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Plans (84) '(\(\ Com--- ocJ' `') c› thcAc�eS 1s,r\ MiTeV MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: POLYGON 8256-A 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: K3625227 thru K3625269 My license renewal date for the state of Oregon is December 31,2017. (,,k70 PR0F4-6,, /0g 89200PE L ,OREGON Ix "r4 Ali}- 14 25� ��R R 1L1- August 31,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSIITPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=29.1ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, 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 UON. REQUIREMENTS OF' IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail fox BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-09 . 8-09 ‘f T 12 1 ISM-9x9 12 14.00 7 3 14.00 0 2�� ��: o o i M-7x6 i . .i �A ils o ' M-7x6 ry ��� O PRQF4.0 GINE 9 / yl-00 16-08 y1-0o y � st � �'N F� p22y 44 89200PE v--- JOB NAME : POLYGON 8256—A — Al Scale: 0.2852 O �♦ tr WARNINGS: GENERAL NOTES, unless olhewels°noted OREGON 1 Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown end Is for an indidual A_ Truss: Al and Warnings before construction commences building component Applicability of design parameters and proper L/ _fA s^,\b* 4 2.2z4 compression web bradng must be Installed where shown u Incorporation of component is the responsibility of the building deaignar. /'1 7 14 l! 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bosom Gorda to be laterally braced et �•/ t?' Vs the responsibility of Me erector.Additional permanent bracing of 2'continuous end at ea hin.respectively unless braced(TC)and/or Melt length). MSR1:110- DATE: 8/31/2017 the overall structure is the ns slbN r the building deal dontina ct bridging r seer,l b sol plywood airedsheathere s owor drywall(Sc). 4,� poo ty o g goer. 3.z.impact bridging or lateral bracing required where anown++ SEQ.: K 3 62 5 2 2 7 4.No mad should be applied to any component until after ell bracing end 4.Inetatlatlon of tresis the responsibility to useof Beresppeectiewcontractor. nem fasteners are complete and at no time should any loads greater then Design assumes and are for•dry condition.'or use. TRANS I D: LINK design loads 6e awned to any wmpenent. um B.Design assumes full bearing at all supports shown.Shim or wedge if 5.CornpuTms hes no control over and assumes no responsibility for the EXPIRES; 12/31/2017 , fabrication,handling.shipment end installation of components. 7.Designesaryassumes adequate drainage is provided. August 31,2017 6.This design is famished subled to the limitations set forth by 8.Plates shell be located on both faces of tmss,end placed so their center TPINJTCA in SCSI.copies of whish will be furnished upon request. lines coincide with Joint center lines. 5.Digits indicate elze of plate In inches. MTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-0988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-87) 491 3- 8=(-271) 279 BC: 2x4 KDDF #118TR SPACED 24.0" O.C. 2- 3=(-711) 210 8- 6=(-72) 386 8- 4=(-264) 526 WEBS: 2x4 KDDF STAND; 3- 4=(-552) 277 8- 5=(-271) 279 2x4 DF STAND A LOADING 4- 5=(-552) 277 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-711) 210 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=( 0) 86 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSI' 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" -150/ 814V -294/ 294H 5.50" 1.30 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 8.0" -150/ 814V 0/ OH 5.50" 1.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 8-04 8-04 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" T 1. 'I MAX LL DEFL = -0.002" 0 17'- 8.0" Allowed= 0.100" 4-02-08 4-01-08 4-01-08 4-02-08 MAX TL DEFL - -0.003" @ 17'- 8.0" Allowed- 0.133" MAX TC PANEL LL DEFL = -0.022" @ 10'- 1.5" Allowed = 0.398" ' T f 1 T MAX BC PANEL TL DEFL = -0.031" @ 3'- 9.4" Allowed - 0.502" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 14.00 V 7d 14.00 MAX HORIZ. LL DEFL - 0.006" @ 16'- 2.5" 4 4.0" MAX HOAR. TL DEFL - 0.009" @ 16'- 2.5" "{ Design conforms to main windforce-resisting 1system 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-1.5x3M-1.5x3111 OAMMMMMMMMMMMM:11:%1MS111WINIMMOIMMMIIIMMMMIMMMMLI. o N 8 0 11 M-3x4 M-3x8 M-3x4 o l k > .\ 'Eli P R()Fee, 8-04 8-04 y y y y 5 �cN�INEF9 � 1-00 16-08 1-00 .�+ Y 892OOPE JOB NAME : POLYGON 8256-A - A2 . Scale: 0.2496 I%, - le WARNINGS: GENENALNOTES, unless oterwlse noted: OREGON /x� 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 OREGON V t V * "(/ Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper G '19-.7)-- 9 2� �� 2 2x1 compression web bradng mutt be Installed where shown.. Incorporation of component Is me responsiblllty of the building designer. /10 - " 1 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et �./ 'Y „S da the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.to pearl sly unless braced throughout their length by ', ��co DATE: 8/31/2017 tie overall structure w the responsibility of the buildingwnanuous sheathing such as plywood eheethirp(TC)smiler drywell(BC). "ham• By designer. 3.2z Impact bridging or lateral bracing required where shown•• SEQ. : K3 6 2 5 2 2 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contactor. fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for'dry condition'of use. 5.CompuTms has no control over end assumes no responsibility for the 5Deel sign awmee full bearing et ell supports shown.SNm or wedge It EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation of components. ry. 7.DeMatlgn sbeeaaequate donbothlfac soprodded.tss, AU9USt 31,2017 B.This design is furnished subject to the Nmilaaona sal forth by 8.Mates shall be ionated on both faces of taxa,and placed so their center TPIAVTCA In SCSI,copies of which me be furnished upon request. lines coincide with Point center lines. 9.Digits indicate size of plate In inches. MTek USA,Ina./CotnpuTrue Software 7.6.8(1L)-E 1a.For basic connector plate design values see ESR-1311,ESR-1988(MfTek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-08-00 GIRDER SUPPORTING 39-09-08 FROM 0-00-00 TO 12-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR 16-08-00 GIRDER SUPPORTING 11-09-08 FROM 13-00-00 TO 16-08-00 1- 2=(-7062) 1582 1- 6=(-1002) 4390 2- 6=( -650) 3230 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1-9858) 1250 6- 7=(-1006) 4356 2- 7=(-2068) 586 WEBS: 2x9 RIDE STAND; 3- 4=1-4856) 1248 7- 8=1-1004) 4630 7 3=(-1806) 6976 2x6 DF SS A; LOADING 4- 5=(-7494) 1720 8- 5=( -998) 4608 7- 4=(-2522) 730 2x6 KDDF 92 B LL = 25 PSF Ground Snow (Pg) 8- 4=( -874) 3934 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 8.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 472.4)+DLI 341.2)- 813.6 PLF 0'- 0,0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 0.0)+DLI 20.0)= 20.0 PLF 12'- 0.0" TO 16'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 117.2)+DL( 79.7)= 196.9 PLF 13'- 0.0" TO 16'- 8.0" V 0'- 0.0" -1689/ 7480V -257/ 257H 5.50" 11.97 KDDF ( 625) 16'- 8.0" -1543/ 6856V 0/ OH 5.50" 10.97 RODE ( 625) ( 2 ) complete trusses required.[)1([ ADDL: BC CONC LL+DL= 2690.0 LBS @ 13'- 0.0" Attach 2 ply with 3"x.131 DIA GUN nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 6" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LI-L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs, BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX LL DEFL= -0.040" @ 4'- 6.4" Allowed- 0.787" 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.080" @ 12'- 1.6" Allowed= 1.050" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.010" @ 16'- 2.5" MAX HORIZ. TL DEFL = 0.022" @ 16'- 2.5" 8-04 8-04 T 1 - - Design conforms to main windforce-resisting 4-08-03 3-07-13 3-07-13 4-08-03 system and componentsand cladding criteria. Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 12 M-5x (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 P7 7\114.00 load duration factor=1.6, 5.0" Truss designed for wind loads 3 in the plane of the truss only. A II M-3x6 . M-3x8 2 •N M-8x14 M-8x14 i g 6 7 8 �5 1 to M-3x12 =M-10x10 M-5x12 to l b ), ), +2690# y R�Q PRQ��ss 4-06-07 3-09-09 34-09-09 4-06-07 Co`,., NGINEF /0 16-08 89200PE r' JOB NAME : POLYGON 8256-A -, A3 ,ss jam Scale: 0.2217 M /K WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 14/ 1.Builder and erection contractor should be ddeed of ail General Notes 1 This design is based only upon the parameters shown and is for an Individual Truss: A3 and Warnings before conabudton commences. building component Appllcebisly of design parameters and proper 2.284 compression web bradng mu!be inslelletl where shown.. Incorporation of component Is the respsneib10ty of the building designer. �" ° '1)/ al 2.Q.��"'�� 3.Additional temporary bracing to insure stability during construction 2.Design oosomes Ins top end bottom chords to be laterally braced.t V Y by Is the responsibility of the erecta.Additional permanent bradng of 2'conton.inuous end et 10'on.respectively unless braced(TC)and/or Mair length). 4/$-R`11-N- uith DATE: 8/31/2017 the overall structure Is the responsibility of the building designer. 2 romp ua ahgi g .ter l b acing re aired where anus dry«an(Sc). R pon tilt Ing 9 3.2z Impact bridging or lateral bracing required where shown•. S T K3 6 2 5 2 2 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. 4'' fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, b app any component. and are for'dry condition'or use. TRANS I D: LINK 5.CCompuTnn hes no to over and assues no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge It EXPIRES: 12/31/2017 asary. fabrication,handling,ed subject and installation of components. 7.Deaign assumes adequate both is provided. August 31,2017 6.This design Is furnished subject to the limitations set fond by 8.Plates shell be located on both feces of truss,and placed so their center TPWJTCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint conlar Ines. C.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L}E 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=23.3ft, TCDL-9.2,BCDL'6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(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 UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 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. 7-00 7-00 T '1 1' 12 IIM-4x4 12 19.00 7 3 N19.00 11 AI 16,. 0 2 , o A ,,„ 0 1 M-7x6 M-7x6 0 tic° PR y1-00 b 14-00 y1-00 �c:1\. eaGiN F19 si'2 17 cc- 89200PE r' JOB NAME : POLYGON 8256—A — Bl �,/f"� Scale: 0.3108le [�`' WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON rr"`. 1.Builder and erection contractor should be advised of all General Notes i This design la based only upon the parameters shown and le for an Individual !l Cil 'V♦♦♦* "'(f Truss: B1 and Warnings before convection commences building component Applicability of design parameters and proper . �� � V�� . 2 204 compression web bracing must be Instatied where shown+. incorporation of component Is the responsibility of the building deslpnar. <O y A 3.Additional temporary2.Design assumes the top end bottom chords to be laterally braced at !Y bracing to insure stability during conatmWon 2'o.c.and at 10'o.c.respecuvely unless braced throughout their length by is the responsibility of the erecta.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P L`,,.. DATE: 8/31/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 6 2 5 2 3 0 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. fasteners are complete and at no tlms should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. end are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge It EXPIRES, 12/31/2017 I]/3{/201 7 fabrication.handling,shipment and installation of components. na assumes 20 1 flC.t7 </s31-!LU 6.This desin'0 furnished T.Platersesign shall aedothfagelspressseand. August 31,2017 e I 8.Plates snail be located on both faces of truss,and pieced so their center TPIM?CA In SCSI,copies of which will be furnished upon request. linesDigit coincide with Joint centernche 9.For Digits indicate else ofplateIn Inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. 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 All connections and attachments of components to form TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is M-9x4 where shown; Jts:1-4,4-5 the responsibility of the engineer of record. 1 2 LL = 25 PSF Ground Snow (Pg) -- Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • N 1 1 0 II 6 I nl 4 1 1 m 1 1 • • ///////////7/ -7 • 3 5 a P R°Fe. 1-10-04 �N GiN k'' /0 2 89200PE -�r JOB NAME : POLYGON 8256-A - BP1 -1. ./moi Scale: 0.4238 tn Cr WARNINGS: GENERAL NOTES, unless otrerwlarametenoted: 7 4,OREGON �4/ 1.Balder and erection contractor should be advised of all General Nolea 1.This design le based only upon the parameters shown and le for an IndlNdual ��^^ Truss: B P 1 end Warnings before conebucWn commences. building component.AppllcabiNy of design parameters and proper �/ 2.2x4 compression web bracing musl be installed where shown♦. Incorporation of component is the responsibility of the bulitllrg designer. <0 Ail, y 1A °� 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et V �y Y is the responsibility of the erector.Additional permanent bracing of `'n.e.and at id c.c.respectively unless braced throughout melt Ie lip by '11. -ii R t L� DATE: 8/31/2017 the overall structure is the reionof the handl designer. continuous sheathing such as plywood sheamhg(TC)and/or drywell(BC). epona ily ng g 3.2x Impact bridging or lateral bracing required where shown 4 SEQ. : 1(3 6 2 5 2 31 4.No load should be applied to any component until after all bracing and 4.Inatallaton of truss Is the responsibility of to respective contractor. fasteners are complete and at no rime should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive enNmnment, design bads be applied to any component. and are for`dry condition.of use. TRANS I D: LINK 6.Design assumes full bearing at an supporta sheen.Shin or wedge If 5.CompuTrus has no control over and assumes no responsibility for the pessary. EXPIRES: 12/31/2017 fabrication.handling.eNpnlent and installation of components. 7.Design assumes adequate drainage Is provided. August 31,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of buss.and placed so their center TPIIWTCA In SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc/ConlpaTrae Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 NODE #1&BTR SPACED 24.0" O.C. !COND. 3: 250.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND LOADING Note:Truss design requires continuous bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD = 92.0 PSF the structural system for imposed seismic loading is M-4x6 IIM-4x9 the responsibility of the engineer of record. 1 2 LL = 25 PSF Ground Snow (Pg) _ _ Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. tst -, 4l 4-4x4 o IIM-4x4, II o rn cA //////////,//i --/ 3 5 M-4x6 I I�-4x4 � ,p PR°Fee, ��I 1-10-04 w�`'� "GINF�R,...).CN il ..‹- 89200PE r- JOB NAME : POLYGON 8256-A - BP2 Scale: 0.4083 WARNINGS: GENERAL NOTES, unless oNerMae noted: IP 1.Builder and erection contractor should be advised of all General Notes 1.This design 1s based only upon the parameters shown and Is for an IndMdual � OREGON �1C/� Truss: B P 2 and Warnings before construction commences. building component.Applicability of design parameters and proper G+ ,�} (� 2.204 compression web bredng must be Installed where shown 0. incorporation of component is the reslsonelbllity of the building designer. /1 "7 r y•j ,/� �"`" 3.Additional temporary bracing to Insure stability during construction22.Design assumes the tap end bottom asschobraced to be laterally braced at Cf 1 Y ,,.5 Is the responsibility of the erector.Additional permanent bracing of c nfin end et hisuch as ply wood a (TC)an ul their dry length by ME�R 10- DATE: 0-1¢ DATE: 8/31/2017 the overall ebucture Is the responsibility of the building designer. 3.201 pact bsheathing lateral braduiredwhere rec «0rywan(Bc). '`� SEQ. : K3 6 2 5 2 3 2 4.No load should be applied to any component until after all bredng and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes busses ens to be used in a noncorrosive environment, TRANS I D• LINK design roads be applied to any component. and are for•dry condition.lir use. 5.ConpuTrus has no control over and assumes no responsibility(«the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/20 1 7 febdcetion,handling,shipment and installation of component.. searysum 7.Design assumes adequate drainage is provided. August 31,201 7 B.This design is furnished subplot to the limitations set forth by B.Plates shall be located on both feces of Was,end placed so their center TPIAATCA in SCSI,copies of which will be furnished upon request lines coincide sen Mint center lines. es. MRek USA,InciCorn uTrus Software 7.6.61L E e Fbigits sdiceteelcerdesignplateign values P ( 1 S. For basic cafe sde of plate InIvalues sue EBR-1311,ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #16BTR I LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR '. SPACED 24.0" 0.0. [CORD. 3: 250.00 PLF SEISMIC LOAD. 1 WEBS: 2x4 KDDF STAND LOADING Note:Truss design requires continuous bearing wall for entire span DON. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD= 42.0 PSF the structural system for imposed seismic loading is M-4x4 where shown; Jts:1-4f4-5 2 the responsibility of the engineer of record. /- -/ LL = 25 PSF Ground Snow (Pg) -_ (I I I', Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CV CA I 5w. C CD 4 m m • 1 3 5 y yP 1-10-obi ��' �QCo Rafi�ss �- :9200PE r JOB NAME : POLYGON 8256-A - .11111111!./- Scale: 0.4610 qiiilliPk WARNINGS: GENERAL NOTES, unless otherwise noted: + [' 1.Builder and erection contractor should be advised of an General Notes 1.Pie design Is based only upon the parameters shown and le for an Individual J/ O''EGO'N vY � Truss: BP3 and Warnings before construction commences. building component.Applicability of design parameters and proper L/ A, 2.204 compression web Inning muni be Installed where shown,. incorporation of canponent Is the respanaibllity on Me ballding designer. </1 -9 y 14 2'-' P4 3.Additional temporary bracing to Indus stability during construction 2.Design assumes Me top and bosom chords to be laterally braced at V Is the responsibility or the erector.Additional permanent bracing of 2'c.c.and at id o.c.respectively unless braced throughout their length by 411)'' �w.R R 1 L"- DATE: 8/31/2017 the aw.ren structure b M.res dbiNof the buildingcondnaous sheathing such as plywood aheeding(T s and/or drywall(BC). (4,„� pan ty designer. 