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Plans (29) RECEIVED <7--).. /6. ru0/2S- EC 7 6,- FrSA) i71-7 r MAR 2 3 201E 4".CITY OF TIGARD I AR1 ARI N BUILDING DIVISION , Ei-----\ t4 J __ _ , J1 J 1NSSJ2 J3 •- _ . a` issS J4 4 N . J5 7 2 /u'I'l J6 J7 :Ilk J7 J8 J8 gi J9 J9 J10,-- / is / J10 J11 „ - J11 fQ J10 �' 4 �J9 � ZD sa-- / ' - 14.-;2 - Jl 14:12 - - J6L-,- 7: 2 / — • - J12(104 J13 (5) 14:12 MOUS26 ,:-•,, FK111S26 1.621 • - 14:12 —_ lr4! — D1 ` �.! - ,ir CONFORMS TO DESIGN CONCEPT Lgs ❑ CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT REVISIONS AS SHOWN 111-86 ©CONFORMS TO DESIGN CONCEPT 'ri CONFORMS TO REVISIONS NOTED DESIGN CONCEPT WITH LJ NON-CONFORMING-R VISE AND RESUBMIT o NON CONFORMING REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEW D FOR.GENERAL CONFORMANCE 20' OEi n, A _ , .1.1A.q. WIN .L c FZ E RE WITH i DESIGN CONCEPT ONLY AND CES NOT RELIEVE a HE . s ity Fop CONEOPFNEM WITH DESIGN FABRICATOR/VENDOR - OF HES'ONSIBILI Y FOR CONFORMANCE WITH THE 4w�. ,,SEEDIFISISCNS Ate �L ? ..>f1_..L..E_>L a. i• E. .a,•E ,IRTNONM THIS AN>I., DESIGN DRAWINGS AND SPECIFICATION ALL 'r,�ICr w E FVIIR-T7 1By M I l B Rex N D T ARCHITECTS D OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrusInc.2006 bU1WJJH: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN: DRAWN 5-A COFFER RESPONSIBLE INFORMATION. pdmilfit.,,,,,,,::\ u�� er DESINFORM TI N.B OF RECORD RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO DELIVERY LOCATION: SCALE: REVISION-3: REVIEW ANDIOAPPROVENOF ALL O 1� 1 1 !� `,, COMPANY DESIGNS PRIOR TO CONSTRUCTION. A TION. iwt i,j C 1/8"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. . 40'•0' /tT J1 41 J2 `\1 Iv J2C1 J3 . J3C • • J4 JSit J5 , c J6 •— 7.12 .J6C A J7 A. J7 w J8 ® n N J8 J9 ® _ J9 J10®- �,( 1� J10 J11 x� = J11 •• m_ CO J10 cri W. } ® J9 14.12 _ J8 , \ 11:12 J7 7 12 J6 /' \ J12 p10) \ ,_ J13 (5) HGUS26 14: 2 �,.. HGUg26 VI • ® ' 1 .J I. 2 J13 lr N Cl el. 1:12 Qi F4 ® CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH GARAGE LEFT lEILISIONS AS S 1OWN ® I CONFORMS TO DESIGN CONCEPT .. ❑11w CONFORM G-REVISE AND RESUBMIT ©carvroPruroDEscNCONCEPT WITH THIS SHOP DRAWING HAS BEE'REVIEVhD FOR GENERAL CONFORMANCE aEVISIOrvs NOTED WITH THE DESIGN CONCEPT 0:Y AND DOES NOT RELIEVE THE O NON-CONFORMING REIRSE i RESUBMIT 404). FAERICATOR(VENOOR OF RESP NS:BI:ITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPEC. 'CATIONS ALL CF WHICH HAVE PRIORITY 5,.. -- ^•O -r- E OVER THIS SHOP DRAWING. ON-RACTOR SHALL VERIFY ALL DIMENSIONS. Be Alexia Fukui Date 9/2/14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING®£owvright CompuTFus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS N POLYGON NW 03/27/14 PLACEMENT TRUSS CALCULATIONS S ANDER D RAL PROJECT TITLE REVISION-1: DRAVVINGEES FOR ALL UFURTHR i�s INFORMATION.BUILDING PLAN 5-A COFFER DESIGNER/ENGINEER OF RECORD a umber RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER ViEW AND APPROVE OF ALL TO O T e COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. Q[ I .73�' ._ 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and:Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Compulrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MTek). ,',,,, ,, % ,. t' ,o r ", . f .. ; o st 4)A.,I 0 IV 471, , . EXPIRES 613 ill IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF Al&BTA LOAD DURATION INCREASE = 1.15 I. 2=( 0) 114 2-10=(-799) 2686 3-10.(-300) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3.(-3018) 1136 10-11=(-562) 2250 10. 4=(-235 629 WEBS: 2x4 KDDF STAND; 3. 4=(.2885` 1241 11-12=}-258; 1671 4.11=(-736) 574 2x4 OF STAND A LOADING 4- 5= -2255 1147 12-13=(-597) 2094 11- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2255) 1147 13- 8=(-8341 2444 5.12=)-460 1077 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6.13= -235 629 8- 9= 0) 114 13- 7=(-300) 336 OVERHANGS: p 24.0" 24.0' LL = 25 PSF Ground Snow (Pg) ConnectoBEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,,CN18te(orrno1prefix1) =designators: BOTTOM Inc LLIVE LOADORD CHECKED AT LOCATION(S) A 20 PSF SPECIFIEDBYTED IBC STORAGE1 . LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -378/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625` 43'- 9.5' -378/ 2067V 0/ OH 5.50' 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = -0.167' @ 17'- 11.