10/2015 the averse structure Is the re ponslbllty of the building designer. 3.23 Impact bridging or lateral bradng required where shown a S E K13 4 5 S 4 1 4.No load should be applied to any component ural after Si bracing end 4.Installation or truss Is the responsibility or the reepedNe contractor. Q• fasteners are complete end at no time should any bads greater than 5.Design assumes trusses aro to be used In a noncorrosive environment, design bade be epplld b any ampnnent, end aro for"dry condition"of use. TRANS ID: LINK 6.Design assumes full bearing ataisupports shown.Shim orwedge 11 EXPIRES; 12/31/2016 5.CompuTnua hes no control over end assumes no responsibility for the naaawry. fabrication,handling,etpmenl end Installation of components. 7.Design assumes adequate dreinsge is provided. August 1 0,2015 B.This design b furnished subject to the limitations set forth by S.Plates ahel be bated en both faces of truss,end paced so their center TPBWfCA in SCSI,copies of whkh MI be furnished upon request. S.In..coincide Digitindicate stye(s/t nt ce lines. . es MITek USA,Ine./CompuTrus Software 7.6.7(1L)-E to.For basicannector plate design values see ESR431t,ESR-1866(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22.- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci,g. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. Design conforms to main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.4ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All duration Enclosed, Cat.2, Exp.B, MWFRS(Di r), TOTAL LOAD = 42.0 PSF load duration factor=l.6, 1 Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall U04. REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. K-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. 11-00 � 11-00 12 1' 7.00 1;7' IIM-9x9 12 3 Q 7.00 ii1I1IIIIII7 R M-3x5(S) of M-3x4 M-3x4 .1,----4. 10-00 y 12-00 y4 pR°�E 1-00 22-00 oIy l C�G,IN 4c„ "91-;,0 c„v ' t' /89782PE "ca JOB NAME : POLYGON NW PLAN 7—A NH — Fl ///� r Scale: 0.3307 ..�. WARNINGS: � \(, —,......_ ._.. O.Ste NOTES, unties olMrwlr noted ,A. Truss Fl I.Builder and erection contractor should be advised of al General Notes 1.This deign is based only upon the parameters shown and is for an individual 1 OREGON ', and WamMge before construction commences bolding component.Applicability of design parameters end proper ,(ya I V `. 2.Zw1 compression web bracing must M installed niters shown+. Design assuincorporatiomes of the lop component is Me responsibility to of the ally bra designer. � �� �^Q 3.Additional temporary bracing to inure stebllity during construcllon 2.Design arumss IM top and bosom chords to M laterally t al �^ is Me responsibility of the erector.Additional permanent brackp of T so aril at 1R se.reapacevary and s braced throughout their length by (�. DATE; 8/10/2015 the averel structure Ie the responsibility of the holding designer. De Impact ridging or such as bracing re uhed o g(TC)and/or dryvnN(BC), `' /+ti� 04,0 3.Di Impact Mdging or iteral bracing requbee whore shown++ — SEQ.: K 13 4 5 8 4 2 4.No load should be applied to any component unit atter al bracing and 4. ation of pass ise the responsibility of the respective contractor. fasteners an complete and a1 no time should any bade greeter Man 5.Design assumes trusses are to be used M•non-corrosive environment, TRANS ID: LINK design loads be applied roany component. and are rorarycondition"ause. 5.CompuTrus nes no control over and assumes norespansibll ty for IM e.Design assumes bill bearing at est supports ahovm.Shim or wedge k EXPIRES: 12/31/2016/201 fabrlulbcomponents handling,shipment end Installation of componentry' e.This design Ishanishedsubject toMelimitationarlforth by a.Plak.ehaAbelpat donbothhfacesoftoms ndplaced so their center August 10,2015 TP WWICA in SCSI,copies of MINI will be furnished upon request. lees coincide with Joint center lines. Wel(USA.Inc./CompuTrus Software 7.6.6(1L}E 9.Digits indicate size of pieta In inches. 15.For basic connector plate design velues see ESR-1311.ESR-15a8(MITek) h. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=(-181) 1109 3- 8=(-299) 232 BC: 2x9 KDDF #165TR SPACED 24.0" O.C. 2- 3=(-1360) 305 8- 9=( -88) 718 8- 4=(-126) 521 3- 4=(-1195) 337 9- 6=(-207) 1085 4- 9=(-126) 521 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1195) 337 9- 5=(-299) 232 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1360) 305 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSI' Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Irnoo. 