3.In Impact bridging or lateral bracing required where shown s. SEQ.: K3 6 2 5 2 3 3 4.No toad should be applied b any component until ager all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design beds be applied to any cordoned 'thy are ro'drycondition"of use. 5.CompuTnrs has no control over and assumes no responsibility forme 9 necessary.Dn assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2017 fabrication.handling,shipment and installation of components. u 7.Design assumes adequate drainage to provided.an August 31,2017 e.This design is famished subject to the limitations sat IoM o by e.Plates shell be located on both races of Wes,and placed bio Meir center TPIiWTCA in SCSI,copies of which wit be famished upon request. Ilses coincide with joint center lines. Indira:,sic,at ptininches. MTek USA,Inc./Com uTrus Software 7.8.8(1L)-E 10.For basic connector late deigvalues see ESR-1311,ESR-1988(MITek) • • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 • BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. I • WEBS: 2x4 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. 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 PSI All connections and attachments of components to form TOTAL LOAD = 92.0 PSF the structural system for imposed seismic loading is TAM-4x4 M-3x4 the responsibility of the engineer of record. 1 2 I.L = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals -- I I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. -- I I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. co1 II I M-9x9 oD o 6 r IIM-4x4 1 I 0 41 0 r r I I 1 1 __ 3 5 =M-4x9 M-3x9 c0 R O k.:Sy i �``C' ' f 1-10-04 /�e .-x- � � � � 89200PE r- JOB NAME : POLYGON 8256-A - BP4 Scale: 0.5009 'M� - CC WARNINOS GENERAL NOTES, unless otherw seated: 7/ OREGON * �4 1.Builder and erection contractor should be adorned of tee General Nolen 1.This design Is based only upon the parameters shown and le to an individual yL' OREGON 1:147 t Y µ �'V Truss: BP4 and Warnings before construction commences building component Applicability of design paremeters and proper (� 2.204 compression web bracing must be Installed where shown♦, Inwrporedon of component t the responsibility d Me building tlealgner. �/1 '44A tlNj 3.Additional temporary bracing to Insure stability Owing construction 2.Design assumes the top and bottom chords a be Ieterhly braced at V ,., Y by a the responsibility of the erector.Additional permanent bracing of 2'nand sheathing hino.crespectively ansa,braced etldn(T)andlorhout ry length). 13 R I L� DATE: 8/31/2017 the overall structure Is the responsibility of the bulking designer. continuouselope tridging er each as acingn required e airsha mere shoe c drywell(BC). �I g 4.In impact bodging Is lateral psceEd req f the whpe shown contractor. SEQ.: K3625234 d.Nobedshrec be elanbonocomponentunyafterallerecirthend 5.Desgntas oftsar siesaretouseo1 a respectivenvren aelenen are complete and at no time should any beds greater then 5. a assumes condition.' are a be used in a non�nosive environment: e. TRANS I D: LINK design loads be applied to any component. and are for cry Intl bearing al al 5.CompuTrus has no control over arid assumes no responsibility lor the 3 nawaaery,Design umae full bearing et all supporta shown.Shim or wedge H EXPIRES: V Q)O.[C: r')/r]1/n!\�7 tebncalian,handling,shipment and installation d component. 7.Design assumes adequate drainage Is provided. August 31,2017 fl L�7 / t7/ !U / S.This design is furnished subject to Be limitations set forth by 3.Plates shell be located on both aces of truss,end placed so their center 9 TPIIWTCA In BCSI,copies of which will be furnished upon raging:. lines coincide with joint center Anes. 9.MiTek USA,InciCompuTrus Software 7.6.6(1L)-E 10.Forbasic indicate ct l connector plate designinches.values see ESR-1711,ESR-1983(MiTek) • • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR I SPACED 29.0" O.C. !COND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Note:bears design requires continuous bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"OC. (ION. 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 All connections and attachments of components to form TOTAL LOAD = 92.0 PSF the structural system for imposed seismic loading is M-4x4 where shown; Jts:l-4,9-5 the responsibility of the engineer of record. 1 2 LL = 25 PSF Ground Snow (Pg) __ Design assumes shear panel to align with verticals II LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. • Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • rN CA 1• I 1 116 oTi r1 9 o i 1 O m 01 I 0 3 5 y y ��Ea PaFFss 1-10-09 �NGI N F9 /�.' c 89200PE fir° JOB NAME : POLYGON 8256-A - BPS '/ Scale: 0.4211 'lam II. CC WARNINGS: i GENERAL NOTES, unless otherwise noted OREGON /s 1.bolder and erection contractor should beadvised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 1/ K , Truss: B P 5 and Warnings before construction building component Applicability of design parameters and proper V 12a4 compression web bracing must be Metalled where shown Incorporation al component la the responsibility A the building dnlgner. �/\ 1A 20 �"'�'- 3.Additional temporary bracing to insure s10501y during construction �.Design assumes the lop and bosom chords b be laterally braced at �./ Y b the responsibility of Be erector.Additional permanent bradng of 2 continuous and at to'o.c.such a ply wood s braced throughoandut bey length M "(_,R` I\_\_ DATE: 6/31/2017 the overall structure is the responsibility f the building designer. xImpa tbridging such as plywood aired here s own 0 drywell(BC). (` 1©7 p°n h° 3.Iz Impact of truea or th era)bracing required whore shown I i SEQ.: K3 6 2 5 2 3 5 4.Na load should be applied b any component until after all bracing and 4.Installelbn of truss Is the responsibility ethe respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-conosive environment, TRANS ID: LINK design bads be settled to any conlpunsa. and are fo cry conation of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supporta Maven.Shim or wedge If EXPIRES: X p f p C S, 12/31/21)17 2/31/n(T{7 atonal h necessary. G7/��r f1Lc7 lL L111 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 31,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIA TCA In SCSI,copies of which wit be furnished upon request. lines windde with joint cants lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc.ICompuTrss Software 7.6.8(1L)-E 18.For basic connector plate design values see 55R-1311,5517-1888(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 5.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1020) 292 1- 9=(-109) 665 2- 9=(-226) 246 13- 6=(-21) 124 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -874) 360 9-12=( -77) 586 3- 9=(-181) 398 WEBS: 2x4 KDDF STAND 3- 4=( -504) 286 10-11=( 0) 0 9- 4=(-191) 114 LOADING 4- 5=( -519) 311 11-13=( -1) 8 4-12=(-161) 99 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -928) 316 13- 7=(-122) 602 11-12=( 0) 82 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1073) 257 12- 5=1-118) 375 TOTAL LOAD= 42.0 PSF 7- 8=1 0) 86 12-13=(-120) 605 OVERHANGS: 0.0" 12.0" 12- 6=(-255) 218 LL = 25 PIF Ground Snow (Pg) M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.ON. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -132/ 942V -259/ 256H 5.50" 1.51 KDDF ( 625) 22'- 5.2" -185/ 1062V 0/ OH 5.50" 1.70 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. j 7-03-08 7-00 8-01-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 fMAX LL DEFL = -0.020" @ 10'- 9.5" Allowed- 1.076" MAX LL DEFL = -0.002" @ 23'- 5.2" Allowed= 0.100" 3-09-02 3-06-06 3-06 3-06 4-09-12 4-04 MAX TL DEFL = -0.003" @ 23'- 5.2" Allowed= 0.133" T '1 1' 1' 1' T T MAX TC PANEL TL DEFL = 0.055" @ 16'- 6.8" Allowed = 0.725" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-5x6 M-3x4 M-3x6 14.003 y 5M-5x6 14.00 MAX HORIZ. LL DEFL = 0.012" @ 21'- 11.8" iiMAXAX HORIZ. TL DEFL = 0.019" @ 21'- 11.8" di IHhI[!!IIIIIIIIIIIIIIIIIIII Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-23.Sft, TCDL'9.2,BCDL=6.0, ASCE 7-10, I .M1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5X3 Truss designed for wind loads in the plane of the truss only. 2 M-3x6 M-2.5x4 or equal at non-structural diagonal inI ets. M-3X4 Truss designed for 4x2 outlookers. 2x4 -iuraopof -in. 11110&, Outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x9 0 u1 t T' -�. [lli'I M-3x6 1 9 12 I� 1111111116, .+o M-3x9 M-3x8 /01 '-1 g. 1011 13 M-1.5x3 M-3x4 M-3x41 0 M-5x8 3' 3' y y b 7-05-04 6-08-08 4-11-08 3-04 3' L ). b 13-10 8-07-04 ), 14 00 0 y02 8-05-04 -00 �� { N F`0s, 22-05-04 45 '` 89200PE dr'" JOB NAME : POLYGON 8256-A - Cl _,AIIP/ _ Scale: 0.2264 ,- `I- -10 [ ' WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ,f"` 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and le for an individual OREGON l7 V i V y� A. Truss: C l and Warnings before construction commences building component Applicability of design parameters and proper GO 0��� 2.244 compression web bradng must be Installed where shown s. IncarporatIon of component Is the responsibility of Me building designer. //'0 1 A 3.Additional temporary bracing to insure stability dudrg construction 2.Design assumes the lop end bottom chorda b be laterally braced at �./ �y_ Y Is the responsibility of the erector.Additional permanent bracing of 7 o.a and at 10'o.c.respectively unless braced throughout their length by ill DATE: 8/31/2017 the overall structure Is the responsibility f the building designer. 2 Impact sheathing or latera as aciph/ng requirede et where and/or drywall(BC). =-III R R I L pan ty o 8 g 3.Zx Impact bMglrg or lateral bracing whore enown 0 i SEQ.: K3 6 2 5 2 3 6 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responaarIlty of the respective contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID• LINK design bads be applied to any component. end are for`dry condition.of tea. 5.CompuTnrs has no control over and assumes no responsibility for the 8.Design ase more full bearing at all supporta shown.Shim or wedge H EXPIRES: 12/31/2017 fabrication,handl necessary. fabrication, u ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 31,2017 6.This design is furnished subject to the limitations set forth by S.Plates shall ba located on both faces of truss,and placed so their center TPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide wlih joint center Knee. MTek USA,Inc./Com uTrue Software 7.6.8(11)-E 5 Fortsigits Indicate size r plate In design values P 1 O. Dor basic connector flab d:n inches.values sae ESR-1311,ESR-1988(MITea) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 5.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1021) 292 1- 8=(-132) 695 2- 8=(-226) 245 11- 6=(-259) 218 BC: 2x4 ROOF #1013TR SPACED 24.0" O.C. 2- 3=( -875) 359 8-11=( -77) 617 3- 8=(-181) 424 12- 6=( -22) 129 WEBS: 2x9 KDDF STAND 3- 9=( -520) 295 9-10=( 0) 0 8- 4=(-185) 116 LOADING 4- 5-( -528) 311 10-12=( -1) 9 4-11=(-168) 97 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -930) 340 12- 7=(-121) 606 10-11=( 0) 82 BC LATERAL SUPPORT <- 12"OC. SON. DL ON BOTTOM CHORD= 10.0 POP 6- 7=(-1074) 278 11- 5=(-145) 410 TOTAL LOAD= 42.0 POP 11-12=(-119) 608 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -138/ 942V -239/ 2448 5.50" 1.51 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 5.2" -139/ 942V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7-03-08 7-00 8-01-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '( '( - f MAX LL DEFL - -0.020" @ 10'- 9.5" Allowed= 1.076" 3-09-02 3-06-06 3-06 3-06 4-09-12 3-04 MAX TC PANEL TL DEFL - 0.050" @ 16'- 6.8" Allowed - 0.725" ,r 1' 1 ,r ,r 1' 4' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 M-5x6 M-3X9 M-5x6 12 MAX HORIZ. LL DEFL= 0.013" @ 21'- 11.8" 19.00 N {33, 4 5 14.00 MAX HORIZ. TL DEFL-, 0.021" @ 21'- 11.8" 4,y I WMI' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL-9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 z h'SSSltItIhSSittritttiii Allik / �M-3x4 M3x8 0oa N 910 12 =z 7 0 M-1.5x3 M-3x4 M-3x4 o M-5x8 y y I . y Y y 7-05-04 6-08-08 4-11-08 3-04 y i' b y 13-10 I yy 8-07-04 y 14-00 0-02 8-05-09 �c� G NEi-, 5�'/�. 9 lo 1 22-05-04 b ,� .-(1" 89200PE yr' JOB NAME : POLYGON 8256-A - C2 Scale: 0.2413 Zn c'`' WARNINGS: GENERAL NOTES, unless othenoted: -7 OREGON h �. 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 IndMdual 1-14 4, l7 V,Y N `s(,/ Truss: C 2 and warnings before conebudlon commences. building component Applicability of design parameters and proper A �� � 2.284 compression web bradng mud be Installed where shown 0. bcorporetbn of component b the responsibility of the building designer. �h ".7 3.Additional temporary bracing to lnWre eleblNty during conalructlon 2.Design assumes the lop and bottom chorda b be laterally braced el V A a 14 O-DATIe the responsibility doe erector.Additional permanent bredng of 2'o c and at 10 o c.reepecito unless braced throughout Mob length by �r i RIO- DATE: E: 8/31/2017 me overall structure is me responsibility r the building designer. 3.2x 2 Impact sheathing such as plywoodcire aired in ore ch se 0 drywell(BC)- ill apon M o g 9 3.2s Inroad bdaglig or lateral bracing rewired where shown+« SEQ.: K3 6 2 5 2 3 7 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. fasteners are complete enact no tine should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment. TRANS I D• LINK design loads be applies to any component. dna are for`dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.eeceasassumes full bearing at all supports shown.Shim or wedge d EXPIRES: 12/31/2017 necessary. + 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 3 1 20 1 1 7 8.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end paced so their center 9 TPIIWTCA In SCSI,copies of which will be furnished upon request. lines colndde with joint canter Ones. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTnss Software 7.6.8(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-05-04 GIRDER SUPPORTING 11-04-08 FROM 0-00-00 TO 5-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 22-05-04 GIRDER SUPPORTING 23-08-00 FROM 6-00-00 TO 22-05-09 1- 2=(-7442) 1658 1- 8=(-1090) 9436 8- 2=( -38) 272 11- 6=(-1692) 946 BC: 2x8 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-7008) 1664 8- 9=(-1090) 4432 2- 9=) -106) 222 6-12-) -286) 1408 WEBS: 2x4 KDDF STAND; 3- 9=(-4710) 1232 9-10=(-1060) 9450 9- 3=( -856) 3676 6-13=(-7906) 1752 2x6 KDDF #2 A LOADING 9- 5=(-4698) 1254 10-11=) -892) 9038 3-10=(-2610) 778 13- 7=( -102) 64 LL = 25 PSF Ground Snow (Pg) 5- 6=(-6372) 1466 11-12=(-1209) 5572 10- 9=)-1782) 6714 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL) 14.0;= 64.0 PLF 0'- 0.0" TO 22'- 5.2" V 6- 7=( -40) 46 12-13=(-1220) 5659 10- 5=(-2208) 686 BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 117,2)+DL( 99.7)- 216.9 PLF 0'- 0.0" TO 5'- 0.0" V 5-11-) -622) 2890 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 5'- 0.0" TO 22'- 5.2" V ( 2 ) complete trusses required. BC UNIF LL( 270.8)+01( 184.2)- 955.0 PLF 6'- 0.0" TO 22'- 5.2" V BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.SN. (SPECIES) nails staggered: ADDL: BC CONC LL+DL= 2700.0 LBS @ 6'- 0.0" 0'- 0.0" -1465/ 6559V -336/ 375H 5.50" 10.99 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, 22'- 5.2" -1449/ 6494V 0/ OH 5.50" 10.39 KDDF ( 625) 9'• OC in 2 row(s) throughout 2x8 bottom chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x4 webs, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.075" @ 15'- 1.8" Allowed- 1.076. MAX TL DEFL - -0.149" @ 15'- 1.8" Allowed = 1.935" SEASONED LUMBER IN DRY SERVICE CONDITIONS 10-09-08 8-07-12 3-00 MAX HORIZ. LL DEFL - -0.019" @ 21'- 11.8" 1' ' f . MAX HORIZ. TL DEFL = 0.031" @ 21'- 11.8" 3-06-09 2-07-03 4-07-12 4-00-13 4-10-07 2-08-08 T 4. T T T T T Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-5x6 14.00 19.00 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor-1.6, V9End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1p." M-3x6 M-3x6 3 7/M-4x4 z M-5x16 4.1 ,t It M-1.5x3 7 c2 M-5x16 ti , ME um 1-11011/111111L1 I 0 1 8 910 11 12 . 13 ' 1 M-1.5x3 M-8x10 0.25" M-5x8 M-3x12 0 M-5x12 q r -M-10x10(5) '� © PROF ' 2700# �_`` c y 3-04-13 y2-05-07 4-11-04 y 4-04-05 y 4-05-03 y2-10-04 y �r . cj.- i�. /O"�. b bl� 22-05-04 ° 89200PE pr. JOB NAME : POLYGON 8256-A - C3 ..�+_��� Scale: 0.1832 WARNINGS GENERAL NOTES, unless othendee noted 7 OREGON 4 i Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and le for an Indsdual l Il l7 V "L✓ Truss: C3 and Warnings before construction commences building component Applicablllty of design parameters and proper !� 2O.4 2.204 compression web braong must be Installed where shown incorporation of component is the responsibility of the bulNlrg designer. <0 1A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al Y Is the responsibility of the erector.Additional permanent bracing o! T o.c.and at id o.c.respectively unless braced throughout mak length by SER R 1.v-' DATE: 8/31/2017/2 017 the owreg structure is the res continuous bridgisheathng or such a.prywooe sheathing(TC)oreshownthe20 ++ SEQ.: K3 62 5 2 3 8 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are W be used in a non-corrosive environment, TRANS ID• LINK design bads be applied to any component end are to,dgoondaloo ot use. 5.DempuTms hes no control over and assumes no rosponsibinly for the 8.Design assumes fun bearing al all supports shown.Shim or wedge H EXPIRES:' 12/3112017 febdm5on,handling. necessary. B.This design is furnihed subject and limitations set forth components. 7..Design nsassumes all be loco eedduoneboth faaceslof rruuss,eand placed so their center August 31,2317 TPIANTCA in B151.copies of which will be furnished upon request Imes coincide with Joint center lines. 