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.321' @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5' Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 17 M-4x6 Q 7.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x8(S)" Truss designed for wind loads in the plane of the truss only. 0 M-5x8(S) 0.25 .25° 0 Op O C9 M-1.5x3 /‘ , ,M-1.5x3 v , '\ - , \ 0 0 0 2 10 M-3x8 M-3x4 0. 25" 0.25 M 3x4 M-3x8 6 • 0 M-5x8(S) M-5x8(S) I i' y y 1, I 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME: 5-A POLYGON NH - 62 '<f'' PROi Scale: 0.1445 < j�/(N7G /�,p✓ / WARNINGS: GENERAL NOTES,unleunless ,t `2otherwise noted: 'l Il 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual CC' o/ P E cr and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: B2 incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at y�.� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41e'/tar�" DES- BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheaths C and/or drywall BC. � DATE: 8/22/2014 �� s ( ) _ the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! 1:C' 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. . to SEQ. : 6037152 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D: 4065564 � fi designbads be applied to any component. and are for"dry condition"of use. / 4 ZQ �", 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14 `! handling,shipment and Installation of components. necessary. fabrication, P Po 7. n assumes adequate drainage is trussed. 'll `R R I(y"`, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedppon both faces of trussand placed so their center IIIIII IIII VIII I III IIII VIII VIII IIII IIII MiTPINVTCA In BCSI,copies of e USA,InC. /CompuT 9 whiSoftware 7.6 6(1 L)E ch will be furnished upon request. 10 Forlinjoints coincide with 9.Digbasic connector plate design values see ESR-1311,ESR-1988(MiTek) Digits indicate size of late in inches. EXPIRES:12/31/2015 1E1 IIIA This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF 711&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7. 8=(-2357) 628 77 BC: 2x4 KEW1&BTR SPACED 24.0" O.C. 2- 3.(-2998) 112 9-10.1-607) 2217 9- 4.(-234) 630 WEBS: 2x4 KDDF STAND; 3- 4=(-2865) 1232 10-11='-267) 1637 4.10= •737) 574 2x4 DF STAND A LOADING 4- 5= -2234 1138 11-12=(-584) 2045 10- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2229) 1164 12- 8=(-829 ) 2355 5-11= -450 1055 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2794 1278 11- 6= -713 566 BC LATERAL SUPPORT <= 12'OC. VON. TOTAL LOAD = 42.0 PSF 7. 8= •595 713 6-12= -258 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) plateBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18Connecto,CN8 (or rno1prefix1) . CompuTrus, Inc LOIVEOLOADOAT LOCATION(S) SPECIFIED LBYIIBC STORAGE1 . LOCATIONS 0.0" -380/AC2064V -302TIONS / 316H 5IONS .50" 3.30ZE N KDDFP) 625 M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2' -281/ 1855V 0/ OH 5.50" 2.97 KDDF ) 6251 JT 2: Heel to plate corner = 2.25" IGOND 2' Design checked for net(5p.f) uplift at 24 "oc spacinc.b ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = -0.163" @ 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL = -0.314" @ 17'- 11.0" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117" @ 43'- 0,7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-10-12 21-07-08 f ,1' I Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00� M-4x6 �7.00 load duration factor=1.6, 4.0" inuss thedesiplaneed offor thewind trussoads only. 5 M 5x8(S) M-5x8(5) 0.25" 0.25" . 7/1 ., 0 NV 1.0O C•) \ / 0 M-1"5x3 M-3x5 4 M-1.5x3 416166„ 0 00 Icl •r 2�, 9 10 '/ T11 12 8"* O M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 O M-5x8(S) M-5x8(S) y y ), )' ), ), y y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - B1 scale: 0.1411 <t, 0��,s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� " ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t• a 92••r p'c-E and Warnings before construction commences. building component.Applicability of design parameters and proper //,/F �1 1-- Truss: E11 incorporation of component Is the responsibility of the building designer. 