2: Dom- ..=e...ns.-.I_., re.. i l.. . good.....r....Li 9. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.035" @ 14'- 6.1" Allowed= 1.054" MAX TL CREEP DEFL = -0.071" @ 14'- 6.1" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed= 0.133" MAX HORIZ. LL DEFL = 0.016" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" T T f Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 system and components and cladding criteria. 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 '717.00 load duration factor=1.6, 4.0" Truss designed for wind loads 4 4`-d in the plane of the truss only. 1 M-1.5x3 M-1.5x3 3 N Adill\A APAIIIIIIIIIIIIIk.".. uft o c o f- a MM Vis%.. 9 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x9 0 k ) ), l 7-05-14 7-00-05 7-05-14 y 1 y REQ PRO/ 10-00 12-00 419 �� Ca11VE / l l 22-00 1 00 �N "' '91-00 6>e 17 ,89782PE JOB NAME : POLYGON NW PLAN 7-A NH - F2v-_,.. .. -----'--2• Scale: 0.2557 unless otherwise noted' '.• -......, L IBuklerWARNINGS: Uml.d,NOTES, i.Buldar and erection contractor should be advised of al General Notes 1.This detlen is herd only upon the parameters shown and h for en hMlvidual .e�. �A. '•E""`�N !?• Truss: E2 and Warnings before nentlruo5on commences. bolding componentApplicability of design parameters end proper +�� GA Y 15 419 Q,,S 2.24 compression web bradng must be installed wnefe Mown.. Inmrporatbn of component le the responsibility of the building designer, /s 3.Additional temporary bracing b there stability during corlructbn 2 Design saemea the top and bosom dabs to N laterally bramtl at "4 tYyl Is the responsibility of the erector.Additional permanaN Med f T continuous and al is e.c,search as ply unlet brecad through dl their bngth by /'yA U L 0 "g a contthmm Me,c.c.ecce as respectively unless sbraced throu anent sit oeC)BC). !"' `` DATE: 8/10/2015 the overai structure b the reaponelbry or binding designer, J.2,Impact bridging or Worst bracing required where Mown++ SEQ.: El3 4 5 8 4 3 4.No bad Mould be applied to any oomponed until after ail bracing end 4.Installation of truss I.the raepondbltity of the respective conkedor. fasteners are complete and at no time should any beds greater then 5.Design assumes trusses are to be used in a nanuoeend environment, design beds be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrua has nocontrol over and assumes nore,pontlbthtyfor the e.Design..ems.tialbe.ring.t.Ieppori,tlmon.Salmasswetle.If EXPIRES: 12/31/2016 necessary. fabdcatlon,handling,Walked and bm.Iblion of components. 7.Design assumes adequate drainage to provided. August 10,2015 e.This design b banished subject to the limitations sat forth by 8.Plates shall be rotated on both rams of truss,and placed en then center TPIA'1TEA In SCSI.copses ofwhbh MI be Unhand upon request. Ines colndds with)cont center lines. 9.ElsE.Indicate.15e of plate In Inches. MRek USA Ien.ICompuTrue Software 7.6.6(1L)-E to.For bittic connector plate design values sea ESR-1311,ESR-1668(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2544 11- 6=(-1920) 470 BC: 2x6 KDDF S5 2- 3=(-10490) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 470 6-12=( -536) 2544 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8090) 1872 9-10= 1904 8850 9- 3= -776) 3504 2x4 DF STAND A; (- ) ( LL = 25 POE Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1909) 8850 3-10=(-3170) 760 2x6 MODE #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=8-10490) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896 BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 760 TC LATERAL SUPPORT <= 12"OC. UON. 5-11=( -776) 3504 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -'," ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, aa 9 9" oc in 2 row(s) throughout 2x6 webs. - • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.144" @ 14'- 6.8" Allowed = 1,054" MAX TL CREEP DEFL = -0.291" @ 14'- 6.8" Allowed = 1.406" MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.081" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. I f 9-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 7.00 IIsi-6x6 Truss designed for wind loads Q 7.00 in the plane of the truss only. 6.0" 4 4' M-3x6 I3x6 M-3x6 M-3x6 2 6 ir M-6x10 M-6x10 o ...46114, T �n AsAll n R JAL, N inimimi v. SIMMINIIMMIIMO 1111 S 9 10 11 12 ''7 0 o M-3x8 M-6x8 0.25" M-6x8 M-3x8 0 =M-8x8(S) p� y 9-02 y 3-03-09 y 3-06-12 y 3-06-12 y 3-03-04 y 4-02 y t1 V P R OF- y [ G V 22-00 �.