9.Digits Indicate else of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(10-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR i LOAD DURATION INCREASE = 1.15 1-2=(-202) 54 1-4=(-11) 99 4-2=(0) 122 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-202) 54 4-3=(-11) 99 WEBS: 2x4 KDDF 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 BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -65/ 252V -88/ 88H 5.50" 0.40 KDDF ( 625) 6'- 0.0" -65/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 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 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed- 0.050" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = 0.000" @ 0'- -6.0" Allowed= 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.000" @ 0'- -6.0" Allowed - 0.050" MAX TL DEFL - 0.000" @ 0'- -6.0" Allowed- 0.067" 3-00 3-00 MAX TC PANEL LL DEFL = 0.038" @ 4'- 4.4" Allowed- 0.266" T f f MAX TC PANEL TL DEFL = 0.037" @ 4'- 4.4" Allowed= 0.398" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-06 3-06 f I MAX HORIZ. LL DEFL = 0.000" @ 5'- 6.5" 12 12 MAX HORIZ. TL DEFL - 0.001" @ 5'- 6.5" - M-4x6 14.00 N14.00 Design conforms to main windforce-resisting 2 4.0" system and components and cladding criteria. Ail Wind: 140 mph, h=21ft, 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. fn TRUSS DESIGNED ASA PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 2X4 STRIPPING REQUIRED AT 24"0C WHERE CONTINUOUS BEARING IS SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. o pliiiiighj o 7i f All 4 ► I 0 0 M-3x4 M-1.5x M-3x4 3-06 3-06 0-01-06 6-00 0-01-06 .e...TO PROp4,ss cr. 89200PE r JOB NAME : POLYGON 8256-A - C2CAP ,,_ �,: • Scale: 0.4848 CI WARNINGS: GENERAL NOTES, unless otherwise noted: (1L:y C/'s Q/vl J+� 1 Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters sham and H for an Ind1Wdual V 1-1 C l7 (V *_ "G/ Truss: C2CAP and Warnings before construction commences. building component Applicability of design parameters and proper V' 2.204 compression web bracing mus be Installed where shown 0. incorporation of component Is the responsibility of the building designer. L<O�1 y 14 23,1 !.4 3.Additional temporary bracing to Mesa stability during construction 2.Design assumes the top and bottom chorda la be laterally braced at i.a ' is the responsibility of the erector.Additional permanent bracing of 4'n5 and al ear o.c.such as ply unless withinraced TC)nut Mab length). M'R R 1 r continuous risging or such l b acing e a ere s end+drywall(BC). t,� DATE:. 8/31/2017 the overall structure b the responalpiAly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 6 2 5 2 3 9 4.No bed should IN applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater then 5.Design assumes bosses are to be used ins nonmomosive environment, TRANS ID• LINK design beds be applied to any component. andareo dry condition.ofuse. 8.o 5.CanpuTrushasnocontrolerrorandassumesroresponsibilityforma nassumes fug bearing at all snpportsshow.shim«wedgerc EXPIRES 12/3112017 necessary. fabrication,handling,shipment and installation of components. I.Design assumes adequate drainage is provided. August 31,2017 8.This design b furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center 9 TPIMTCA in RCM,copies of which will be fumiehed upon request. lines coincide with Joint center Mee. D.Digits indicate sloe of plate In Inches. MiTek USA.Inc.)COmpuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-202) 54 1-4=(-11) 99 4-2=(0) 122 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-202) 59 4-3=(-11) 99 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED ERG 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" -65/ 252V -88/ 88H 5.50" 0.90 RODE ( 625) M-1.5x4 or equal at non-structural 6'- 0.0" -65/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) vertical members (uon). LL = 25 POE Ground Snow (Pg) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.000" @ 0'- -6.0" Allowed = 0.050" MAX TL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.067" 3-00 3-00 MAX TC PANEL LL DEFL = 0.038" @ 4'- 4.9" Allowed = 0.266" f • a' a' MAX TC PANEL TL DEFL = 0.037" @ 9'- 4.4" Allowed - 0.398" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 MAX HORIZ. LL DEFL = 0.000" @ 5'- 6.5" 14.00 r 14.00 MAX HORIZ. TL DEFL - 0.001" @ 5'- 6.5" 2 4.0" Aig Design conforms to main windforce-resisting 11-3x611111 M-3x6 i system and components and cladding criteria. Wind: 190mph, h=21ftTCDL=9.2DL-6.0, ASCE 7-10,(AllHeights), nclosed, .2, Exp.B, FRS(Dir),load duration factor=1.6, 0„ Truss designed for wind loads in the plane of the truss only. M-1.5x4 Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade as structural top 44 chord. Insure tight fit at each end of let-in. 'a Outlookers must be cut with care and are permissibleatinletboardareasonly.TRUSSDESIGNEDASAPIGGYBACK.STRUCTURAL TRUSS ISBELOW.-3x6 2X4 STRIPPINGREQUIREDAT24"OCWHERECONTINUOUSBEARING ISo ® �o SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. . ,. ten un ff �o 4 ► l M-3x4 M-1.5x3 M-3x4 b y )' 3-06 3-06 )4 yid 0-01-06 6-00 0-01-06 4c`g NGINE`9 /0 .c' 89200PE fir" JOB NAME : POLYGON 8256-A - C1CAP =/, Scale: 0.5201 4_ • /VP , '[�� WARNINGS: GENERAL NOTES, unless otherwise noted: • OR E/�/'1yv, t" 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 y V 11 \.7 V'V Truss: C1CAPf,. tij yl !., and Warnings before construction commences. building component Applicability of design parameters and proper n♦ 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �/� 14 v` �"'�- 3.Additional temporary bracing to Insure aleblAty during construction 2.Design assumes the top and bottom chords to be laterally braced et 'C) N the responsibility of the erector.Adtlgbnal permanent bracing of 2'oz.end et 10'o.c.respectively unless braced throughout their length by �/.. {{�� DATE: 8/31/2017 the overall structure la mares responsibility of the buildingdeal continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ��-///�"R R'4 pone ty designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: 1<3 6 2 5 2 4 0 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D• LINK design bads be applied to any component. and are for ray condition'of use. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design ase es full bearing at ell supports shown.Shim or wedge If EXPIRES:' 12/3112017 fabncetion,handling,shipment and installation of components. raceme),assumes 7.DesigMates b eb seaded en drainage is provided.an August 31,201 7 8.This design is furnished subject to me limitations set forth by 8.Mates shell be located on both faces of truss,and placed so iheh center TPII TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. H.Digits Indlcate of plate in Inches. MITek USA,Inc.iCon uTrus Software 7.6.8 L E 1I For bconnector plate design values ea see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KIDS #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 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: 190 mph, h-16.1ft, TCDL-9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD- 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor-1.6, Truss designed for wind loads considered for this design. 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 IBC 2015 AND IRC 2015 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. 20-00''-04 20-00-04 1 1 1 6-06-14 13-05-06 13-05-06 6-06-14 1 1 1 1 1 12 11M-4x4 12 7.00 3 Q 7.00 ilksNislisiiii M-3x6(S) M-3x6(S) pM 44 0 2 4 0 44. 0 o M-3x6(S) M-3x6(S) o M-3x4 M-3x4 .V PRppe. y 12-06-08 y 14-11-08 y 12-06-08 V`G1 E,'�ys�2) 1-00 40-00-08 • 89200FE00 �r JOB NAME : POLYGON 8256-A - D1 �i Scale: 0.21291110 CC WARNINGS: GENERAL NOTES, unless other/else noted: "� OREGON • 1 Builder and erection contractor ahauld be advised of all General Notes 1.Thle design Is based only upon the parameters shown end is for an indhidual Truss: D1 and Warnings before nonstruolbn commences. building component Applicability of design parameters and proper 2.20 compression web bradng must be installed where shown 4. Incmporatbn of component is Me responsibility of the building designer. �'2) '1)' 14 2Q �"'`'+� 3.Additional temporary braGng to insure stability during construction 2.Design assumes the top and bottom M om chorda be laterally braced at V Y N liners ponsewl a of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c,respectively unless braced throughout Meir length 4/E..f R �� DATE: 8/31/2017 the overas structure Is the responsibility trig 9 3.2s I pact bridging or lateral bracontinuous sheathing such as cing required where shown ho e.d/or drywell(BC). or me building designer. • SEQ.: K3 6 2 5 2 41 4.No bad should be applied to any component until alter at braGng end 4.Installation of truss Is the rssponsiblty of the respective contractor. fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used in a non...sive environment, TRANS I D^ LINK design bads be applied to any component and are for"dry condition.m use. 5.CompuTrus hes no control over and assumes no responsibility for the 8. °ecoigs�ryaumee full bearing at ell supporta Mown.Shim or wedge If EXPIRES: 12/31/2017 s . fabrication,handling.empment and installation of components. 7.Design assumes adequate drainage is provided. August 31,2017 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 TPIN✓ICA In BCSI,copies or which will be furnished upon request. lines coincide with joint center lines. 5.Digits indicate she of plate in Inches. MTek USA,InciCampuTrus Software 7.6.8(0L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(brink) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 57 2-10=(-155) 234 10- 3=( 0) 262 BC: 2x4 KDDF A1&BTR SPACED 24.0" O.C. 2- 3=( -248) 94 10-11=1-157) 232 3-11=( -511) 308 WEBS: 2x4 KDDF STAND 3- 4=( -62) 463 11-12=(-326) 322 11- 4=(-1523) 713 LOADING 4- 5=( -596) 456 12-13=(-188) 912 4-12=( -225) 898 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -577) 459 13-14-1-392) 1299 12- 5=( -109) 193 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1162) 579 14- 8=(-390) 1302 12- 6=( -828) 508 TOTAL LOAD = 42.0 PSF 7- 8=(-1630) 629 6-13=( -80) 456 '.. OVERHANGS: 12.0" 12.0" 8- 9=1 0) 57 13- 7=( -451) 284 LL- 25 PSF Ground Snow (Pg) 7-14=( 0) 262 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -71/ 468V -260/ 260H 5.50" 0.75 KDDF ( 625) 12'- 6.5" -202/ 1942V 0/ OH 5.50" 3.11 KDDF ( 625) 40'- 0.5" -140/ 1202V 0/ OH 5.50" 1.92 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,11,81 !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed- 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.054" @ 27'- 6.0" Allowed= 1.333" MAX TL DEFL = -0.084" @ 27'- 6.0". Allowed= 1.778" MAX LL DEFL = -0.002" @ 41'- 0.5" Allowed= 0.100" MAX TL DEFL = -0.003" @ 41'- 0.5" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.021" @ 3'- 3.7" Allowed= 0.460" MAX TC PANEL TL DEFL - 0.043" @ 3'- 3.7" Allowed= 0.690" 20-00-04 20-00-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-08-11 6-01-05 7-02-04 7-02-04 6-01-05 6-08-11 MAX HORIE. LL DEFL = 0.018" @ 39'- 7.0" T f f f f f f MAX HORIZ. TL DEFL = 0.028" @ 39'- 7.0" 12 12 7.00 IIM-4x4 Design conforms to main windforce-resisting Q 7.00 system and components and cladding criteria. 4.0" 5 .(-‘ Wind: 140 mph, h=16.lft, 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-4x4 M-3x4 4 M-5x6(5) M-5x6(5) 0.25" 0.25" 3 7 0 +II o5 'n in O o p 10 11 12 ' 1. 14 k_-3 1f M-3x4 M-1.5x3 4.25" M-3x8 0.25" M-1.5x3 M-3x4 . C © PROF . tFV 'M-5x6(S) M-5x6(S) G `�b b > y y I )' „,? cNEE- /p 6-06-15 5-11-09 7-05-12 7-05-12 5-11-09 6-06-15 G 1 . yy y id £,&" $9 17 r " 1-00 40-00-08 1-o0 JOB NAME : POLYGON 8256-A - D2 ,,, '' /�' • • Scale: 0.1999 • �� • Sr WARNINGS: GENERAL NOTES, unless otherwise noted: '7 OREGON �(j 1.Builder and erection contractor should be advised of all General Notes 1. the p This design Is based only upon the parameters shown and Is for an individualJ t Truss: D2 and Warnings before construction commences. building component Applicability of design parameters and proper L ^� 2 224 compression web bracing must be metalled where shown v Incorporation of component h the responsibility o <0 f the building designer. .1}i'. 14 20 4 3.Additional tem 2 Design assumes the lop and bottom chorda to be laterally braced at L{/)'� � pa2ry bracing to Insure elabigty during constrvctlon 1'sc.and at t0'o.c.respectively uMess braced throughout Ihek length by �afs.�.�.as� �� such la the responsibility of the erector.Additional permanent bradng of continuous sheathing as plywood sheathing(TC)and/or drywall(BC). r i R DATE: 8/31/2017 the overall structure is the responsibility of the building designer. 3.22 Impact bridging or lateral bracing required where shown 0 0 SEQ.: K3 6 2 5 2 4 2 4.No bad should be applied to any component until after ell bracing and 4.Installed=of trues is the reeponelblliy of the respectNe contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for•dry condition"of use. • B.CompuTrvs hes no control over and assumes no responsibility for the 6.Design mimes full bearing at all supports shown.Shim or wedge N EXPIRES: 12/31/2017 fabrication.handlbp,shipment and installation of components. s�ry.0 {p r� q 7.Design assumes adequate drainage is provided. August 31,20 1 7 B.This design is furnished subject to the Imitations set form by 8.Plates shall be located on both laces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. 9.Dighs indicate size of plate In inches. MITek USA,InciCompuTrus Software 7.8.80 L)-E 10.For basic connector plate design values see ESR-1311,E811-19819(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39°- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x9 ROOF k1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=1 0) 57 2-10=1-540) 2448 3-10=1-218) 189 8-14=(-1836) 398 2x4 DF 2400F T3 I SPACED 24.0" O.C. 2- 3=1-2745) 591 10-11=1-413) 2143 10- 4=( -75) 432 19- 9=( -146) 113 BC: 2x9 KDDF 1)15BTR 3- 4=(-2609) 573 11-12=)-300) 1768 4-11=1-506) 201 WEBS: 2x4 KDDF STAND LOADING 9- 5=1-2103) 593 12-13-1-270) 1940 11- 5=( -93) 725 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1511) 507 13-14=(-262) 1105 5-12=1-897) 306 TC LATERAL SUPPORT <= 12"OC. UON. ! DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1566) 478 12- 6=(-295) 1145 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 POP 7- 8=(-1678) 423 12- 7=1-381) 205 8- 9=( -99) 111 7-13=(-209) 203 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 13- 8=1 -16) 563 M-1.5x9 or equal at non-structural BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -203/ 1795V -275/ 331H 5.50" 2.87 ROOF ( 625) ** For hanger specs. - See approved plans 39'- 9.5" -198/ 1664V 0/ OH 5.50" 2.66 RODE ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc ePacinq,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.125" @ 19'- 11.6" Allowed = 1.944" MAX TL DEFL - -0.204" @ 14'- 11.6" Allowed - 2.592" SEASONED LUMBER IN DRY SERVICE CONDITIONS 22-04-07 17-05-01 MAX HORIZ. LL DEFL= 0.059" @ 39'- 6.0" MAX HORIZ. TL DEFL = 0.086" @ 39'- 6.0" 5-10-14 5-05-04 5-05-04 5-07 8-03-09 4-05-14 4-07-10 Design conforms to main windforce-resisting T T 1' 1' system and components and cladding criteria. 12 12 7.00 M-4x6 Q 7 OD Wind: 190 mph, h=16.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 9 0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor-1.6, M-316 M-3x6 End vertical(s) are exposed to wind, M-1.5x4 ;:a M-1.5X4 Truss designed for wind loads /oje /oee./1 :(/ M- x6 M-3x6 in the plane of the truss only. M-1.5x4 MM3k6c8(S) M-34' M M-2.5x4 or equal at non-structural diagonal inlets. 5 Truss designed for 9x2 outloo:!t rs. 2x4 let-ins M-5x6(5) 11 0.25" of the same size and grade asructural top / 7 - chord. Insure tight fit at M-3X6 pemissibletiletbad ars only. 4?. ' M 3x6 M-1.5x9 8 4 2;365x3 M-1.5x33 +1 .,-f 'no o I I W p 10 11 12 13 +}q M-3x6 M-3x4 M-3x4 M-3x8 M-3x4 =M-4x4 o n F� M-3x6(S) L �v pit.°F,[(9 y )' y y J' y Q` F y 7-08-10 7-03-01 7-04-13y 8-07-01 8-10 y �c ' �GINE.k. t)/, 20-00 19-09-08 p ..c- 1-00 39-09-08 y 89200PE �v" JOB NAME : POLYGON 8256-A -IE1 �= Scale: 0.1471 111. CC WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �/'t O^' tx �/s- 1.Builder and erection contractor should beadvised of ail General Notes t.This design is based only upon the parameters shown and b bran IndhMduel 1-1 U ,ill `,, Truss: E l and Warnings before construction'. building component Applicability of design parameters and proper (� Incorporation al t h the responsibility Ithe bulltll designer. 1 241 compression web bracing mutt be Installed wham shown 0. carpo component o ng goer. <0 i A 3.Additional temporary bracing to sure stability during construction 2.Design assumes Na by end bottom chards to be laterally braced al �./ f Y Is the responsibility of the erector j4dditional permanent bredng of r c.c.and et 10'o c.such a plyoodunless braced throughout r eirdry length by ` I-\ DATE: 8/31/2017 the overall structure te me reapan hSty of the banding dealgnec continuous sheathing such as plywood aheatld hone and/or tlrywell(BC). '©l 3.2x Impact of truss lateral bracing required where shown*e SEQ.: K 3 6 2 5 2 4 3 4.No ked should be applied to any pomponent until after NI bracing and 4.Installation of truss Is the ree onsuullty of the respective contractor. fasteners are complete and at no time should any loads greeter then S.Design assumes trusses are to be used M a noncorrosive environment. TRANS I D• LINK dealgn bads be applied to any component. end ere lit dry condition.of use. 5.CompuTrus has no contra over and assumes no responsibility for the 8.Design assumes fun bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2017 necessary. I fabrication,handling,shipmem and rinstallation of components. T.Design assumes adequate drainage Is provided. August 3 1,2 1 1 7 6.This design b famished subject to Nee limitations set forth by 8.Plates shell be located on both faces of trues,and placed so ihelr center TPIA TCA In BDSI,copies of which will be famished upon request. Ines coincide with joint center lines. MITekk USA,Inc./Com uTtws Software 7.6.8(11_)-E 0 F r b Indicate she of plate In ignhes. p1.For basic cafe sher plate design values sae ESR-1371,ESR-7988(MlTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-540) 2461 3-10=(-218) 189 8-14=(-1857) 398 2x4 DF 2400E T3 SPACED 24.0" O.C. 2- 3=(-2760) 541 10-11=(-413) 2157 10- 4=( -75) 430 14- 9=( -146) 113 BC: 2x4 KDDF #1&13TR 3- 4=(-2619) 573 11-12-(-300) 1782 4-11=(-505) 201 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2120) 543 12-13=(-270) 1479 11- 5=( -93) 728 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1520) 507 13-14=(-262) 1133 5-12=(-899) 306 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1581) 478 12- 6=(-295) 1160 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1724) 423 12- 7=(-418) 205 8- 9=( -99) 111 7-13=(-209) 203 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 13- 8=( -16) 582 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BEG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 0'- 0.0" -203/ 1795V -275/ 331H 5.50" 2.87 KDDF ( 625) 39'- 9.5" -198/ 1696V 0/ OH 5.50" 2.71 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -I'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.127" @ 14'- 11.6" Allowed = 1.944" MAX TL DEFL = -0.205" @ 14'- 11.6" Allowed = 2.592" SEASONED LUMBER IN DRY SERVICE CONDITIONS 22-04-07 17-05-01 MAX HORIZ. LL DEFL = 0.055" @ 39'- 6.0" MAX HORIZ. TL DEFL - 0.088" @ 39'- 6.0" 5-10-14 5-05-04 5-05-04 5-07 8-03-09 4-05-14 4-07-10 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00 M-4x6 Q 7 00 Wind: 140 mph, h-16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6 ^X End vertical(s) are exposed to wind, da Truss designed for wind loads in the plane of the truss only. M-3x411414Ne, M-5x8(S) s M-5x6(5) 0. 5" 7 0.25" A 4 ie:ii.