2.254 compression web bracingbracinmust be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at - 3.Additional temporary to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by ! 4 0 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tv. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ill +c, 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. 37 ,y OREGON w SEQ. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,G. '4j�i :\ A.,. design loads be applied to any component and are for"dry condition"of use. / '7}�' St) �^1i» TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if V 14 fabrication,handing,shipment and installation of components. necessary. I RIO.'` Po 7.Plates assumes adequateated drainage is pa. 1 4 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be locateddboth faces of truss,and placed so their center IA/VTCA in I,copies of ch will be furnished upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MT'iTPe USA,Inc./CompuTrus s(Software 7.6.6(1 L)E request. 10.For basic connectorlines coincide with oint center Ines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.11=(-1431) 2572 3.11=) -152) 192 15.10=(-182) 108 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3= -3025 992 11.12= -1288 2429 11- 4=( -49 296 WEBS: 2x4 KDDF STAND; 3- 4= -2875) 987 12-13=)-1034) 2330 4-12=( -445` 367 2x4 DF STAND A' LOADING 4- 5= -2453 910 13-14= -850) 2024 12- 5= -216 868 2x4 KDDF #1&BTI B LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14-15= -541 1259 12- 7= -443 150 DLON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12"OC. UON. 8. 9= -1563 594 8.14= -966 497 LL= 25 PSF Ground Snow (Pg) 9.10= -141) 157 14. 9=) -329 1300 9.15=(-2078) 770 NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -340/ 2071V -179/ 367H 5.50" 3.31 KDDF 625 OVERHANGS: 24.0" 0.0' 43'- 6.3' -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). COND. 2• Design checked for net( p,fl uotift 2t 24 "oc spacing Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 C Connector 8,CN18 (or no prefix) = CompuTrus, Inc • MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200' M,M20HS,M18HS,(or = MiTekprMT series MAX TL CREEP DEFL = -0.043' @ -2'- 0.0° Allowed = 0.267" MAX LL DEFL= 0.165' @ 15'- 9.7" Allowed = 2.130' JT 2: Heel to plate corner = 2.25' MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840' ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8' 0-04-15 NOTE:Design assumes moisture content does "f'r not exceed 19% at time of manufacture. T 19-11-11 23-06-09 f Design conforms to main windforce-resisting 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria. f f f ff f ' ' T Wind: 140 m ht h=23.9ft, TCDL=4.2,8CDL=6.0, ASCE 7.10, 15-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 12 in the plane of the truss only. 7.00 M-4x6 M-5x6(S) M-3x4 0a P5" 410 =M-4x4 M-1.5x3 M-5x6(S) +s �`wr 4 a -/ 0.25" v o `- 0 / \/ ± + 4 M-1.5x3 4\ + o 01 CD ' 11 1i 13 1' C1 14 13* -/ M-3x8 M-3x4 0.25" M-3x4 0.25' =M"4x4 M-5x8(S) M-5x8(S) 1, 1, I I .1 I , , 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 pE JOB NAME: 5-A POLYGON NH - AH3 Scale: 0.1504 �co'�f' �GIRN (1hAss 'O WARNINGS: GENERAL NOTES,unless otherwise noted: <(y� f2-G� l 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual '92•P E 1' Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional 2'o.c.end at 10'o.c.respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d 1:t' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 57 A OREGON I ci SEQ. : 6037154 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, >x design loads be appfed to any component and are for"dry condition"of use. / "1) C L TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fj 1 4 4- �1,"'C fabrication,handling,shipment and Installation of components. necessary. provided. W)C) f �" 8.This design is furnished subject to the limitations set forth by 8.PlatDesiegs shall be locatedn assumes d an both faces drainage iof truss,and placed so their center �1 r1 1+� IIIIII I I I VIII VIII IIID VIII IIID IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. " 9.Digits Indicate size of plate in inches. C� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(R ES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 114 2.11=(-1431) 2572 3-11=( -152 192 15.10=(-182) 108 BC: 2x4 KDDF ft1&BTR SPACED 24.0" O.C. 2- 3=(-3025) 992 11-12= -1288 2429 11- 4= 49 296 WEBS: 2x4 KDDF STAND; 3. 