`j tJGIIVE-� / 0 <cr 89782PE vr- JOB NAME : POLYGON NW PLAN 7-A NH - F3 fr-r ,--r.- 23 Scale: 0.2911 ..- i. lam.-.-` WARNINGS: GENERAL NOTES, unless otherwise noted, [� --...., ...._ Truss: F 3 1.Builder and erection oontreder should be advised of el General Notes 1.This design Is based only upon the parameters show end la for an Individual " REGON2nN. and Nhmings before construction commences. building component.Appllubllay of design parameters and proper `,J 2.2e4 compression web bracing must M Installed where shan5 . incorporation of component is the responsibility of IM building designer. y ,a�y. �(}� 3,Additional temporary bracing to haw stability during construction 2 Design assumes the top and bo8om MOMS to M laterally braced at 7 I. 'C. Is the responsibility al the eredan.Additional permanent bracing of T o e.end et 10 o e.rsash..ply unless braced throughout Mak length by DATE: 8/10/2015 the overall structure Is the responsiblty of the building designer. continuousImpact sheathing later ea acing re uiredwhere*and/n tlrywep(BC). "t /"'a4 (1. 3.2s Impact bdtlginp or lateral bradrp required where shown++ !" SEQ.: Ni3 4 5 8 4 4 4.Na bad should be applied to any component until ager el bracing end 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter then 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for'dry condition"ofuse. 5.CompuTnrs has no control over and assumes no responsibility for theS.nDesignssauumes lull bearing el sig supports shown.Shim or wedge If EXPIRES: XPES 12/31/2016 fabrication.handling,shipment end Installation of components. necessary. 7.DeS.This design is furnished eub)ecl to the limitations set forth by 8.Plate assumes be bcateeduoate n both faceslolhuss,and placed so their center August 10,2015 TP WOTCA In SCSI,copies of whbh vAl be Nmlhed upon request. Inas coincide with)GIM canter lines. 9.Digits Indicate she of plats In Inches. MITek USA,Inc./CompuTrne BOftwwre 7.6.6(1L)-E to.For basic connector plate design Wires see ESR•1311,ESR•1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0 0 TC: 2x9 KDDF g15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 BC: 2x4 KDDF STANDR 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 992 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: D-,:..Mw..in•+- ...L•-..•. - ".-.^'- i",.'asr--'., ono,"'19' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed= 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. f f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7=10, 5-09-04 5-02-12 5-02-12 5-09-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ff fload duration factor=1.6, 1212 End vertical(s) are exposed to wind, 6.00 12M-4x6 Q 6.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 .,f-p( JL M-1.5x3 M-1.5x3 3 5 M no __1" WO •-.U--AIIIIIIIIIIIIIIb'. c • o 1 MM-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 y 1 ), 1• 7-06-03 6-11-11 7-06-03 y 10-00 l 12-00 l l �S� \AGIN E. `S'/ y y 22-00 1-00 . :. 1-00 44.: "89782PE p<' JOB NAME : POLYGON NW PLAN 7-A NH - G1 Scale: 0.2557 ,' vL......J__ ....... -- / C� N1.Hosie l: GENERAL NOTES, unless on hlsepar noted: I i' OREGON�ry', �. 1.Bolder and erection contndor Mould be advised of all General Notes 1.This design h basad only upon the parameters shown and Is for an Individual 7 V Truss: G 1 and Warnings before construction commence.. binding component Applbab8hy of design parameters end proper l' q�Y 2 7x4 compreobn web bracing must be Installed v4lefe shown•. Incorporation of component Is Me responsibility of the building designer. (I 3.Additional temporary bracing b Insure stability during construction 2.Design assume.the lop end bottom chords to M Wordy braced at `fy� Is the responsibility I Ihs erodor.Additional ennanent bracing of 7 o.e.and at 10'c.o.re°pectbely unless brawl throughout their length by /y Q. o p contbueus sheathing such es plywood sheathing(TC)andlor drywal(BC). Pq.UL T` DATE: 8/10/2015 the overall structure Isihe reepondbmty of the budding designer. 