* @` et M-3x6 M-1.5x3 3 1-1.5x3 N N o O .Adik /I 0 /r- 10 11 12 13 ++14 I M-3x6M-3x4 M-3x4 M-3x8 M-3x4 =M-4x4 0 p M-3x6(S) G� rnaF b l b b 1 1 �� fl !cO y 7-08-10 7-03-01 7-04-13y 8-07-01 8-10 y ��\ .,\,G.1 N 'E' <:)/,. . 20-00 19-09-08 4./� p r1 ,T 1 00 39-09-08 y ° 89200PE �<- JOB NAME : POLYGON 8256-A - E2 s /07r„� Scale: 0.1472 To WARNINGS. OENERALNOTES, unyupot thepenoled +� OREGON /+._. 1.Builder and erection contractor should be advised of all General Notes t This design Is based only upon parameters shown and le for an Mdhldual J OREGON y" ., Truss: E2 and Warnings before construction commences building component Apollo/46115y of design parameters and proper L Ys 2 2x4 compression web bracing must be Installed where shown+. Incoryoradon of component Is the reapeeaRltto of me wtdh,g designer. !/y T�/ 14 2" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced al (./ lr \\ la the responsibility a/the erector.Additional permanent bracing of 2'o.e.and et 10t oh.respectively unless braced throughout mak langur by ,�} continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "`!1 R t L� DATE: 8/31/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 6 2 5 2 4 4 4.No bad should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes wsses are to be used In a non-conosive environment design beds be applied to any component. and are for'dry condition'of use. TRANS I D: LINK 8.Design assumes null bearing at ail support shown.Shin or wedge it 5.CompaTmahasnocotroloerandassumesnoresponsibiliyforthe EXPIRES: 12/31/2017 fabrication,handling.shipment and Installation of components. w88ry um .1 r� .1 8.This design is furnished subject to the limn/Mons set forth 8.Platassumes beeadequateonboth is prodded.s,end August 3 I,LD 1 7 W ) en 8.Plates shalt locateds on born feces of wase end placed so their center TPIA TCA in BCSI,copies of which will be f=rot=hed upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate iinches. MITek USA,Ino./ColnpuTrus Software 7.6.8(1L)-E 10.For battle connector plate design natures see ESR-1311,ESR-7988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS I TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #163TR; I LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-5768) 7200 2- 3=(-4870) 2768 13- 8=(-1517) 1821 204 DF 2400E T3 I SPACED 24.0" O.C. 2- 3=(-4870) 2768 10-11=(-5054) 6305 3-10=( -856) 814 14- 8=( 0) 144 BC: 2x4 DF 2400F 3- 4=(-3835) 1598 11-12=(-4749) 5783 10- 4=( -703) 1043 8-15=(-3602) 2237 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3026) 1230 12-13=(-6925) 7834 4-11=(-1289) 1011 15- 9=( -347) 302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2135) 799 13-14=(-8043) 8762 11- 5=( -811) 1279 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1996) 566 14-15=(-8043) 8761 5-12=(-1756) 1274 BC LATERAL SUPPORT 0= 12"00. UON. I TOTAL LOAD = 42.0 PSF 7- 8=(-2255) 738 12- 6=( -295) 1146 8- 9=( -636) 643 12- 7=(-2067) 1905 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7-13=(-1272) 1265 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. 0'- 0.0" -1421/ 2800V -9948/ 9948H 5.50" 4.18 DF ( 670) 39'- 9.5" -1425/ 2788V -9948/ 9948H 5.50" 4.16 DF ( 670) ICOND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100•' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" MAX LL DEFL = -0.195" @ 16'- 8.5" Allowed = 1.944" MAX TL DEFL = -0.266" @ 14'- 11.8" Allowed= 2.592" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.263" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.292" @ 0'- 5.5" 22-04-07 17-05-01 T f 'COND. 3: 250.00 PLF SEISMIC LOAD. 5-09-05 5-06-13 5-05-04 5-07 8-03-09 4-09-06 4-09-02 Design conforms to main windforce-resisting T T T T T T .' ,' system and components and cladding criteria. 12 12 Wind: 140 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 -' 1 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 4.0" load duration factor=l.6, 6 0u End vertical(s) are exposed to wind, 0%144Truss designed for wind loads in the plane of the truss only. iM-4.4' M-5x8(S) s M-5x6(S) 0.25" I T 0.25" �o 4 2� M,-5x12 8 M-3x43 M-1.5x3 o M-1.5x3 , l atJ�, \��� IiG , N o 1/rte 10 1 12, ,(3 19 ' *15 1 MSHS-7x16 M-3x4 b•25" M-4x8 0.25 M-1.5x3 M-5x8 QED PR OFFS. M18HS-8x10(S) MSHS-8x10(S) �'\�. GAN E S/ J, y ), ), ), ), y am. ,N F� p� 7-08-10 7-03-01 7-04-13 8-07-01 4-04-02 4-05-19 (� �^tY� 1 00 39-09-08 y �' :9200PE �r- JOB NAME : POLYGON 8256-A - E2DRAG Scale: 0.1472 MU= WARNINGS: GENERAL NOTES, unl•s•omenMsenoted: +� OREGON C J''� 1.BuNder and erection contractor abquld be advised of all General Notes 1.This design is based only upon the parameters shown and k for an individual { '✓ CG O N h IL� Truss: E2DRAG and Warungs before construction commences. bidding component.Applicability of design parameters and proper [� V 2.254 compression web bracing must be installed where shown+. Incorporation of component a the responsibility of me bulkig designer. 'Id 7' 14 2�� 3.Additional temporary bracing to Insure stabldy during construction 2.Design assumes me lop and bottom chorda to be laterally Crated al V Y „s. N the responsibility of the erecta.Additional pennanenl bredng of 2'continuous ou et 10'h.e.such as ply unless eacetl(TC)en throughout Mak all(B). 'E L'�R r LL {V DATE: 8/31/2017 the overall structure is the responsibility of the building designer. 2Imps t ri ging s,such as plywood required a where s on 5 erywmgecy ���III /1 mr e3.25 Impact bridging or lateral bracing required wnere shown+. SEQ.: K3 6 2 5 2 4 5 4.No load should be applied Is any component until after all bredng and 4.Installation of truss is the responsibility of the respective canirscton. fasteners are complete and at no tine should any loads greater than 5.Design assumes Busses are is be used Ina non-corrosive envirenment, TRANS I D• LINK design Nada be applied to any component. and are for dors nsndlse of use. 5.CompuTrua has no control over aro assumes no responsibility for the 0.Design �u�•••mea tett bearing at all supports shown.Shim or wedge If EXPIRES:` 12/31/2017 fabrication,handling,shipment and installation of components. assumes 7.Patin adequatearemagelapms.d. eAugust 31,2017 S.This design is furnished subject 8.to .limitations set form by Plates anon be located oon trop faces or .,and placed so their center9 TPIIWTCA In SCSI,copies of which will be furnished upon request. tines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc.ICompuTrus Software 7.6.8(1 L).E 10.For basic connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 4,0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-361) 153 5-6=(-548) 611 5-1=(-418) 218 7-3=(-222) 199 BC: 2x4 KDDF k13BTR SPACED 24.0" O.C. 2-3=(-214) 248 6-7=(-304) 459 1-6=(-168) 314 WEBS: 2x4 RODE STAND; 3-4=( 0) 0 6-2=( -59) 179 2x4 KDDF k163TR A LOADING 2-7=(-465) 295 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 BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -55/ 463V -209/ 319B 5.50" 0.74 KDDF ( 625) ** For hanger specs. - See approved plans LL= 25 PSF Ground Snow (Pg) 11'- 4.0" -140/ 520V 0/ OH 5.50" 0.83 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.011" @ 2'- 6.6" Allowed = 0.392" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.016" @ 2'- 6.6" Allowed - 0.588" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-09-12 5-02-08 0-03-12 MAX HORIZ. LL DEFL = 0.007" 8 10'- 10.5" l' f .f MAX HORIZ. TL DEFL = 0.007" @ 10'- 10.5" 12 7.00 M-1.5x3 4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. I Wind: 140 mph, h=1 Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 2 0 1 0 0 A i 0 01 M-3x9 q1 e M 0 1 m 5 ** 6 ** 7 M-1.5x3 M-3x4 M-3x4 y 5-06-04 y 5-09-12 1 S���NQ�p E fi S:i 11-04 �' '9 O 89200PE <' JOB NAME : POLYGON 8256-A - E3 41"001e,„-0! Scale: 0.2932 i� Qv ' - WARNINGS: GENERAL NOTES, unless ao emlee noted: • '.i• 1.Builder and erection contractor should be advised of all General Notes 1.th5 design Is based only upon the parameters shown and le for en individual yll ,�OREGON 1)1 (tt, Truss: E3 end Warnings before construction commences. building component.Applicability or dealgn parameters and proper Y ��N �^� 2.2x4 compression web bracing must be installed where shown*. Design incorporation of component Is are responsibility of the building designer. /(J '�)' 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'5 5.and et 10'o.o,respectivelypunless braced throughout Melt length by P` '0- DATE: 8/31/2017 the overall structure is the responsibility of the building designer. 3.2x impact bridging continuous ole lateral bsuro asracing reqlywood uirednwh0 shown•• drywaii)RC). R SEQ.: K3 6 2 5 2 4 6 4.No load should be applied to any component until alter all bracing and 4.installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Stases are to be used to a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. end are for'dry condition'of use. S.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES: 12/31/2017 5.CompuTms has no control over and assumes no responsibility for the necessary. . fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 31,2017 S.This design is furnished subject to the limitations sat font by S.Plates shall be located on both faces of truss,and placed so their center TPIN✓TCA In SCSI,copies of which will be furnished upon request lines coincide with joint center Ines. uTrus Software 7.6.8(1 L E o Digits indicate ei:e of plate Is inches. MITek USA,Inc./Com P ft.For basic connector plate design es. ase ESR-1371,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-664) 187 5-6=(-566) 633 5-1=(-549) 207 7-3=(-255) 224 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-241) 260 6-7=(-324) 595 1-6=( -71) 475 WEBS: 204 RODE STAND; 3-9=( -12) 5 6-2=( 0) 308 2x4 KDDF N16BTR A LOADING 2-7=(-626) 271 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" -72/ 607V -181/ 328H 5.50" 0.97 RODE ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 14'- 9.4" -109/ 640V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. �CDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaclnq. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ 7'- 5.6" Allowed = 0.693" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.020" @ 7'- 4.7" Allowed = 0.925" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-06-08 6-11-04 0-03-12 MAX HORIZ. LL DEFL = 0.010" @ 14'- 3.9" 1' f '''1 MAX HORIZ. TL DEFL - 0.011" @ 14'- 3.9" 12 7.00 M-1.5x3 4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M 3x4 ioillIlli 2 4,1 o 0 1 o, M-3x4114411111111111111111111 'n . p a 1 N o 5 6 7 M-1.5x3 M-3x4 M-3x4 y y y ��� Q PRO�CFss 7-03 7-06-07 y y c,... V" �C�GINEFh' /p* 14-09-07 .11 4 89200PE 1.-- JOB JOB NAME : POLYGON 8256-A - E4 ,,, Scale: 0.2932 "a' • IOW, P' .I. ]� WARNINGS: GENERAL NOTES, unless otherwise noted, OREGON <4,/ Truss: 1.Builder and erection contractor should be advised of all General Notes f This design is based only upon the parameters shown and Is for an Individual O fl U ,V h Truss: E 4 and Warnings before construction, ,,ssscea building component Applicability of design parameters and proper 'Sr[p Vf ` 2.2x4 compression web bracing must be metalled where shown 4. Incorporation of component la the responsibility d me building tlealgner. //'� ".7 Y A A���'"4.� 3.Additional lemporery bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally brand at (./ 4 4' 11 la the responsibility d the erector.Additional permanent bredng of Y o.c.and at ea o.c. eslvely unless braced)TC)an col their length by ill R �� DATE: 8/31/2017 ma overall etnwture Is the respons Miley of the buildingdesigner. 2cImpacts skilling rg suchr acing red uiredsheatwls e s and/or drywstl(BC). 9 3.Is Impact brbgtrg n thenal bracing required where shown SEQ.: K3 6 2 5 2 4 7 4.No load should be applied to any component unyl after all bredng and 4.Installation or suss b the responsibility ofrespecrNe contractor. fastener,are complete and at no time should any loads greater than 5.Design assumes trusses are to a be used in a non-corrosive environment, TRANS I D: LINK ) design bads be applied to any component. end are for'dry condition.d use. 5.compurrvs has no contra over and assumes no responsibility forme 8.Desitin assumes fur bearing al all suppose shown.shim or wedge If EXPIRES: 12/31.12.417 fabrication.handling,shipment ssary smeecdoe installation a components.yea. 7.Passumes adequate drainagelIs provided.a. AU cost 31,2017 6.This design is furnished subject to ma limitations eel conn by e.Plates shall be located on both fades d was,and placed so their Dance. g TPIIWTCA in BCSI.copies of which win be furnished upon request. lines coincide with joint center Iles. 9.Digits Indicate she of plate in Indies. MTek USA,Inc.JColnpuTrus Software 7.8.8(10-E no.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 2.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=1-96) 89 4-5=(-171) 158 4-1=( -96) 71 BC: 2x4 KDDF p16BTR SPACED 24.0" O.C. 2-3=( 0) 0 1-5=(-129) 148 WEBS: 2x4 KDDF STAND 5-2=(-123) 116 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX BOAZ 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" -14/ 125V -61/ 87H 5.50" 0.20 KDDF ( 625) •* For hanger specs.- See approved plans 3'- 2.4" -44/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ICON)]. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.006" @ 1'- 6.2" Allowed- 0.176" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.005" @ 1'- 5.3" Allowed .. 0.120" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL TEFL - -0.001" @ 2'- 8.9" 2-10-11 0-03-12 MAX BORIS. TL DEFL = -0.001" @ 2'- 8.9" f f 12 Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 3 in the plane of the truss only. 2 A M-3x4 1 1 a GM do N 0 ill Ir i M-1.5x3 M-3x4 b b 3-02-07 �p PRn,�F 4on kFs? �G(NF� /�' `e 89200PE 91'" JOB NAME : POLYGON 8256-A - E5 ' /,�, Scale: 0.5489 ✓ CC WARNINGS: GENERAL NOTES, unless otha,o lea noted *� f� N T Y U 5$: £',5 1 Sullder and erection contractor Mould be advised of all General Notes 1 This design Is based only upon the parameters ehown and Is for an indMdual / /Iw O R �++0'•♦ L, and Warnings before constna:bton commences building component Applicability of design parameters and proper -/ 2.204 compression web bradng must be instabed where shown+. incorporation of component Is the responsibility of the building designer. /J a Al }, '9 A t Q �'4.- 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced al [./ + �^ 1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and x110'o.c.respectively unless braced throughout their length by � � �� DATE: 8/31/2017 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). "`"""��' RI ng t 3.2x Impact bridging or lateral bracing required where shown+• SEQ. : K3 6 2 5 2 4 8 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design mads be applied to any component and are for`dry condition'of use. 5.CompuTnrs has no control over and assumes no responsibility for the t.Design assume,fill bearing at all supports.Mown.Shim or wedge If EXPIRES:. ' 12/31/2017 fabrication,handling,shipment and installation d components. 7.Design assumes adequate drainage Is provided. August 3 s 1,20 1 7 8.The 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 TPIMITCA in 8101,copies of which will be fumiehed upon request. lines coincide with joint center lines. 9.MITek USA,InciCom uTrus Software 7.6.8(1L)-E 0 Digits indicate size plebe Inches.values V 10.For basic connector plate design values sae ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS ', TRUSS SPAN 44'— 7.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h-16.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 42.0 PSF load duration factor-1.6, considered for this design. russ 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 UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 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. 22-03 22-04-08 T T T 7-09-12 14-05-04 14-05-09 7-11-04 12 IIM-4x4 12 7.00 2NIIIIIIIIIIIIIIIIIIIIIIIIIv 7.00 M-3x6(5) M-3x6(5) in 1 0 O O O no M-3x6(5) M-3x6(S) o M-3x9 " •4 cp PROpen s + s 15-01-12 19-02-08 15-03-09 �� (,� ! s„h / 44-07-08 C ' 89200f �r- JOB NAME : POLYGON 8256-A - Fl Scale: 0.1933 "411111.4°."—Or'LW WARNINGS: GENERAL NOTES, unless ohervdse noted. • OREGON /z 1 Builder and erection contractor avant be advised of aA General Notes 1.This design is based only upon the parameters shown and h for an individual fl EG f V "'V Truss: F l and Wamings beton construction commences building component Applicability of design parameters and proper 2 2x1 compression web bracing mut t ba installed where shown•. Incorporation of component b the responsibility of the building designer. < 7 1 A 2 �"k- 3.Additional temporary bracing to Int un,stability during construction 2.Design assumes the lop end bottom chorda to be throughoutaterally brecod et Y is the responsibility of the erector.Additional permanent bracing of 2'continuous and et ea11 hinsch asp respectively unless braced(TC)and/r dry length)bl �t DATE: 8/31/2017 me overall structure Is the res b f the bulk deal n«. conalaeras aheaihlon such as ptywood sheathing(TC)and/or drywell(BC>. :C� L pond Bty o k9 g 3.2x Impact bridging or lateral bracing required where shown•• S E K3 6 2 5 2 4 9 4.No bad should be applied to any 4otsponent untti after et bracing end 4.Installation of truss is me responsiblsty of the respectte contracbr. 4 fasteners we complete and at no time should any loads greater than 5.Design assumes Busses ere to be used in a noncorrosive environment, design beds be applied to any component. end are for'dry condition"of use. TRANS I D: LINK 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at aA supports shown,shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. August 31,2017 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located an both laces of truss,and placed so their center TRIM/TCA In SCSI.copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size A plate In Inches. MITek USA,Int./CompuTrus Software 7.8.8(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRelt) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 44'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #163TR LOAD DURATION INCREASE = 1.15 1- 2=( -369) 115 1- 9=(-158) 344 9- 2=( 0) 334 6-13=(0) 335 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2- 3=( -65) 523 9-10=(-161) 341 2-10=( -667) 435 WEBS: 204 KDDF STAND 3- 4=( -538) 459 10-11=(-396) 398 10- 3=(-1678) 764 LOADING 4- 5-( -508) 468 11-12=(-118) 820 3-11=( -269) 1017 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1101) 563 12-13=(-380) 1350 11- 4=( -138) 170 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1699) 641 13- 7=(-379) 1352 11- 5=( -907) 543 TOTAL LOAD = 42.0 PEE 7- 8=( 0) 57 5-12=( -124) 552 OVERHANGS: 0.0" 12.0" 12- 6=( -618) 379 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -70/ 423V -293/ 288H 4.00" 0.68 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 1.7" -230/ 2187V 0/ OH 3.50" 3.50 RODE ( 625) 44'- 7.5" -147/ 1259V 0/ OH 5.50" 2.02 KDDF ( 625) PROVIDE FULL BEARING:Jts:1,10.7l ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL= -0.016" @ 7'- 9.8" Allowed= 0.988" MAX LL DEFL = 0.062" @ 29'- 4.3" Allowed= 1.436" MAX TL DEFL - -0.097" @ 29'- 4.3" Allowed- 1.915" MAX LL DEFL - -0.002" @ 45'- 7.5" Allowed- 0.100" MAX TL DEFL = -0.003" @ 45'- 7.5" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.058" @ 3'- 6.2" Allowed- 0.565" SEASONED LUMBER IN DRY SERVICE CONDITIONS • 22-03 22-04-08 MAX HORIZ. LL DEFL= 0.021" @ 44'- 2.0" f '( T MAX HORIZ. TL DEFL= 0.034" @ 44'- 2.0" 7-11-09. 