4=(-2875` 987 12-13=)-1034) 2330 4.12=) -445 367 2x4 OF STAND A; LOADING 4- 5= -2453) 910 13-14= -850 2024 12. 5= -216 868 2x4 KDDF k1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14-15= -541) 1259 12- 7= -443 150 OL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-1563) 594 8-14= -966 497 LL = 25 PSF Ground Snow (Pg) 9.10=( -141) 157 14- 9= -329 1300 9.15=(-2078 770 NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0" 0'- 0.0' -340/ 2071V -179/ 367H 5.50' 3.31 KDDF ) 625) 43 '- 6.3' -259/ 1936V 0/ OH 5.50' 3.10 KDDF 625 Connector plate prefix designators: IGOND 2• Design checked for net(-5 nsfl uplift at 24 'oc spacinm.l C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,816 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200' JT 2: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.165" @ 15'- 9.7' Allowed = 2,130' MAX TL CREEP DEFL= -0.296" @ 22'- 6.6" Allowed = 2.840' MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8' NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. ff 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, f .1 f ff f f f T (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 15-09-12 Truss designed for wind loads f f in the plane of the truss only. 12 M-4x6 M-5x6(S) 7.00 p 6 M-3x4 y 25" =M-4x4 M-1185x3 M-5x6(5) 8 + 9 0.25" e cr ✓ o o M-1.5x3 + + + +l 8 ' o + 8 - \0 A o 11 1 'f 13 (4 13* -, M-3X8 M-3X4 v•25° M-3X4 0.25' =M-4x4 M-5x8(S) M-5x8(S) .1 b ), y y y J, y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH2 '`,.- INE -49Scale: 0.1504 06 /.b 1. ildeS: GENERAL NOTES,unlessonly otherwise noted: CC. 19��E '7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based upon the parameters shown and is for an Individual /' ,�' 1. Truss• AH 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' 2'o.c.and at 10'o.c,respectively unless braced throughout their length by af�jaa�.1 DES. BY: EE is the responsibility of the erector.Additional permanent b tiring of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ',+4 fI ' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC SE /� 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. =7 y OREGON Ix SE Q. : 6037155 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, -,,,t design loads be applied to any component and are for"dry condition"of use. �/t -"f k. 2p- �. . TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if d 14 fabrication,handing,shipment and installation of components. necessary. [�+. g P Po 7.Design assumes adequate drainage is provided. C t�,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bothoth faces of truss,and placed so their center INVTCA in I,copies of ch will be himished upon lines coincide with j int center Ines. IIIIII VIII 11111111111111 MiTTPe SA,lnc.//CompuTrus'Software 7.6.6(1 L)E request. 10.For basic co nectoroNate design values see ESR-1311,ESR-1988(MiTek) 5.Digits Indicate size of late in inches. EXPIRES:12/31/2015 1E1111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x6 KDDF #1&BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 114 2-11= -1639) 4875 11- 3= 0) 300 9-16=(-4391) 1805 2x4 DF 2400F T1 2- 3= -5879 1836 11-12= -1642 4872 3-12= -366 286 16-10=) -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4='-5549 1990 12-13= -2387) 5968 12- 4= -428` 1623 WEBS: 2x4 KDOF STAND; LL =25 PSF Ground Snow (Pg) 4- 5= 0 0 13-14= -2428 5968 12- 6= -1761 953 2x6 KOOF#2 A; TC UNIF 4966 6-13= 0 419 2x4 KDDF2x4 OF TAND STUDB6 BC UNIF LL 0.0 TC UNIF LL 100.0I+DLI 40.01= 128.0 PLF 40.0 PLF 10'- 0.0" TO 43'- 6.3' V 7- 8= -5543 2379 15-16= -1257 2945 17.14= -967 5169 8- 9.(-3514) 1448 14- 8= 312 1314 TC LATERAL SUPPORT <= 12'0C. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9.10=' -100) 112 8-15= -2455` 1086 BC LATERAL SUPPORT <= 12'0C. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 15- 9= -684) 2397 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -1099/ 3690V -131/ 270H 5.50' 5.90 KDDF 625 43'- 6.3" -1506/ 3729V 0/ OH 5.50" 5.97 KDDF ( 625` OVERHANGS: 24.0' 0.0" ICOND. 