3.2e Impact bridging or lateral bracing rewired where awwn•• SEQ.: K13 4 5 8 4 5 4.No bad should be applied to any component ural after al bracing and 4.Installation of truss la the reaponeiblmy of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment. design bads be applied to any component. and ere for"dry condition"of use. TRANS ID: LINK 5.CompuTrushas no control over end assumes noresponaldmybrMs 5 °•ug^••w""'^ beodng"°""p�°"°M°wn.Odet,rwedge8 EXPIRES: 12/3112016 necessfabrication,handling,shipment end Installation of components. 7.Design asadequate drainage Is prodded. August 10,2015 B.This design Is furnished subject to the limitations sal forth by B.Plates Mel be located on both Was of buss,and placed so their center TPIWICA In SCSI.copies of vfikh will be NmlMed upon request. linea colndde with Joint canter lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1L)-E 10.For beck connector plate design veldts see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci+tg. SII TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #160TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, closed.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 004. 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 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 1I 1 12 IIM-4x4 12 6.00 3 Q 6.00 p '1l11Ii 4 M O 1 R 0 M-3x5(8) o M-3x4 M-3x4 l 1 l 10-00 12-00 l 1 00 1 22-00 ,DEQ P`t�PtC�s il $97$2Ps" JOB NAME : POLYGON NW PLAN 7—A NH — GGE b:,///////';-'4z-.=-r::::;' Scale: 0.3682 i' — ;r ..__ J WARNINGS. GENERAL NOTES, unless otherwise noted / C.e• 40 " --1 Truss: GGE 1.Builder and arodlon contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for an Indlvldual y OREGON N. and warnings before construction commences. building component Applicability of design parameter.end proper 44.6 ,, s, `( 2.204 compression Web hredng eel be Installed where shown a, incorporation of component is the roependbRy of the building designer. �� �� 3.Additional temporary bracing to Insure stadllty during construction 2.Design end.1 ID the tap end bottom chords b be througawayhout braced at x Is gra roaponstNllty of the erector.Additional permanent bracing of 2 e.0. al l O o.,.respectively unless bread throughout their length by `, DATE: 8/10/2015 the overall stn.dura Is the responsibility antlnuo t strostg or such as adng re aired here s sunend/n drywaN(BC). PA UL of the,11 SI p designer. 3.2.Impact belling or lateral pa bradng required Where News�• SEQ.: K 13 4 5 8 4 6 4.No load.nomd be applied to any component urdw after Cl bracing and 4.Installation of truss I.the responsibility of the respective contractor. fasteners are complete and at no tints should any loads greeter than 5.Gaston assumes trusses ere to be deed in a noraorrave environment. TRANS I D: LINK design loads be applied to any component. end are for Mry condition"or use. 6.C.rnpuTrashes nocontrol averend assumes noresponsibiliyfor the a.De.gn..coma.nd be.nng.t.awppon..novn.shimorwsagag EXPIRES: 12/31/2016 necessary. Variation. shipment and installetion of component.. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design la furnished subject to the limitations set forth by 8.tildes shell be located on both face.of Inas,end placed so their anter TPI/MCA In SCSI,wpbs of oath nIl be furnished upon request. line coincide alis joint anter lines. MRek USA,Inc./Com uTrus Software 7.6.7 1 L E S.Digits indicate.la.of plate in Inches. P ( )- 10.For bade connector plate design values.ee ESR•1311,ESR-1881(MITek) MOW This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 11.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. IC: 2x4 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING Wind: 110 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF interior zone, load duration factor=1.6 TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-09-04 0-01-12 T T T 12 4.00 v M-1.5x3 3 -/ ti m 2 0 , I m 1iiir -1 I� M-2.5x4 M-195x3 l l y 1-00 2-11 , _o PR0�e __I0,9 -4i t.,\GI N F6, rp�� 89782PE <' NH 7—A N JOB NAME . POLYGON NW PLAN Hl t Scale: 0.7180 �.. .._ ._ unless otherwise noted: . ✓f .._� WARNINGS: GENERAL NOTES, .ay OREGON . 