7-05-11 6-09-12 6-09-12 7-05-11 8-01-01 T T 1' T 1' f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 HM-4x4 Q 7.00 Wind: 140 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ^`n' load duration factor=1.6, Truss designed for wind loads 1 in the plane of the truss only. M-3x6 M-3x4 3 5 M-5x8(5) M-5x8(5) 0.25" +11 0.25" m O o O N • a IF .a. 'I e 8 of M-3x4 M-1 1 9 5x3 10 C 25" /IT 13 o o M-3x8 0.251 M-1.5x3 M-3x4 I t� h M-Sx6(S) M-Sx6(S) o ��� Q Pa�r�� J' y y y 1 y y `cJ NG{NEER /wryr. 7-09-13 7-03-15 7-01-04 7-01-04 7-03-15 7-11-05 „,_44..i "Y b ), b 17 44-07-08 1-00 :9200P <"' JOB NAME : POLYGON 8256-A - F2 �/. Scale: 0.1330 .-al/�� ' WARNINGS: GENERALNOTEB, uthesso they ithOc 7G OREGON �4, 1 Builder and erection contractor should be advised of all General Notes 1.This design O based only upon the parameters shown and is for an MtlMduel OREGON GL7 'V Truss: F 2 and Warnings before construction commences. building component Applicability of design parameters and proper f �j tK 2.2x4 compression web bracing must be Installed where shown a Incorporedon of component la the responsibility of the building designer. +a/h, 7 y A 2" �"'F+ 3.AtlMlbnal temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords b b°'eternity braced at (./ f 4 L , is M°responsibility o!the erector.Addllbnal permanent bracing o! T o.n.and at 10'me respectively unless braced throughout their length by 4,1P �� DATE: 8/31/2017 t e overes structure is the resibiN of the bulldl designer. continuous aheatlMrg such as pN'wood sheathing(TC)and/or drywell(BC). apo" ty erg3.2a Impact bridging or lateral bracing required where shown f e SEQ.: K3 6 2 5 2 5 0 4.No bad should be applied to any component unit after all bracing and 4.Installation of hues la the responsibility of the respecrve contractor. fasteners ere complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to an and are for condition'of use. TRANS I D: LINK °°g w erendenent. r 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beatlng at all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 febrts8500,handling,shipment end installation of components. 7.Design ssumes adequate drainage is provided. August 31,2017 6.This design H furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIANTCA In BCS'.copies of which will be furnished upon request. bines coincltle w'M joint center lines. 9.MiTek USA,Inc.(Coet uTrus Software 7.6.8(114-E s Fo bs Indicate siteofplate in inches.values P10.For basic connector plate design values sae E58-1311,EBR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -393) 194 1-12=1-137) 906 2-12=1-297) 125 16- 6=1 -78) 263 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=1 -667) 368 12-13=1 -13) 35 2-14=1-221) 466 18- 6=(-1991) 877 WEBS: 2x4 KDDF STAND 3- 4=1 -126) 126 14-15=1-322) 827 12-14=1-161) 464 6-19=1 -344) 1143 LOADING 4- 5=1 -138) 623 15-16=1-194) 209 13-19=1 0) 15 19- 7=( -116) 142 TC.LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -112) 633 17-18=1 -11) 35 14- 3=1 -23) 194 19- 8=1 -900) 544 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -480) 402 18-19=1-510) 496 3-15=(-678) 537 8-20=1 -136) 560 TOTAL LOAD = 42.0 PIE 7- 8=1 -493) 438 19-20=1 -94) 700 15- 9=( 0) 320 20- 9=( -659) 401 OVERHANGS: 0.0" 12.0" 8- 9=1-1001) 516 20-21-1-339) 1267 4-16=1-590) 391 9-21=1 0) 350 LL = 25 PSF Ground Snow (Pg) 9-10=1-1602) 604 21-10=1-337) 1270 5-16=1 -90) 73 M-3x4 where shown; Jts:1,3,8,10,12,15,18 - 10-11=( 0) 57 17-16=1 -83) 1 BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE 16-18=1-572) 543 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 326V -293/ 288H 4.00" 0.52 KDDF 1 625) 15'- 1.7" -269/ 2333V 0/ OH 3.50" 3.37 KDDF 1 625) 94'- 7.5" -141/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) (PROVIDE FULL BEARING;Jt5:1,18,10j 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 0-10-04 MAX LL DEFL - 0.025" @ 2'- 3.1" Allowed = 0.741" f--1 MAX TL DEFL = -0.035" @ 7'- 8.9" Allowed = 0.988" 22-03 22-04-08 MAX LL DEFL = 0.061" @ 28'- 10.0" Allowed - 1.436" T f f MAX TL DEFL - -0.095" @ 28'- 10.0" Allowed - 1.915" 1-05-12 5-06-10 5-04-14 2-00 6-11-08 6-03-08 7-09-11 8-03-05 MAX LL DEFL - -0.002" @ 45'- 7.5" Allowed - 0.100" ,r T f ,r ,r / ,r , ,. ,, MAX TL DEFL - -0.003" @ 45'- 7.5" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 IIM-4x4 7.00 '7-J7.00 MAX HORIZ. LL DEFL- 0.032" @ 44'- 2.0" 4 0„ MAX HORIZ. TL DEFL= 0.051" @ 44'- 2.0" 7 . Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x8 (All Heights), Enclosed, Cat.2r Exp.B, MWFRS(Dir), 6 load duration factor-1.6, M-1.5x3 Truss designed for wind loads 5 in the plane of the truss only. M-5x6(5) :: :8 (5)I 4e +//+ -' + A + M-3x6 3 4000 z In _IM%a14 15 0� 15`n\i 666 ; 9 P. 44 1 1213 17 18 19 20 21 15 I0 0 I M-5x8 M-3x8 0.25" M-1.5x3 1 M-1.5x3 M-1.5x3 M-5x8 M-5x6(S) i ),), b J, J, b 1 b y ���� P I4�� Sri' 1-M5-0182-085-04-14 y 5-08-06 1y 10-04 7-01-04 6-07 7-07-15 8-01-09 y y ��.., NGINE , 4, y2-04 10-09-12 31-05-12 1-00 ,T .�y 44-07-08 JOB NAME : POLYGON 8256-A -I F3 Scale: 0-1330 �•� �� WARNINGS: GENERAL NOTES, unless of remiss noted: ORill /,� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters sham and Is for an IndMdual 174, kF-�T 1177 VV�f``E/rf'1AI 1I * r(✓ Truss: F3 and Warrdn s before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing mei`be Installed amore shown.. incorporation ofcomp hent la the responsibility of me building designer. <O 71 y 1 4 2.' . 3.Additional temporary bracing to in stability during construction 2.Design assumes the top and bosom chorda to be laterally braced at Is the responsibility f the erector. conal permanent bracing of 2'niooh.and et uous ea Ding such as p unless braced(TC)a d/mein length). MiP n I�� lts lyo 2x impact sheathing such bracing re airedsheatinerashM/anrywell(BC). DATE: 8/31/2017 the overall structure Is the respan blAty of the building designer. J.2s Impact bridging or lateral bracing required where shown+n SEQ.: K 3 6 2 5 2 51 4.No load should be applied to any domponent until after all bracing end 4.Inetane9on of truss Is the responsibility of Na respective contractor. fasteners are complete end at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design toads be applied toanerandanaat. 9.Designassumes for webearingataUsupports shown.Shim orwedge rc EXPIRES: 12/31/2017 5.CompuTms hos no control over and assumes no responsibility ler the sorry fabrication,handling.shipment and installation of componantu. 7.Design assumes adequate drainage is provided. August 31,2017 8.This design is famished subject to Ore limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/`WTCA In SCSI,copies of whin will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate aloe of plate In Inures. MiTek USA,Inc.ICompuTrus Software 7.8.8(1L)-E 1o.For basic connector plate design values see ESR-1311,ES18-1988(MITek) i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=7 -393) 194 1-12=(-137) 406 2-12=(-297) 125 16- 6=( -78) 263 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=7 -667) 368 12-13=( -13) 35 2-14=(-221) 466 18- 6=(-1991) 877 WEBS: 2x4 KDDF STAND 3- 4=7 -126) 126 14-15=(-322) 827 12-14=(-161) 464 6-19=7 -344) 1143 LOADING 4- 5=7 -138) 623 15-16-(-194) 209 13-14=7 0) 15 19- 7-( -116) 142 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=7 -112) 633 17-18=7 -11) 35 14- 3=( -23) 194 19- 8=( -900) 544 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -480) 402 18-19=(-510) 496 3-15=(-678) 537 8-20=7 -136) 560 TOTAL LOAD = 42.0 PSF. 7- 8=7 -443) 438 19-20=7 -94) 700 15- 4=( 0) 320 20- 9=( -659) 401 OVERHANGS: 0.0" 12.0" 8- 9=(-1001) 516 20-21=(-339) 1267 4-16=(-590) 341 9-21=( 0) 350 LL = 25 PSF Ground Snow (Pg) 9-10=(-1602) 604 21-10=(-337) 1270 5-16=7 -90) 73 M-3x4 where shown; Jts:1,3,8,10,12,15,18 10-11=7 0) 57 17-16=7 -83) 1 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-18=(-572) 543 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 326V -293/ 288H 4.00" 0.52 KDDF ( 625) 15'- 1.7" -264/ 2333V 0/ OH 3.50" 3.37 KDDF ( 625) 44'- 7.5" -141/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) PROVIDE FULL BEARING;Jts:1,18,101 ICOND, 2; Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-10-04 MAX LL DEFL- 0.025" @ 2'- 3.1" Allowed- 0.741" ,r--r MAX TL DEFL - -0.035" @ 7'- 8.9" Allowed- 0.988" • 22-03 22-04-08 MAX LL DEFL = 0.061" @ 28'- 10.0" Allowed= 1.436" MAX TL DEFL= -0.095" @ 28'- 10.0" Allowed= 1.915" 1-05-12 5-06-10 5-04-14 2-00 6-11-08 6-03-087-09-11 8-03-05 MAX LL DEFL- -0.002" @ 45'- 7.5" Allowed- 0.100" l / f f f f f f f f MAX TL DEFL = -0.003" @ 45'- 7.5" Allowed= 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 7.00 HM-4x4 Q 7.00 MAX HORIZ. LL DEFL = 0.032" @ 44'- 2.0" 40" MAX HORIZ. TL DEFL - 0.051" @ 44'- 2.0" 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x8 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 6 load duration factor-1.6, M-1.5x3 / Truss designed for wind loads 11111 in the plane of the truss only. M-Sx6(S) M-Sx8(S)0.25" 0.24 s'.MM-3x6 o C, "', fifpipllp0p1AIIIIII1111 O 0 L',9 IMt:14 15 16 a^!= -- I o 1 1213 0 0 17 18 19 20 21 "1r c 0 0 0 0 I I M-5x8 M-3x8 0.25" M-1.5x3 0 M-1.5x3 M-1.5x3 M-5x8 M-5x6(S) - . 1-(05-(10-085-04-14 5-08-06 1-,L, y 10-09 7-01-04 6-07 7-07-15 8-01-09 l b ,`c0 9 GINEzc� -' y2-09 10-09-12 31-05-12 1-00 �` $9 200 P E 1 44-07-08 JOB NAME : POLYGON 8256-A - F4 ,,.. � . Scale: 0.1330 • OREGON //���� WARNINGS: OENERALNOTES, unlessolhenMeenoted: © OREG.ON �✓"'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 bran Individual Truss: F4 and Warnings before constructon commences building component.Applicability of design parameters and proper 2 254 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building designer. <0 7 y ./^ 2.V �-'1•'`' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chards b be laterally braced et V 1 Y (),, Is the reeponslblAty of the erector.Additional permanent bracing of 2 o.c.and at 10'n.c.respectively unless braced throughout Meir length by ` V DATE: 8/31/2017 the overall structure is the responsibility of the building designer. mecontinau sheathing such l bracing plywood required et when s ove,and/O drywall/BC). � �R l�� M 9 9 3.2a Impad bridging or lateral required where shown.. SEQ.: K3 6 2 5 2 5 2 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. fasteners are complete and at no time should any loads greater than 5.Design assumes cusses are to be used In a non-corrosive environment TRANS ID' LINK design bads be applied to any component and are for'dry condition-of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes run bearing at all supports shown.Shim or wedge if EXPIRES 12/31/2017 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 31,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center 9 TPIOrTI CA in SCSI,copies of which will be furnished upon request. linea coindde with joint center lines. 9.Digits Indicate size of plate in Inches. MTek USA,Ino./CompuTrus Software 7.8.8(11)-E 10.For basic connector plate design values see 158-1311,ESR-1988(MITek) • ',, This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-631) 142 1- 8=(-102) 522 8- 2=) 0) 330 11- 6=(-114) 87 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-103) 277 8- 9=(-104) 520 2- 9=( -646) 237 6-12=(-303) 161 WEBS: 2x9 KDDF STAND 3- 4=(-559) 285 9-10=(-237) 206 9- 3=(-1253) 380 12- 7=)-115) 717 LOADING 4- 5=(-514) 269 10-11=( -86) 600 3-10=) -44) 644 7-13=(-914) 230 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-800) 258 11-12=(-135) 617 10- 4=) -96) 188 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-778) 193 12-13=( -41) 56 10- 5=( -549) 243 TOTAL LOAD = 42.0 PSF 5-11=) -1) 250 M-3x9 where shown; Jts:1,3,5-7,9,11-12 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA '• For hanger specs. - See approved plans I, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -86/ 571V -268/ 327H 5.50" 0.91 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 15'- 1.7" -198/ 1769V 0/ OH 3.50" 2.56 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 0.6" -125/ 958V 0/ OH 5.50" 1.53 KDDF ( 625) (PROVIDE FULL BEARING;Jts:1,9,131 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX TL DEFL - -0.021" @ 7'- 9.8" Allowed= 0.979" MAX LL DEFL - -0.026" @ 28'- 10.0" Allowed= 1.158" MAX TL DEFL = -0.093" @ 28'- 10.0" Allowed= 1.544" 22-03 16-09-10 MAX BC PANEL LL DEFL = 0.027" @ 12'- 9.0" Allowed= 0.345" f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-11-09 7-05-11 6-09-12 6-03-08 5-01-05 5-04-13 MAX HORIZ. LL DEFL= 0.012" @ 38'- 10.9" T I f 1' '1' T 1 MAX HORIZ. TL DEFL = 0.019" @ 38'- 10.9" 12 12 7.00 IIM-4x4 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 Wind: 190 mph, h=16.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor.-.1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 1 M-5x8(S) 6 0.25„ 2 JV 7 0' I h 1 0 o 0 1 -T- 8 9 •• 10 11 72 *,R3� i M-1.5x3 M-3x8 M-1.5x3 0 M-3x6(S) PRO Ft b b b y b b fiF y 7-09-13 7-03-15 7-01-04y 6-07 5-01-05 5-01-05 Jr �"\ GINE S f A Ok 19-10-08 39-00-10 19-02-02 y �,�?� �� 1- 89200PE r' JOB NAME : POLYGON 8256-A - F5 '' ,'; Scale: 0.1602le s .. CC WARNINGS: GENERAL NOTES, unless olhervdse noted: �� OREGON p C/'tO n' 44,41 Truss: 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 fl Cl,� (V "V Trus8: F 5 and Warnings before consinlction commences. building component Applicability of design parameters and proper 2 2s1 compression web bracing mus)W thstelletl where drown. Incorporation of component h the responsibility of the building designer. <6 '441' 14 2) ' ' 3.Additional temporary bracing to Inajue stability during conslrocllon z Design assumes the top and bottom chorda to be laterally braced al Is the responsibility of the erector.Additional permanent bredng of 22''n.c.end at 10'o.o.respectively unless braced throughout their length by `LA- DATE: �� DATE: 8/31/2017 . the overall structure Is the responsibility of the building designer. uncus sheathing such l b acinplywg re tired here and/or drywell(BC). ^ 4 y 4.in Impact of true or lateral pnaAl required whore anew".. s SEQ.: K3625253 4.Nod sareltl bern appliieteanbanytimeshoultuntil atterallleaanhend 4.DesIgnlosofWsasyesareobsuselity df itheon-co /s contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, design beds be applied to any component. and are for'dry condition.of use. TRANS I D: LINK 6.Design assumes full bearing al as supports shown.shim or wedge if 6.DdmpuTrtahasnoconiraeerandassumesnoresponsbilityf«the EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of necessary. Sm components.forth yh. 7.Plateslb assumes adequate ne resp drainaged.seton feces of truss,end placed so their center August 31,2017 TPINOTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lures. 9.Digits Indicate size of plate In inches MITek USA,IncJCompuTrus Software 7.6.80 LYE 10.For basic connector plate design values see ESR.4311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-5622) 5347 1- 8=(-4048) 4278 1- 2=(-5622) 5347 5-11=(-1619) 1812 BC: 2x4 ROOF #110TR SPACED 24.0" O.C. 2- 3=(-4349) 4502 8- 9=(-4050) 4276 8- 2=1 0) 331 11- 6=(-2169) 2156 WEBS: 2x4 KDDF #1&13TR; 3- 4=(-2467) 2243 9-10=(-3164) 3059 2- 9=(-1533) 1111 12- 6=( 0) 208 2x6 ROOF #1&BTR A LOADING 4- 5=(-1945) 1724 10-11=(-5907) 6250 9- 3=(-3264) 2530 6-13=(-4225) 3627 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2277) 1871 11-12=(-7289) 7645 3-10=(-3137) 3614 13- 7=1 -404) 357 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=1 -747) 759 12-13=(-7290) 7694 10- 4=(-1326) 1415 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 10- 5=(-2366) 2071 ** For hanger specs. - See approved plans 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 PIF LIMITED STORAGE 0'- 0.0" -2784/ 3114V -9763/ 9763H 5.50" 4.98 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 15'- 1.7" -1767/ 3193V 0/ OH 3.50" 5.11 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 0.6" -2482/ 3086V -9763/ 9763H 5.50" 4.94 RODE ( 625) 'PROVIDE FULL BEARING;Jts:1,9,131 [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL- -0.051" @ 7'- 9.8" Allowed= 0.979" MAX LL DEFL= 0.071" @ 28'- 10.1" Allowed - 1.158" MAX TL DEFL= -0.083" @ 28'- 10.1" Allowed= 1.544" MAX TC PANEL LL DEFL= 0.055" @ 3'- 7.0" Allowed = 0.564" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.202" @ 0'- 5.5" 22-03 16-09-10 MAX HORIZ. TL DEFL = -0.208" @ 0'- 5.5" f f f 'COND. 3: 250.00 PLF SEISMIC LOAD. 1 7-11-09 7-05-11 6-09-12 6-05-04 5-01-05 5-03-01 T . T T ' T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 M-4x6 . 7.00 Wind: 190 mph, h=16.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Lq End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x8 3 M-4x6 5 40 MSHS-7x16(5) M-5x16 • 0.25" '` 2� A �� M-1.5x3 M-1.5x3 u, 0 M-5x12 0 rn O •� sal m ee si cn o of 1 M-1.5x3 9 p.25" M-5x12 0.251 M-1125x3` Fr) *a3 MSHS-8x10(S) MSHS-8x10(S) M-7x6 <C"t� PR(IF (SltSI 7-09-13 7-03-15 7-01-04 6-07 4-11-09 5-03-01 J' b 39-00-10 y kc 89200PE �r" JOB NAME : POLYGON 8256-A - F5DRAG _._#.�/,,� • Scale: 0.1500 / f [)'`' WARNINGS: GENERAL NOTES, unless otherwise noted: '� OREGON 1` 1 Builder and erection contractor should be advised of all General Notes 1 This design b based only upon the parameters shown and Is for an Individual fl L7lJ,V Truss: F5DRAG end warnings before construction commences building component Applicability of dee sere and Incorporation f t Is the responsibility parameters proper mprepnmcampanen poneml of the designer. r0 A yy 14 p �.�.. z 2x4 compre.,aton web breang meet be Installed where shown+. z Design assumes the lop and bottom chorda be laterally braced at 3 I the realtemporary bracing to Insure stability during construction r o e and at to o c respectively amass braces throughout melt length by N the reaponslbilltyoton of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `+,'ay('.7 I t N,,, DATE: 8/31/2017 the overall structure Is the responsibility of the building designer. 3.za Impact bridging or lateral bracing required where shown++ r(Z r SEQ.: K3 6 2 5 2 5 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of me reepectfe contractor. fasteners are complete and at no Noe should any loads greater then S.Design assumes busses ate to be used in a non-corrosive environment, tlasl loads be applied to an t end are for'dry condition'of use. TRANS ID: LINK gn o ynmponen. 5.Com uTroa has no control over and assumes no res 8.Design aatumae all bearing al as supports shown.Shim or wedge If EXPIRES:' 17131/2417 p ponsibilly for the n ssary. q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage le provided. August 31,2017 8.This design Is furnished subject to the limitations eel forth by 8.Plates shell be located on both feces of toss,and pieced so their center TPIANTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.87L E 10.FortDigits Indicateetrer ppteteen ignhes. P ( 9. basic cafe size plate design I inn vaNee see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 2.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 9=(-102) 522 9- 3=( 0) 334 7-13=(-303) 161 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-633) 142 9-10=(-104) 519 3-10=( -655) 221 13- 8=(-115) 717 WEBS: 2x4 KDDF STAND 3- 4=( -99) 282 10-11=(-240) 203 10- 4=(-1258) 380 8-14=(-914) 230 LOADING 4- 5=(-552) 287 11-12=( -86) 598 4-11=( -45) 648 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)001) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-512) 271 12-13=(-135) 617 11- 5=( -98) 186 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-798) 259 13-14=( -41) 56 11- 6=( -549) 243 TOTAL LOAD = 42.0 PSF 7- 8=(-777) 194 6-12=1 -1) 250 OVERHANGS: 12.0" 0.0" 12- 7=( -114) 87 LL = 25 PSF Ground Snow (Pg) M-3x4 where shown; Jts:2,4,6-8,10,12-13 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -86/ 699V -273/ 336H 5.50" 1.12 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 3.2" -194/ 1776V 0/ OH 3.50" 2.57 KDDF ( 625) 39'- 2.1" -125/ 958V 0/ OH 5.50" 1.53 KDDF ( 625) (PROVIDE FULL BEARING:Jts:2,10,141 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.022" @ 7'- 11.3" Allowed= 0.987" 22-04-08 16-09-10 MAX LL DEFL = -0.026" @ 28'- 11.5" Allowed= 1.158" MAX TL DEFL = -0.043" @ 28'- 11.5" Allowed- 1.544" l '( ' MAX BC PANEL LL DEFL = 0.027" @ 12'- 5.5" Allowed= 0.345" 8-01-01 7-05-11 6-09-12 6-03-08 5-01-05 5-04-13 SEASONED LUMBER IN DRY SERVICE CONDITIONS ' f 1' '1 T T MAX HORIE. LL DEFL = 0.012" @ 39'- 0.4" 7.00 IIM-4x4 'J 7.00 MAX HORIE. TL DEFL = 0.019" @ 39'- 0.9" 4.0" Design conforms to main windforce-resisting 5 '/'/ system and components and cladding criteria. 14 iNiiii 1 Wind: 190 mph, h-16.8ft, TCDL-9.2,BCDL-6.0, ASCE 7-10, ei70/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 6 Truss designed for wind loads in the plane of the truss only. M-5x8(5) Ill +: 7 °°°°°°°°°7''''' 0.25" 3 }. fay ti 0 1 r 0 o O M it oo 1 9 SOT as 11 12 13 **14� I M-1.5x3 M-3x8 M-1.5x3 0 M-3x6(S) n PROF b b l l y y y •�� V rf1V Fs y 7-11-05 7-03-15 7-01-04 6-07 5-01-05 5-01-05 b mac ' rNGINEc:,9S/a.4 1-00 20-00 39-02-02 19-02-02 y s�nO�pE "L',�j-- JOB NAME : POLYGON 8256-A -j F6 /- Scale: 0.1539 � . WARNINGS: I GENERAL NOTES, unless otherwise noted: OREGON Y�/�. 1.Builder and erection contractor hP ld be advised of all General Notes 1.This design h based only upon the parameters shown and is f« "S7 an Individual / L Truss: F 6 and Warnings before cone n dwn me as building component.Applicability of design parameters and proper / • � GO� \ 2.2s4 compression web bracing must b installed where shown+. Incorporation of component is the responsibility of the butting designer. 0 Y -)4 3.Additional temporary bracing to Inhale stability during conetrudlon 2.Design assumes the top and bottom chords w be laterally braced at /s P Is the responsibility of the ered«.iAddil anal permanent bradng of T continuous and et 10'sheo.oathing such a py unless braced throughout their length by �FZ R ILA- DATE: ^ 8/31/2017 the overall structure Is the responsibility of buildingdesigner. 2s Impart ehging or ater as acwg requirede were shownand/s orywan(Bc). t� span y o 9ner. 3.2s Impact bridging or lateral bracing where so SEQ.: K3625255 a.No load should be applied to asp Iseponent until aser all bnadng and 4.Installation oftru Is theresponsibilityime�^e^�p�Naicontractor. fasteners are complete and at no time should any loads greater than Design assumes TRANS I D: LINK design wads be applied to any component s. and sg�,a.umaa full bearing at en supports etw an.shim or g 5.CompuTma has no control over and assumes no responsibility for the necessary. EXPIRES:. ' 12/31/2017 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 31,20 1 7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tress,and placed so their center 9 TPIANTCA in SCSI,copies of whish will be furnished upon request fines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc7ColnpuTnls Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 2.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 57 2- 9=(-4017) 4248 2- 3=(-5652) 5377 12- 7=(-2173) 2159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5652) 5377 9-10=(-4019) 4246 9- 3=) 0) 335 13- 7=( 0) 208 WE9S1 2x4 KDDF #1613TR; 3- 4=(-4345) 4506 10-11=(-3164) 3051 3-10=(-1502) 1074 7-14=(-4234) 3637 2x6 KDDF #1&BTR A LOADING 4- 5=(-2467) 2244 11-12=(-5931) 6273 10- 4=(-3284) 2548 14- 8=1 -404) 357 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1955) 1735 12-13=(-7315) 7670 4-11=(-3152) 3632 TC LATERAL SUPPORT 0- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2286) 1880 13-14=(-7316) 7669 11- 5=(-1328) 1415 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -747) 759 11- 6=(-2369) 2074 6-12=(-1622) 1815 OVERHANGS: 12.0" 0.0" LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 0'- 0.0" -2764/ 3098V -9794/ 9794H 5.50" 4.96 RODE ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 15'- 3.2" -1783/ 3214V 0/ OH 3.50" 5.14 KDDF ( 625) 39'- 2.1" -2490/ 3093V -9794/ 9794H 5.50" 4.95 KDDF ( 625) PROVIDE FULL BEARING;Jts:2,10,141 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045" @ 8'- 0.2" Allowed = 0.741" MAX TL DEFL = -0.051" @ 7'- 11.3" Allowed = 0.987" MAX LL DEFL - 0.071" @ 28'- 11.6" Allowed = 1.158" MAX TL DEFL = -0.083" @ 28'- 11.6" Allowed = 1.544" SEASONED LUMBER IN DRY SERVICE CONDITIONS 22-04-08 16-09-10 f f f MAX HORIZ. LL DEFL = 0.203" @ 0'- 5.5" 8-01-01 7-05-11 6-09-12 6-05-04 5-01-05 5-03-01 MAX HORIZ. TL DEFL = -0.209" @ 0'- 5.5" f T 1 T T T T 12 12 ICOND. 3: 250.00 PLF SEISMIC LOAD. I 7 00 M-4x6 IZ ' 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 I1\ Wind: 140 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 1-4X6 Truss designed for wind loads M-5x8 6 in the plane of the truss only. 4 MSHS-7x16(5) .000 M-5x16 0.25" �� 3Q 0`' M-1,5x3 M-1.5x3 to o o M-5x1 y 111\ Iib lit � of c 1 e a.a M o • f M-1.5x3 10 8.25" M-5x12 0.25 M-1.1 5x3 °' *tor ph[� P MSHS-8x10(S) MSHS-8x10(S) M-7x6 <'?' IIN v , J., ), ), y y ), ), 0NC'�N�F9 ego 7-11-05 7-03-15 7-01-04 6-07 4-11-09 5-03-01 RC2 2 1-00 39-02-02 y �" 89200PE �<'" JOB NAME : POLYGON 8256-A - F6DRAG ,,_ �,.• Scale: 0.1384 Q •. r. WARNINGS, GENERALNOTES, unlesaothenvleenoted: OREGON /'- Truss: F 6 DRAG Builder and erection contractor should be advised of all General Notes This design Is based only upon me parameter.ehown and la for an Individual OREGON V/V Fg .�1 and Warnings before construction commences building component Applicability of design parameters and proper �I Y 2.204 compression web bradng must be Installed where shown*. Incorporetbn of component b the responsibility of the building designer. /O ".7 y A Ac,s �"'� 3.Additional temporary baring to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at !Y L Is the responsibility of the erector.Additional permanent bradng of 2 o c,end e110'o c respectively unless braced throughout their length by /.., �� DATE: 8/31/2017 the overall struame Is me responsibility of the building designer. conWuous sheathing such ore plywood sheathing(TC)and/or drywall(BC). /'E sport M g g 3.24 Impact bridging or lateral bracing required where shown** SEQ.: 1<3 6 2 5 2 5 6 4.No bad should be applied to any em until after all bradng and 4.Installation of buss is the responsibility of the respectNe contractor. should fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design beds be applied to any component. end are for Mry condlibn'of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing Cl all supporta shown.Shim or wedge if EXPIRES:. 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. August 3 1,20 1 7 8.This design is furnished subject to the limitations set forth by S.Plates shell be located on both faces of trues,end placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. tins coincide with joint center tins. MITek USA,Inc./Com uTrus Software 7.8.8 1 L E 9.Digits Indicate size of pleb in inches. P ( )- 10.For basic connector plate design valves see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-326) 141 5-6=(-559) 618 5-1=(-405) 217 7-3=(-223) 197 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-226) 258 6-7=(-304) 445 1-6=(-202) 304 WEBS: 2x4 KDDF STAND; 3-4=( -12) 5 6-2=( -96) 188 2x4 KDDF #16BTR A LOADING 2-7-(-464) 311 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 BAG AREA BC LATERAL SUPPORT 0= 12"00. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -52/ 447V -217/ 322H 5.50" 0.71 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 10'- 8.6" -153/ 502V 0/ 0H 5.50" 0.80 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL - 0.009" @ 2'- 5.1" Allowed = 0.369" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.012" @ 2'- 5.1" Allowed - 0.553" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-06-01 4-10-13 0-03-12 MAX HORIZ. LL DEFL = 0.007" @ 10'- 3.1" 1 '( T T MAX HORIZ. TL DEFL - 0.007" @ 10'- 3.1" 12 7.00 M-1.5x3 4 Design conforms to main windforce-resisting I11173111111111 �O -f system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 2 0 :1 A 0 M-3x4 � 1 0 f 1 r 0 1 M lir A 5 ** 6 ** 7 M-1.5x3 M-3x4 M-3x4 y y y <<Y1/41) P opF-S 5-02-09 5-06-01 10-08-10 y 4,/ NGIN Mcg /� l ' 89200PE sir.. JOB NAME : POLYGON 8256-A - F7 ,..e.00' Scale: 0.2932 �,.�1 - • '�/ ..• WARNINGS, GENERAL NOTES, unleseolherwMenoted' V OREGON 4 1 Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters ahem and is for an individual //�� /f_OREGON I.V *t "(/ Truss: F7 and Warnings before construction commences. building component.Applicability of design parameters and proper �4+/ 'vJt7 QA\ 4� 2.204 compression web bracing must be Installed where shown o, incorporation of component is the reaponsiaury or me building designer. /1 T�'+ .� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom MONS to be laterally braced el V is the responsibility of the erector.Additional permanent bracing of T o.o.and at 10'o.c.respectively unless braced throughout them length by ME13 R t LL DATE: 8/31/2 017 the ovens structure is the res alb of the desl ner. 20nwuwta Mgor.cath l b acpiwwore aired here)ownand/•drywan(Bc>. (,� responsibility building 9 3.20 Impact bridging or lateral bracing required where shown�* SEQ. : K 3 6 2 5 2 5 7 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respectte contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes musses ere to be used in a nonconuaive environment, and are for of use. TRANS I D: LINK design loads be applied to any component. 6.Design ata•ruse full condition.' 5.CompuTrus has no control over and assumes no responsibility for the �,„ary,° bearing at all supports shown.Shim or wedge If EXPIRES:' 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. August 31,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end pieced an their center 9 TPIMTCA 11 SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In Inches, MITek USA,Inc./CompuTrua Software 7.6.8(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-326) 168 1- 9=(-206) 316 2- 9=( -270) 204 12- 7=(-344) 170 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-140) 170 9-10=(-192) 168 9- 3=(-1198) 278 7-13=( -19) 164 WEBS: 204 KDDF STAND 3- 9=(-738) 176 10-11=) -76) 578 3-10=( -66) 584 13- 8-( -42) 270 LOADING 4- 5=(-510) 294 11-12=(-174) 204 10- 4=( -264) 162 8-14=(-442) 124 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-468) 228 12-13=( -46) 252 4-11=) -398) 190 BC LATERAL SUPPORT <- 12"OC. UON. IL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-144) 88 13-14=( -90) 50 11- 5=( -78) 170 TOTAL LOAD = 42.0 PSF 7- B=(-370) 84 11- 6=( -16) 972 ( 2 ) complete trusses required. 6-12=) -910) 234 Attach 2 ply with 3"x.131 DIA GUN LL - 25 PSF Ground Snow (Pg) nails staggered: ADDL: TC UNIF LL+DL- 33.0 PLF 9'- 4.5" TO 16'- 9.6" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA �/�� 9" oc in 1 zow(s) throughout 2x4 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) /�`/X\ 9" oc in 2 rows) throughout 2x6 bottom chords, ADDL: BC CONC LL+DL= 2195.0 LBS @ 28'- 5.5" 0'- 0.0" -63/ 362V -291/ 399H 5.50" 0.58 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. 9'- 0.0" -262/ 1469V 0/ OH 5.50" 2.20 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 28'- 7.3" -791/ 3493V 0/ OH 5.50" 5.59 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 39'- 9.5" -74/ 497V 0/ OH 5.50" 0.80 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:1,9,12,19 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX BC PANEL LL DEFL - -0.014" @ 4'- 4.7" Allowed= 0.398" MAX BC PANEL TL DEFL = -0.027" @ 4'- 4.7" Allowed- 0.531" MAX TC PANEL LL DEFL = -0.026" @ 19'- 3.6" Allowed= 0.488" MAX TC PANEL TL DEFL = 0.019" @ 25'- 1.8" Allowed= 0.656" 22-04-08 17-05 MAX TC PANEL LL DEFL = 0.025" @ 36'- 9.8" Allowed= 0.427" / MAX TC PANEL TI, DEFL = 0.044" @ 37'- 0.6" Allowed- 0.641" f / SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-10-08 4-05 6-05-13 6-07-03 5-11-04 5-02-076-03-05 1' 1 f f '1 1 1 A 'f MAX HORIZ. LL DEFL = 0.003" @ 39'- 7.7" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 39'- 7.7" to 7.00 1777H M-9x4 Q 7.00 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. /Caa Wind: 190 mph, h=25.7ft, TCD/=4 2,BCDL=6.0, ASCE 7-10, M-5X6(S) (All Heights), Enclosed, at.2, Exp.B, MWFRS(Di r), load duration factor=l.6, End vertical(s) are exposed to wind, 0.25" M-3X6 Truss designed for wind loads q 6 in the plane of the truss only. v�. M-9x6(S) 1.50" 4jØ3X4 '1 oM O v, 19 1 11 12 13 *44 M-3x4 M-3x9 8.25" M-3x8 0.25' M-3x4 M-1.5x30 P 8 Ofir M-7x6(5) M-7x6(S) .. G S y y b b y2l95# y b �C;\. NGINS,13) w J, 9-00 6-05-13 6-10-11 6-02-12 5-02-07 5-11-13 y 2w 39-09-08 ,,. 89200PE 'v" JOB NAME : POLYGON 8256-A - G1 Scale: 0.1560 , «"I r -�-��' WARNINGS: GENERAL NOTES, unless otherdse noted19 'T' OREGON "`. 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 CL7 V'V Truss: G 1 and Warnings before construction commences. building component Applicability of design parameters end proper 4} (�♦Vs 2 2x4 compreasbn web bracing mull be installed where shown+ Incorporation of component b the responsibility of the bulking designer. /.b ,, 7 1^Y a e` �"'t'+Additional temporary bracing to Insure stability conaiNction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional V la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by [J��, IO- DATE:: 8/31/2017 the overall structure U the responsibility of the bolding designer. continuous sheathing such as plywood required a when)s and/or dryweil(BC). "`R R I�� 3.In impact bridging or Wert bracing ry of the respective shown++ SEQ.: K3625258 4.Nabedshould arm leeian at no component untliare ellerail geradnhand 5.Design ion assumes Hees are to b Miseitheon-corros ca environ fasteners are complete and at no time should any loads greater than 5.Design sesames weaea are to be used k a non-corrosive environment, design loads be applied to any component. and are for•dry conatren'of use. TRANS I D: LINK 5. aTrus has no control over and assumes no res 6.Design assumes full bearing at alt supports shown.Shim or wedge If EXPIRES: 12/31/2017 Corteresponsibility for the fabrication,handling, necessary. hed shipment ori Installationms aomprheyU. T.Plates h ll ha b adequate drainage is proWded. August ust 31,2017 8.This design Is furnished subject to Ore limitations set forth by B.Plates shell be located on both feces of hose,and placed so their center 9 TPINTICA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./Com uTrus Software 7.8.8 1 L E 9.Digits indicate size of plate In inches. P ( )- 10.For basic connector plate design values see ESR-1311,E011-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 2.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-328) 168 1- 9=(-210) 316 2- 9=1 -268) 204 12- 7=(-300) 158 BC: 2x6 KDDF A1&13TR SPACED 24.0" O.C. 2- 3=(-144) 170 9-10=(-194) 168 9- 3=(-1150) 280 7-13=( -42) 138 WEBS: 2x4 KDDF STAND 3- 4=(-742) 178 10-11=( -78) 578 3-10=1 -66) 586 13- 8=( -42) 262 LOADING 4- 5=(-514) 244 11-12=(-166) 200 10- 4=1 -266) 162 8-14-(-430) 116 TC LATERAL SUPPORT <= 12"OC. USN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-474) 230 12-13=( -42) 230 4-11=( -346) 190 BC LATERAL SUPPORT <- 12"00. UON. UL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-150) 88 13-14=( -46) 56 11- 5=1 -78) 172 TOTAL LOAD = 42.0 PSF 7- 8=1-336) 76 11- 6=( -16) 466 lj ( 2 ) complete trusses required. 6-12=) -910) 242 Attach 2 ply with 3"x.131 DIA GUN LL = 25 PSF Ground Snow (Pg) nails staggered: ADDL: TC UNIF LL+DL= 33.0 PLF 9'- 4.5" TO 16'- 9.6" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA 9" oc in 1 row(s) throughout 2x4 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, ADDL: BC CONC LL+DL= 2195.0 LBS @ 28'- 5.5" 0'- 0.0" -263/ 1471V-63/ 363V -289/ 355H 5.50" 0.58 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. 9'- 0.0" 0/ OH 5.50" 2.20 KDDF ( 625) no For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 28'- 7.3" -787/ 3456V 0/ OH 5.50" 5.53 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 39'- 2.1" -73/ 479V 0/ OH 5.50" 0.77 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. PROVIDE FULL BEARING;Jts:1,9,12,14 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX BC PANEL LL DEFL = -0.014" @ 4'- 4.7" Allowed- 0.398" MAX BC PANEL TL DEFL - -0.027" @ 4'- 4.7" Allowed- 0.531" MAX TC PANEL LL DEFL = -0.026" @ 19'- 3.6" Allowed= 0.488" MAX TC PANEL TL DEFL = 0.018" @ 25'- 1.8" Allowed= 0.656" 22-04-08 16-09-10 MAX TC PANEL LL DEFL = 0.015" @ 36'- 5.8" Allowed= 0.381" f 'f f MAX TC PANEL TL DEFL = 0.029" @ 36'- 8.2" Allowed= 0.571" 4-10-08 4-05 6-05-13 6-07-03 5-11-04 5-02-07 5-07-15 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1' f f f f f f 12 12 MAX HORIZ. LL DEFL = 0.003" @ 39'- 0.4" H M-4x4MAX HORIZ. TL DEFL = 0.004" @ 39'- 0.4" 7.00 1777 'Z17.00 4.0" Design conforms to main windforce-resisting 5 ,l' system and components and cladding criteria. Wind: 140 mph, h=25,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5X6(5) 1• (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0,25 M-3x6 End vertical(s) are exposed to wind, Truss designed for wind loads yi, M-4x6(5) in the plane of the truss only. 1,50" M-3x4 +@ 3 0 NH: + +;. +I M-3x4 M-1,5x3 +,. 