1.Builder and erection oodrador should be advised of al General Notes 1.This design N basad only upon the parameter Mown and Is for an Individual 7�(�F1E GOI V rt.ON op,�. Truss: H1 end Warnings before construction commences. budding component.Applkabillty of design parameters and proper I/f 2.D14 compression web bracing must be installed where shown•. mcorpor°tkn of component Is the responsibility of the bulding designer, +'�" [�V 3.Addbknel temporary bracing to Insure shindy during conkrucgon 2.Design assumes Ms top and bottom diode to he ogh braced el al r ea.V4 b the rospastbWty of the erector.AddBbnel permanent bracing of T o.c.and at ea o.c.napedWely unless braced throughout their length by /'y germane continuous°heetgng such as pdwged•heethIg(TC)and/or drywaRBC). PA UL ' DATE: 8/10/2015 the overall structure Is the responsibilityresponsibilityof the building designer. 3.Di Impact bridging or Intend bracing required where shown+• 4.Na load should be applied to any component until alter al bradng and 4.Installation of true°N the responsibility of the respective contractor. SEQ.: K 13 4 5 8 4 7 fasteners are compete and at no tiros should any mads greater then 5.Design assumes trusses en to be used in a non-corrosive environment, design keds be appk led any component. and are fordry condition"of use. TRANS I D: LINK 5.CempuTns has no control over and assumes no responsibility kr the 5.°°�:::rywm.•""'°°°"^g°'°" �°"°°"°�"Shim °`�°'°°" d EXP I RES: 12/31/2016 febrkeeon,handling,shipment end baallation of components. 7.Design assumes adequate drainage is prodded. August 1 0,2015 8.This design I.furnished diked to the limitations set forth by 8.Plates°hal be bated on both faces of trues,and plead S0 their center TPIM,TCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center tins. S.Digits mdka%ads of plate in Inches. MITek USA,Ino./CumpuTruN Software 7.6.4(1L)-E 10.Fe,basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 - LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 vsf) uplift at 24 "oc svacj�q. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 190 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=1.6, lf Truss designed for wind loads in the plane of the truss only. to I r- 0 .-I � � 1 I .r t o II of 4 X 3 f� M-3x8 M-3x6 l y 3-00 y 4-00 l �Co NG N (��'+f, (PROVIDE FULL BEARI NG;Jts:4,3,2 (: 'T /'/ V r .` ,.97827E r". JOB NAME : POLYGON NW PLAN 7-A NH - H2 �-^ r '._ Scale: 0.9959 /// �„ WARNIN 1. ad duraand erection contractor sh°dtl be advised of el General Notes 1.The visages Is bases only upon me parameters Mown end a for an Individual l., Truss: H2 end Warnings before construction commences. building component.Applkabilty or design parameters and proper 15' 2.2a4 compression web bracing mush be Installed where snows+. 2. incorporation Yg amines the trop component bottoresponsibility chords t be oinks t hreBrybra ed atser. ,",�J�111'1 ,0�. jj<eS" 3.Addtronel temporary bracing to Insure stability during condruction 7 o.c.end at 10 0.0.reapedNay unless braced throughout their length by 7 'l NI Isresponsibility of the erector.Additional permanent braving of continuous eheathMg such as plywood sheeming(TC)end/or dryweg !�'(BC) hA UL x'' t'3.` DATE: 8/10/2015 thee oversa structure is Me responsibility of the building designer. 3.2a Impact bridging or lateral breM dng required where oven♦• SEQ.: K 13 4 5 8 4 8 4,No toed should be applied to any component MA Mer a1 braving and 4.Inetalatbn o1 buss Is the responlblly of the rsspecnoe contractor. ladeners are complete end et no time should any loads greater then 5.Design assumes trusses are to be used Ina bon-corrosive environment TRANS ID: LINK design loads be,ppl:ed to any nonrpon.nt. end are for"dry condition"°fuse. 5.CompuTneManocontrol over end assumes norsepenseiltyfor the 8.DesignaaaumesNiheanngelalwpponashown.Shimorwedgalf EXPIRES: 12/31/2016 fabrkallon,handing,shipment end Metellatlon of components. 7.D ssesty. esige.Thb design Is furnished subject to the limitations set ronh by B.Mates nshal be locaassumes ted on both facesequate drainage)f truss, and placed ea their center August 10,2015 TPIN'TCA In 0151,copies of which oil be furnished upon request. fine coindde with joint center fins MITek USA,innJCom Trus Software 1 7.6.6 L E 9.Digits Indicate sloe of Mels In Inches. Ica ( 10.For basic connector plate champ values see ESR-1311.ESR-1988(MITek)