2 N 0 I r o 0 1 s 9 10 I' 11. 12 13 /*24 to M-3x4. 1 M-3x4 01,25" M-3x8 0.25' M-3x4 M-1.5x3 { .O PR Ofe.„ M-7x6(S) M-7x6(S) 2195N �'`� yV y k y, Il' y y tis \‘4.'" ,p /p 9-00 6-05-13 6-10-11 6-02-12 5-02-07 5-04-07 'Z 1, y 39-02-02 ' �� :922000PE �r- JOB NAME : POLYGON 8256-A - G2 Scale: 0.1595 41111111111P• WARNINGS: GENERAL NOTES, unleee otherwis noted ill [� / I 1.Builder and erection conirector s Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndMduC !/ 4_ ""� As Truss: G2 and Warnings before construction mancae building component Applicability of design parameters end proper fes' ✓/ 2.204 compression web bradng mu be installed where mown, Incwporetbn of component is the responsibility of me Wilding designer. i0 '44' 14 V,4a` 4 2.Design assumes the lop and 3.Additional temporary bracing to In stability during constructionbottom chorda to be laterally braced at Is the responsibility of the erector. bond permanent bredng of 2'continuous end et eathing on.suche s ply woods braced(TC)an throughout melt langur by Eli RIO- .e''' DATE: 8/31/2017 the overall structure Is the rowan ally of the building dmigner. 3.2x Imo act bridging or la such brad ori required sheathing(TC) drywall(Bc). ��'III t* p or bracing reqs SEQ.: K3625259 4.Nobad sarecba applileteanbono eshoullwntil after ybedelleaterrand 4.Designesnas orweeIsthe aetoe sedmerespectivewenviron fasteners are complete and at no thee should any loads greater than 5.andare assumes trusses are robe used in anon-mrtosiwe environment, design beds be applied to any component. dna are fa'dryhvUbecondition"of use. TRANS I D: LINK 6.Design assumes full bearing al all supports shown.Shim or wedge If 5.compurrus has no control over and assumes no responbbitity for the EXPIRES; 12/31/2017 necefabrication,handl' scary. xp,shipment and installation d components. 7.Design assumes adequate drainage Is provided. August 31,2017 S.This design Is furnished subled to the limitations set forth by S.Plates shell be located on both faces of was,and placed so their center TPIMTCA In SCSI,copies of which wtil be furnished upon request. lines coincide with)pini center tines. es. MlTek USA,IncdCotn uTrus Software 7.6.8 1L)-E 5 Date Indicate ecce designopplateignval P ( 1.Fa bald cafe sbe plateIn values sea ESR-1311,ESR-1998(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 5-11-00 GIRDER SUPPORTING 11-04-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 BIDE 91&BTR 5-11-00 GIRDER SUPPORTING 19-03-08 ON TC 1-2=(-106) 154 4-5=(-178) 412 1-4=( -576) 146 2-6=(-1050) 338 BC: 2x6 EDGE 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-106) 154 5-6=(-178) 412 4-2=(-1050) 338 6-3=( -576) 146 WEBS: 2x4 KDDF STAND; 5-2=( -80) 548 2x6 RIDE 62 A LOADING LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 5'- 11.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. UON. BC SNIP LL( 117.2)+DL( 99.7)= 216.9 PLF 0'- 0.0" TO 5'- 11.0" V 0'- 0.0" -505/ 1905V -190/ 190H 5.50" 3.05 KDDF ( 625) TC UNIF LL( 216.1)+DL( 147.0)- 363.1 PLF 0'- 0.0" TO 5'- 11.0" V 5'- 11.0" -505/ 1905V 0/ OH 5.50" 3.05 RODE ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.005" @ 2'- 11.5" Allowed- 0.250" 9" oc in 2 row(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.008" @ 2'- 11.5" Allowed= 0.333" 9" oc in 1 row(s) throughout 2x4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-11-08 2-11-08 ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL - -0.001" @ 5'- 5.5" T 1' ( MAX HORIZ. TL DEFL = 0.001" @ 5'- 5.5" M-1.5x3 M-3x8 M-1.5x3 Design conforms to main windforce-resisting 1 2 3 system and components and cladding criteria. Wind: E;;:v;;Z°12'(:;:eaTt]:::i::::::::,ASCE CDL-4.2,BCDL-6.0, ASCE 7-10, Z I ) nclosed, Cat.2, Exp.B, MWFRS(Dir), tor=l.6,re exposed to wind, Truss designed for wind loads in the plane of the truss only. A 1 I an Leo OD t 111111111111i=I 4 * 5 �. M-3x6 M-1.5x3 M-3x6 3' b b 2-11-08 2-11-08 y y <C� D P R© ss 5-11 ��5 NGIN, , � o 89200PE 44 9<' • JOB NAME : POLYGON 8256-A - G3 Scale: 0.4171 Zn �" WARNINGS: GENERAL NOTES, unless otherwise noted: J OREGON tt 1 Builder and erection contractor should be advised of ell General Notes 1.This design le based only upon the parameters shown and is for an Individual Y ice, Truss: G3 and Warnings before construction commences. building component.Appllcebaly of design parameters and proper G 2.2a4 compression web bracing muss be installed where shown 0. Incorporation of component Is Me responsibility of the building designer. �O 7 r 1^ Z ��'�" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chores to be laterally braced at �./� `i by is the responsiblliy of the erecta.Additional permanent bracing of r contob.inuous and al ea10'o.c.such as ply unless sheathing(TC) throughout and/r dryeir all(B). � /i` 1.�� DATE: 8/31/2017 the overall structure is the responeibllrcy of the bulldog designer. coIn,p is shging or such as acing re Mred where shown bridging lateral bracing 4* SEQ. : K3 6 2 5 2 6 0 4.No load should be applied to any component unto after all bracing end 4.Installation of truss Is the responsibility of the respeclte contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used in a noncorrosive environment TRANS I D w LINK design bads be applied to any component. and are for"dry condition`of use. 5.CompuThw has no control over end assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge if EXPIRES:R ES, 12/31 J20�� fabncation,handling,shipment and installation d components. scary. ♦qq L.//�� !l`t7 G f G 7.Design assumes el adequate drainage to prussed.r August 3 1,2017 8.This design is furnished subject to the limitations eel font by S.Plates shall be located on both feces of truss,end placed so their center TPIIWTCA in SCSI,copies of which w41 be furnished upon request. Mee coincide with Mint center tins. 0.Digits indicate size of plate In Inches. MTek USA,Inc./Compares Software 7.8.8(10-E 10.For basic connector piste design values see ESR-1311,ESR-1985(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15';00-07 GIRDER SUPPORTING 9-11-00 ON TC FROM 3-02-08 TO 15-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 4118TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-116) 352 5-6=(-170) 158 5-1=( -68) 120 7-3=( -90) 174 2x6 RODE #1&BTR T2 2-3=( -60) 220 6-7=(-652) 1870 1-6=( -266) 122 3-8=(-2224) 772 BC: 2x8 KDDF 61&BTR LOADING 3-4=( -62) 160 7-8=(-652) 1870 6-2=( -839) 318 8-4=(-2836) 778 WEBS: 2x9 KDDF STAND LL = 25 POE Ground Snow (Pg) 6-3=(-2276) 792 TC Up1IF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 3'- 2.5" V TC LATERAL SUPPORT <= 12"OC. UON. TC Ud1IF LL( 149.0)+DL( 81.3)= 230.2 PLF 3'- 2.5" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 15'- 0.4" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC UNIF LL+DL- 30.0 PLF 3'- 2.5" TO 15'- 0.0" V 0'- 0.0" -203/ 112V -63/ 95H 5.50" 0.18 ROOF ( 625) ( 2 ) complete trusses required. 3'- 0.7" -681/ 2124V 0/ OH 5.50" 3.18 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN ADDL: TC CONC LL+DL= 2195.0 LBS 8 15'- 0.0" 15'- 0.9" -1081/ 3849V 0/ OH 5.50" 6.16 KDDF ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:5,6,8I 9" oc in 2 rows) throughout 2x6 top chords, REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x8 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. 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 = 0.022" @ 8'- 11.7" Allowed= 0.547" MAX TL DEFL = -0.037" @ 8'- 11.7" Allowed= 0.729" ** For hanger specs. - See approved plans MAX TC PANEL LL DEFL = 0.009" 8 1'- 7.2" Allowed= 0.187" MAX TC PANEL TL DEFL = 0.008" @ 1'- 7.2" Allowed= 0.281" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 14'- 8.9" MAX HORIZ. TL DEFL = 0.007" @ 14'- 8.9" 3-02-07 11-10 T f -f Design conforms to main windforce-resisting 3-02-07 5-09-04 6-00-12 system and components and cladding criteria. T T T 12 42119bNi: 190 mph, h=20.6f[, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 p load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-5x6 M-3x8 M-4x6 in the plane of the truss only. 2 3 q T2 1 I M-3x4 i i el rn ,-1 N I O \ I N f5 * 6 7 • M-1.5x3 M-3x8 M-1.5x3 M-3x6 .1, ,I, y 3-00-11 5-11 6-00-12 yEO PRI .?, 15-00-07 ,� \AGIN;.F s�O.. 89200PE r" JOB NAME : POLYGON 8256-A - G4 Sale, 0.4072 - � .WARNINGS:Bed.,a GENERAL.This NOTES, unless othnviseepar noted:etF ,,OREGON Dt �A(/, 1.and W and s before contractorconstruction enc uld be advised or all General Notes 1.buil ingdeco is based only upon the parameters shown and Is foyer InehAeual ��"" Truss: G4 and Warnings before conelruclbn xanmencee. bullringcomponent.ponenabrnty of design parametersarldpreper 2.204 compression web bracing must be Metalled where shown s. incorporation of component Is the responsibility of the building designer. '/y q y 14 2.o P, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and boron clhrda M be laterally braced at V ,s Is th responsibtilty of the erector.Additional permanent bredng of 2'ntin ou s ee Ding sod, ply uolee braced(TC)an ul r dryeir sllgth(. '11'°:? ` �'�� DATE: 8/31/2017 the overall structure Is the respons billy of the building designer. 2 Impacts sheathing suer,as braplycing required a when s and/or drywsil(BC). "'"""III 'L 1J 3.to Impact bridging s lateral brectegy58Irwhere=hewn * SEQ.: K3 6 2 5 2 61 4.No bad should be applied to any component until after all bracing and 4.Installation of truss N the responsibility of the respective contractor. Wieners ere complete end at no tine should any loads greeter Man 5.Design assumes Wase are to be used in a noncorrosive environment, TRANS ID: LINK de.pnladsbeapplidto any ceadaeout. and ererorerycoMibnoraaa. 5.CanpuTrus has no control over and assumes no responsibility for the 8.�e�ign see ee full baedrhg ai ail supports shown.Shim ar wedge t EXPIRES:7 17/31/2017 fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage to prodded. August 3 1,201/ 8.This deign is fumtehed subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center TPPWTCA In BCS:,copies of which will be furnished upon request. lines coincide with)Dint center lines. 9.Digits Indicate elm of plate in Inches. MTek USA,Ino./CompuTrus Software 7.6.8(11_)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 HOOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-4=(0) 0 BC: 2x4 KDDF @l&BTR SPACED 24.0" O.C. 2-3=(-32) 13 TC LATERAL SUPPORT <= 12"OC. LION. 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 BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 305V 0/ 31H 5.50" 0.49 HIDE ( 625) 2'- 8.8" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 2'- 11.6" -30/ 72V 0/ OH 1.50" 0.12 RODE ( 625) I 12 3.00..LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" i MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.4" Allowed = 0.120" MAX TC PANEL TL DEFL = -0.005" @ 1'- 9.4" Allowed = 0.181" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 2'- 10.8" MAX HORIZ. TL DEFL = -0.000" @ 2'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads . in the plane of the truss only. N I 2 / O O d f I m 1 0 ` f I y M-3x4 ), b b 1-00 2-11-09 ��co PROpFss 4`,�c� �NGIN �,9 /0 89200PE �r" JOB NAME : POLYGON 8256-A - H1 -..41.. ,1111"j! Scale: 0.9919 Q_ IOW. ' WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON `' 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 OREGON V sG( Truss: HI and Warnings before construction commences building component Applicability of design parameters and properkN As. 2.2x4 compression web bracing must be Installed where shown e. incorporation M component b me rasPonslblAy W the building designer. GAO�4 y14 n 4` � . 3.Additional temporary braGng to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at 4 Is the responelbiety of the erector.Additional permanent bradrg of 2'o.c.and silo'o.c.auuir a plywoodly unless braced throughout their length by �� LA- DATE: 8/31/2017 ti»overall structure is the responsibility of the building deal ner. continuous sheathing such as shasthing(TC)and/or drywall(BC). spons ity 9 8 3.20 Impact bridging or lateral bracing required where shown 0* SEQ.: K 3 6 2 5 2 6 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reepectNe contractor. fasteners are complete end at no time should any loads greeter then 5.Design assumes trusses are b be used in a noncorrosive environment, TRANS ID• LINK design beds be applied to any component. end me for"dry ondt on'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge It EXPIRES:712/31/2011 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. August 31,207 8.This design H furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Buss,and pieced so their center TPIIWTCA in SCSI,copies of which will be furnIshed upon request. lines coincide with joint center tines. H.Digits Indicate ePeofplate InInches. MITek USA,Inc./Com uTrus Software 7.8.8(12-E 1S For bssconnector pate design values see ESR-1311,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-6=(-275) 563 3-6=(-604) 269 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-622) 266 6-4=(-132) 82 WEBS: 2x9 KDDF STAND 3-4=( -64) 59 LOADING 4-5=( -5) 2 TC LATERAL SUPPORT 1= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 P51 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -71/ 556V -29/ 84H 5.50" 0.89 KDDF ( 625) ** For hanger specs. - See approved plans 9'- 4.5" -47/ 421V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL - -0.191" @ 4'- 8.3" Allowed- 0.365" MAX BC PANEL TL DEFL - -0.115" @ 4'- 8.3" Allowed- 0.486" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.004" @ 8'- 11.0" 5=02-12 3-10 0-03-12 MAX HORIZ. TL DEFL = 0.006" @ 8'- 11.0" Design conforms to main windforce-resisting 12 3.00 system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor-1.6, 4 5 End vertical(s) are exposed to wind, • • Truss designed for wind loads • if in the plane of the truss only. M-1.5x3 3 • o rb N 2 f re o --I 0 M-3x4 M-3x4 Jo )- ). 8-11 0-05-08 b ), )• 1-00 9-04-08 4 �c\Ed PRQF - ' ter. 89200PE 'rc'. JOB NAME : POLYGON 8256-A - K1 �! Scale: 0.5244 �� er c. WARNINGS: GENERAL NOTES, unless otherwise noted: '9G OREGON �(a,. 1.Builder end erection contractor ssnh��uld be advised of all General Notes 1.This design is based only upon the parameters shown and h for an Individual (7 G1.7 1 V `"y Truss: K1 and Warnings before construction commences building component Applicability of design parameters and proper 2.2e4 compression web bradng mu l be Installed where shown T. Incognretbn of component is roaponstbllity of Me building designer. O A 9 y 14 2P,I v.i- 3.Additional temporary bracing to b+ure stability during construction 2.Design assumes the lop and bottom chords b 6e laterally braced et /�. `7 f. Is the responsibility of the erector.bddiacnel permanent bracing of r on and at 10'o.e.respectively unless braved frc)an ul their length by All/- `r l �� SVh DATE: 8/31/2017 ills overall structure is the n, bwof the building designer. 20Imp ou..neathlorng lateralsucbracing plywood tared be(Tc)orator drywan(Bc>. R sso^ ty e 9 3.2i Impact bridging or required where ehuwn t. SEQ. : K 3 6 2 5 2 6 3 4.No bed should be applied to any mponenl until after NI bracing and 4.Installation of truss Is the responsibility of me respective contractor. fasteners are complete and at no Qme should any loads greater than 5.Design assumes trusses are to e.used in a noncorrosive enNmnmenl, and TRANS ID: LINK desbn cnepuTadsbemilleetoanycemponent. Design aneesure for ry klibea•arsae. 5.CdnWTrua has no Comrd over and assumes no responsibility for the H.�e�ign assumes full bearing at all supporta shown.Shim or wedge If EXPIRES:' 12/31/2017 sery,um • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 31,2017 H.This design is famished subject to the limitations set forth by 8.Plates shag be located on both faces of trues,and pieced so their center TPIIWrCA In SCSI,copies of whidh wtI be furnished upon request. tinea colndde with)Dint center lines. 9.Digits Indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.13.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:. 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 8- 9=(-487) 1176 2- 8=( -227) 138 12-13=(-142) 445 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -24) 71 9-12=(-412) 1264 8- 3=(-1360) 362 12- 6=(-386) 980 WEBS: 2x4 KDDF STAND 3- 4=(-1346) 325 10-11=( 0) 0 3- 9=( 0) 212 13- 6=(-278) 179 LOADING 4- 5=(-1157) 348 11-13=( -9) 23 9- 4=( 0) 187 13- 7=(-117) 518 TC LATERAL SUPPORT <= 12"OC. DON. LL) 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1218) 461 13-14=( -57) 76 4-12=1 -519) 91 7-14=(-744) 263 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -616) 221 5-12=( -242) 202 TOTAL LOAD = 42.0 PSF 11-12=( 0) 44 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 926V -129/ 210H 5.50" 1.48 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 19'- 1.0" -100/ 795V 0/ OH 5.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-05-02 5-06-14 6-01 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" T T f ' MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-08-09 3-08-09 1-07-10 3-09-08 6-02-12 MAX LL DEFL = -0.046" @ 8'- 11.9" Allowed = 0.908" MAX TL DEFL = -0.076" @ 8'- 11.9" Allowed - 1.211" T ' 1 1 1' 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 12 3.00 c,- 7.00 M-7X6 Q 7.00 MAX HORIZ. LL DEFL- -0.016" @ 18'- 11.2" MAX HORIZ. TL DEFL = 0.026" @ 18'- 11.2" 6 7.0" i. Design conforms to main windforce-resisting ENSsystem and components and cladding criteria. Wind: 140 mph, 1,22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), M-1.5x3 load duration factor-1.6, 5 End vertical(s) are exposed to wind, Truss designed for wind loads M-5x6 in the plane of the truss only. 4° M-3x9 M-4x903 d a -/ M-1.5x3 too2 f o 0 I o nO 8•-. ,,y 12 I_ M-4x4 M-3x 4i ,y a� 10 11 G33= x'14 M-1.5x3 M-3x8 M-1.5x3 M-5x8 I 1- l b b ) 7-01-10 0-09-DE01-12 3-11-04 6-01 b I 1, b 1-00 7-11 11-02 y yb NEF8-11 1-00 10-02 I , Co © A4,� 2' Se19-01 `w r' 89200PE r- JOB NAME : POLYGON 8256-A - M1 te,: • • Scale: 0.2796 t �'} WARNINGS: GENERAL NOTES, unless otherwise noted: - •OREGON cc// 1.Builder and erection contractor should be advised of all General Notes 1.Thls design Is based only upon the parameters shown end Is bran individual Truss: M1 and Warnings before construction commences building component Applicability of design parameters end proper All{� 2.204 compression web bracing must be Metalled where shown+ Incorporation of the tap til is Me responsibility o/the building designer. �'O / y z4 V��"�� 3.Additional temporary bracing to Insure etabuty during conslmctlon 2.Design assumes the top and bottom chords b be laterally braced at �.f 1 Y O-DATIs the responsibility of the erector.Additional permanent bredng of 2'o.c.end et 10'o.c.respectively a pb unless braced throughout Meir length by Lw. R IO- DATE: E: 8/31 2 017 th�overall structure is the res Ibalof the building designer. 2s Impact o st sheathing or such as powsae required shown 0 drywal1lSC). t,. / Po^s ty 9 g 3.2s Impact bdtlging or lateral bracMg required where ++ SEQ. : K3 6 2 5 2 6 4 4.No load should be applied to any component and after all bracing and 4.Installation of truss Is the responsibility of Sr.respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive enuionment, and are for`dry condition^efaa. EXPIRES:' 12/31/2017 TRANS I D: LINK design bads be applbd to any component. B.Design save full assumes fuA bearing attall supports shown.Shim or wedge It 5.CompuTmm s has no control over end assumes no responsibility for the fabrication,handling,shipment and installation of components. Desnecessign assumes adequate drainage is gross,d. August 31,2017 8.This design is furnished subject b Me limitations set forth by 8.Plates shall be located on both faces or(robs,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate In inches. Wolk USA,Ino./ConipuTrus Software 7.6.8(OL)-E 10.For basic connector plate design values see ESR-13/1,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 27 8- 9=(-490) 1157 2- 8=1 -227) 138 12-13=1-144) 925 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1 -29) 71 9-12=(-411) 1237 8- 3=1-1338) 354 12- 6=(-384) 970 WEBS: 2x9 KDDF STAND 3- 4=1-1318) 319 10-11=1 0) 0 3- 9=1 0) 206 13- 6=1-287) 183 LOADING 4- 5=(-1128) 392 11-13=1 -9) 23 9- 4=( 0) 190 13- 7=1-120) 509 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1189) 955 13-19=1 -60) 79 4-12=1 -514) 89 7-14=1-736) 262 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=( -590) 220 5-12=1 -242) 202 TOTAL LOAD= 42.0 PSF 11-12=1 0) 46 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -135/ 916V -128/ 212H 5.50" 1.97 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 18'- 10.0" -98/ 785V 0/ OH 5.50" 1.26 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" 7-05-02 5-06-14 5-10 MAX TL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.133" T ,>, ' 1. MAX LL DEFL - -0.045" @ 8'- 11.9" Allowed - 0.896" 3-08-09 3-08-09 1-07-10 3-09-08 5-11-12 MAX TL DEFL - -0.074" @ 8'- 11.9" Allowed = 1.194" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 12 MAX HORIZ. LL DEFL- -0.016" @ 18'- 8.2" 3.00 7.00 M-7x6 7.00 MAX HORIZ. TL DEFL- 0.026" 0 18'- 8.2" 7,0" 6 � � Design conforms to main windforce-resisting system and components and cladding criteria. 114444 Wind: 140 mph, h=22.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat^2, Exp-B, MWFRS(Dir), 4.0' load duration factor-1.6, M-1,5x3 End verticals) are exposed to wind, 5 Truss designed for wind loads in the plane of the truss only. M-5 6 1. M-3x9 4 7 M-9x9 3 M-1.5x3 e� 2 o o 1 co L B -� 9 12�_ M-4x4 M-3x4. 1111,All• • ems+ i 14 , 10 11 13i "14 1 M-1.5x3 M-3x8 M-1.5x3 M-5x8 1 y b ) b b ' 7-01-10 0H09-40411-12 3-11-04 5-10 ), , ), b 1-00 7-11 10-11 y y y y `4w P R p pe8-11 1-00 9-11 ASY, ssNGINS /b b . ,9e lis to `� , C" 89200PE <' JOB NAME : POLYGON 8256-A -' M2 / • Scale: 0.2672 ` '' ifr WARNINGS: GENERAL NOTES, unless otherwise soled: �p (�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 // �J_O R EGON` (�'V Truss: M2 and Warnings before construction porn antes. building component Applicability of design parameters and proper L/ -�/�j 2.244 compression web bredng moil be Mslalod where shown 5. Incorporation of component Is the responsibility of the building designer. �/'� -7)'r` A y}Q��+ 3.Atlditonal temporary bracing to Insure stability during construction 2.Design assumes Na top end bottom chords to be laterally braced at Y •n is the responsibility of the*rector.Additional permanent bredng of T cono.tinuous et ea oio.such as ply woods braced)IC) nthroughout Neo length by '11 .1:i Fi R`L it,.. DATE: 8/31/2017 the overall sticture o the res alba of the buildingdesigner. xImpatsheathing or suer as adng requiredplywooe el where s awl«sryweti(BC>. ��RIII poli N g 3.2x impact bridging or lateral bredng where shown++ SEQ. : K3 6 2 5 2 6 5 4.No load should be applied to any component until after dl bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no thine should any lova greater then 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design loads be applied to any component. and are for'dry condlbn'of wee. 5.CompuTrus hes no control over and assumes no responsibility f«the S.Design ase es MI bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112017 fabrication,handling, assumes ed shipment installation components. 7.Deter ei adequateeoboth fais Snow,d.an placedAugust 31,2017 8.This design is lumished subject to the limitations set(old by B.Plates shall be located on bold faces of!rods,and so their senor TPIAYICA in SCSI,copies of which will be furnished upon request. lines csindde w1st Joint center lines. MiTek USA,Inc.ICorn uTrus Software 7.6.8 1 L E g.Digits indicate elct of plate In Inches. P ( } i.For basic connector poo design veluea see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-196) 202 6-2=(-558) 213 BC: 2x4 RIDE #1&BTR SPACED 24.0" O.C. 2-3=(-361) 128 7-8=( -19) 26 2-7=( -36) 194 WEBS: 2x4 EDGE STAND 3-4=(-361) 128 7-3=( 0) 200 LOADING 4-5=( -6) 146 7-4=( -36) 194 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4-8=(-558) 213 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF TOTAL LOAD= 42.0 POE BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 598V -207/ 207H 5.50" 0.96 KDDF ( 625) M-1.5x4 or equal at non-structural 9'- 11.0" -78/ 598V 0/ OH 5.50" 0.96 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1CDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed- 0.133" MAX LL DEFL = -0.001" @ 10'- 11.0" Allowed = 0.100" 4-11-08 , 9-11-08 MAX TL DEFL = -0.001" @ 10'- 11.0" Allowed= 0.133" T T f MAX TC PANEL LL DEFL = 0.099" @ 2'- 6.8" Allowed= 0.451" 12 12 MAX TC PANEL TL DEFL = 0.258" @ 2'- 8.9" Allowed= 0.677" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 N14.00 3 4.0" MAX HORIZ. LL DEFL = -0.001" @ 9'- 9.2" 4L MAX HORIZ. TL DEFL = 0.001" @ 9'- 9.2" M-3x6 Pix( M-3/ Design conforms to main windforce-resisting �� ,\ system and components and cladding criteria. I ,,, Wind: 190 mph, h-19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x9 M-1,5x9 in the plane of the truss only. Truss designed for 9x2 outlookers. 2x4 let-ins �'1 6 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. M-3x6 M-3x6 M-3x4 M-3x4 2 -/ o � 1111111%# o 0 0 I 1,111111111k c:a - zm z _� 6�� 7 iii=1618 M-1.5x3 M-3x8 M-1.5x3 b I b 4-09-12 5-01-04 �ra PRQfi . y 1-00 y 9-11 y 1-00 y ��\Co' C•GINEL,L /19 per '', :9200PE l<' JOB NAME : POLYGON 8256-A - N1 /°1 Scale: 0.3643 s /411P. 9110 WARNINGS: O.ThisL design tiny upo thewlae7 4iOREGON �f a� 1.Budder and erection contractor Mount be advised d all General Notes 1. le based only upon the parameters shown and Is for an Individual !l CL7 V(Y Ix , Truss: NI and Warnings before consirudlan commences building component Applicability of design parameters and proper „Ix 2.254 compression web bredng must be Installed where shown e. Incorporation of component is the responsibility of the building designer. I/'y ' 1 A =i\.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to be laterally Drecad at V is the responsibility of the erector.Additional permanent bradhp of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by /IA ., DATE: 8/31/2017 the overall structure Is me responsibilityof the building designer. cone:moue sheathing such ea plywood sheaadng(TC)and/or drywa8(BC). '7,C,�PIR 1 0 3.2x Impact bridging or lateral bracing required where shown•• SEQ. : K3 6 2 5 2 6 6 4.No bed should be applied to any component until after all bredng end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no ems should any loads greater than 5.Design assumes trusses are to be used In a noncortoaive environment, design ads be applied to any component. and are for•dry condition•of use. TRANS I D: LINK b 5.Com T us has no con rot o er end assumes no re� 8.Design assumes full bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/2017 pu ponsbaily for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 31,2017 6.This design is furnished subject ts the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their canter 9 TPI/WTCA In SCSI,codas of which will be furnishedupon request lines cdndde with Joint center lines. 9.Olgils indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values free ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-196) 202 6-2=(-558) 213 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-361) 128 7-8=( -19) 26 2-7=( -36) 194 WEBS: 2x4 KDDF STAND 3-4=(-361) 128 7-3=( 0) 200 LOADING 9-5-) -6) 196 7-4=( -36) 194 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=(-558) 213 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 598V -207/ 207H 5.50" 0.96 KDDF ( 625) 9'- 11.0" -78/ 598V 0/ OH 5.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Design checked for net(-5 g psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-1/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed- 0.100" MAX TL DEFL - -0.001" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.001" @ 10'- 11.0" Allowed= 0.100" 4-11-08 4-11-08 MAX TL DEFL - -0.001" @ 10'- 11.0" Allowed- 0.133" f T T MAX TC PANEL LL DEFL - 0.099" @ 2'- 6.8" Allowed- 0.451" 12 12 MAX TC PANEL TL DEFL = 0.258" @ 2'- 8.9" Allowed= 0.677" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 V N 14.00 3 4.0" MAX HORIZ. LL DEFL = -0.001" @ 9'- 9.2" �� MAX HORIZ. TL DEFL - 0.001" @ 9'- 9.2" hDesign conforms to main windforce-resisting system and components and cladding criteria. 4. Wind: 140 mph, h=19.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat-2, Exp-B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ?4i3x4 o 1 7 ►_1e -/ M-1.5x3 -3x8 M-1.5x3 y Y / R p 4-09-12 5-01-04 1�hC V PRQp y 1-00 b 9-11 y 1-00 b �, ' N.4GINEVV C �'/02. �� 89200 PE vr- JOB NAME : POLYGON 8256-A - N2 ''''ill! Scale: 0.3693 ;Mk (210. Cr WARNINGS: WARNINGS: GENERAL NOTES, unless otherwise noted' O R E°"O^I " 1 Builder and erection contractor'-'µruld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual V Cil 'V s,� Truss: N2 and Warnings before construction commences. building component Applicability of design parameters and proper A /� 1^ 2.1x4 compression web bracing mu+t be installed where shown.. Incorporation of component is Me responsibility of the building designer. �/1 '7 ' 2t,1� �"�� 3.Additional temporary bracing to inure stability during construction 14 2 Design assumes the top and bottom chorda to be laterally braced at 0 1 i 2'o.c.and et 10'et reapectvey unless braced throughout their length by 1 is the responsibility of the:spo. Ilbnal permanent brining of continuous sheathing such as pywmed sheathing(TC)and/or dryxall(BC). ° R L.�.. DATE: 8/31/2017 the overall structure is me respon Ibity of the building desire, 3.h Impact bridging or lateral bracing required where shown.+ t ' SEQ.: K 3 6 2 5 2 6 7 4.No bad should be applied to any component until eller all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete end at no Imo should any loads greeter then 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for dry mond lion of use. 5.CompuTnus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports Orson.Shim or wedge if EXPIRES: 12/31/2017 fabrication.handling,shipment end installation of components. n assumes T.MeleeDesiglbeeeaedoneohfaceio Bussed August 31,2017 8.This design re tarnished subject to the limitations sal forth by 8.Plates shell be located on both latae of buss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. Ones coincide with Joint canto lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-11-00 GIRDER SUPPORTING 19-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -104) 74 1- 6=(-236) 928 1- 2=(-1792) 338 4- 8=1 -158) 824 BC: 2x6 KDDF dl&BTR 2- 3=1-1194) 338 6- 7=(-236) 920 6- 2=( -158) 829 4- 5=(-1792) 338 WEBS: 2x9 KDDF STAND; LOADING 3- 4=1-1194) 338 7- 8=(-172) 920 2- 7=( -316) 158 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -104) 74 8- 5=(-174) 928 7- 3=( -458) 1570 TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 9'- 11.0" V 7- 4=( -316) 158 TC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 213.5)+DL( 165.21- 378.8 PLF 0'- 0.0" TO 9'- 11.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required./il REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -468/ 2195V -155/ 1558 5.50" 3.51 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 9'- 11.0" -468/ 2195V 0/ OH 5.50" 3.51 RODE ( 625) nails staggered: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 1 rows) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 rows) throughout 2x6 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9" oc in 1 cowls) throughout 2x4 webs. MAX LL DEFL= -0.008" @ 4'- 11.5" Allowed = 0.450" MAX TL DEFL - -0.014" @ 4'- 11.5" Allowed- 0.600" 4-11-08 4-11-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T T 2-05-12 2-05-12 2-04 2-07-08 MAX HORI2. LL DEFL- 0.002" @ 9'- 5.5" MAX HORIZ. TL DEFL= 0.003" @ 9'- 5.5" 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 14.00 7 N14.00 3 4.0" Wind; 140 mph, h-22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, \' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 11 Truss designed for wind loads in the plane of the truss only. sn M-3x12 M-3x12 2 ' NN 00 d11411.61....... I o Li11 o mi i-i 1 6 7 8 ��5 - M-3x12 M-1.5x3 M-3x8 M-1.5x3 M-3x12 y b y y b c 0 PR Opt, 2-05-12 2-05-12 2-05-12 2-05-12 y 9-11 y �'.AGI NE `4-'/moi ,c` 89200PE fir'" JOB NAME : POLYGON 8256-A - N3 - �.; Scale: 0.3468 [ ' WARNINGS: GENERAL NOTES, unless otherwise noted: 'T' OREGON cis I.Builder and erection contractor ehoub be addend of all General Notes 1.This design le based only upon the parameters shown and 6 for an Individual OREGON L7 V'V y� A. Truss: N3 and Warnings before construction commences building component Applicability of design parameters and proper V 2.2.4 compression web bredng must be Installed where shown+ incorporation of component Is the responsibility of the building designer. /O qY 14 2-(:) �Q hA-'�. 3.Additional temporary bracing to Metre stability during construction E Design assumes the top and bottom chords to be laterally braced al V`_ Is the reaponsibrnty of the erector.Additional permanent bredng of 2'oats and e110'oats respectively anises braced throughout their length by �� IR DATE: 8/31/2017 til.overall sirpdare m the responsibility f the buIWM aw ner. Cs lnpe continuous sheathing•°`^'•bracplywoing re sheathing(TC)IrenS e anew arywell(Bc). R FI I L pone ty o g g 3.2x Impact bridging or lateral bracing required where shown.iv SEQ.: K3 6 2 5 2 6 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss k the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corroalve environment, n beds be Iled to any t end are for'dry condition'of lea. design TRANS ID: LINK ro pp ycomponen. 5.Compuinrs hes no control over and assumes no responsibility for the 8.Design assumes fug bearing al e0 supports shown Shim or wedge If EXPIRES: 12!3112017 fabricsban,handling,shipment and installation of components 7.Dsign assumes adequate dre nag°Is provided. Aug uSt 31,2017 9.This design is furnished subject to the limitations set fold by 8.Plates shell be located on bath faces on truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 5.Digit.Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design value.see ESR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS SII TRUSS SPAN 15'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF N16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=23.6ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 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 UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 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. 7-06 7-06 T T T 12 IIM-4x4 12 14.00 V3 19.00 a8 o 2A k 11 1111111L . ,0 1 M-7x6 • M-7x6 0 • � 6Eo PR ores4 y1-00 15-00 - --- - � i.SI ',-. Et"i /po ' 89200PE JOB NAME : POLYGON 8256-A LGE ,,,: //�- Scale: 0.2977 `O ' . . WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /u�.. 1.Builder and erection contractor should beadvised of all General Notes 1.This design Is based only upon the parameters shown and is for an IndMduel LJ fl C l V w "`(/ Truss: LGE and warnings before construction commences. building component Applicability of design parameters and proper V` ti g 2a4 compreebn web bredng mutt be lnataOed where shown a incorporation of component N the responsibility c the building delgner �/� 14 2:()��" +� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop respectively bottom chorda to be laterally braced al S./ 'Y la the responsibility of the erecta.Additional permanent bracing of continuous 2'inn and rl tai hinsuch asod braced(TC) n/their length by ' ?Ft 1 L\- DATE: 8/31/2017 the overall structure Is the responsibility of the building designer. 3.Pa Impact bridging or blared bracing required sheathing(TC)Shown+drywell(BC). SEQ.: K3 6 2 5 2 6 9 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and arae ma morel len of use. { n(� 5.CompuTrus has no control over and assumes no responsibility for ler 9,D esign s taN bearing al all supporta shown.Shim or wedge If EXPIRES: I/2017 nary" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 31,2017 IL This design is fumiehed subject to Na limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center g TPIM/TCA in BC51.copies of which will be furnished upon request. linos coincide with joint canter Ones. 9.Digits Indicate alze of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-19813(MITek) Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property j 3/" Center plate on joint unless x,y p Y 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. •;bi, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O_/'18, 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ D! .. O bracing should be considered. O O0 kAr d 3. s Never exceed the design loading shown and never d U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building 7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- ' �'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that e Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC inthe 05/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■�. reaction section indicates joint 111111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. iiIIII Ono 18.Use ofreen or treated lumber may y pose unacceptable =io environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. NI is not sufficient. m iTeke BCSI: Building Component Safety Information, 20.Design assumes anufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 QualityCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013