2: Benign checked for net(-5 psf) uplift at 24 "cc spacing I Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.032' @ -2'- 0.0" Allowed = 0.200' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.290" @ 19'- 5.3" Allowed = 2.130" MAX TL CREEP DEFL = -0.569" @ 19'- 5.3' Allowed = 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171" @ 43'- 0.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 11-11-11 31-06-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,,- load duration factor=1.6, 5-11-14 ,, 5-05-02 0-0066-10 5-10-05 ,, 6-05 ,, 6-05 , 6-05 6-05.04 , Truss designed for wind loads in the plane of the truss only. 11-09-12 12 640# M-7x8(S) 7.00 7 M-5x10 5 =M-6x6 0. 5"" =M-66x6 =M-10x10 M-3x6,0 -1 M-3x4 v CA A 2. 8 /\/V\ 11 12 =1A-4x4 0"2515 1e* M-1.5x3 M-3x10 0.25" M-4x10 =1M-8x8(S) =1A-10x10(S) ), ), y y ), l 1, , , 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH1 .:c 00 PRpr�ss Scale: 8.1519 V124. <9 WARNINGS: GENERAL NOTES,unless otherwise noted: LC/ � -f7 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an individual '- .9. PE c Truss: AH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 204 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability doting construction 2 Design assumes the top and bosom chords to be laterally braced at DES. BY: EE2 o.c.and at 10'o.c.respectively unless braced throughout their length by tw is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). ,r "AA",- "�0� DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,y CC 4SEQ. : 6037156 .No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7/..., 7L 4_OREGONI �ri TRANS I D: 406556 , non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, F7 design loads be appied to any component. and are for"dry condition"of use. /5.CompuTrus has no control over and assumes no responsibility lily for the 8.Design assumes full bearing at all supports shown.Shim or wedge If } 1 4 0Q� 7. 44' CO-6fabrication,handing,shipment and installation of components. necessary. ,}IfDesign assumes adequate drainage is provided. '7 rlh RIO- 6. .This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII 1301111111111111111111111111111 III VIII(IIII(IIII(IIII(IIIIIIIIIIII TPINVTCA In BCSI,copies of which will be furnished upon request. coincide with joint center Ines. Digits indicate size of platete inches. nches. M ilek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.lines For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1110 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 114 2-11= -1212 3463 11. 3=) -236) 849 17- 8=1.300) 336 BC: 2x4 KDDF #I&BTR; SPACED 24.0" O.C. 2- 3=1-4062) 1544 11-12= -1139) 3226 3.12=) -506) 350 2x4 DF 2400F B5 3- 4=(-3073 1177 12-14= -797 2720 12- 4= 0 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2541 1132 13-15= 0 0 4-14= -567 259 2x4 DF STAND A LL) 25.0)+DL DL 7.0) BOTTOM CHORD = 10.0 PSF 6- 7= -2207)1142 15-16= -2640 14-15= 1) 1600 5.15=)-141 2374 5-14= 19) 1055 ON 749 IC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7. 8= -2812 1243 16-17= -595 2048 15- 6= -558 995 BC LATERAL SUPPORT <= 12'0C. UON. 8- 9= -2957 1138 17- 9=1 -836) 2403 6-16=) -434) 1178 LL = 25 PSF Ground Snow (Pg) 9-10= 0) 114 16- 7=( -722) 578 OVERHANGS: 24.0' 24.0" 7.17=( -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -379/ 2067V -323/ 323H 5.50' 3.31 KDDF 625 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.09 DF ( 670` JT 9: Heel to plate corner = 2.25" �QQND. 2: Design checked for net(-5 psfl uplift at 24 "ac spacinc.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.393' @ 14'- 6.0' Allowed = 2.858' 21-10-12 21-10-12 MAX LL DEFL = -0.036" @ 45'- 9.5' Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 2-09.' 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" 7.00 M-4x6 Q 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 '6( Design conforms to main windforce-resisting ` system and components and cladding criteria. M-5x8(5) 4. M-5x8(S) Wind: 140 mph) h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0"25" 0,25" Load duration factor=l.6, Truss designed for wind loads 4Y- '� in the plane of the truss only. 0 M-3x4 + c.4 M-1.5x3 r + • M-3x4 3 M-4x6 •• o _ _ i12 ^�T _ A M-5x6 M-3x4 0 1.. 15 as 17 9 0 0 M-4x6+ 8M-5x10 0.25' M-3x4 M-3x8 0 a 2.75 2.04 ,1-4x10 M18HS-5x16(S) 12 12 ), y )- J• J, y > J' -05-0$ 5-10-08 6-02 0-J11 10-04-12 8-11-15 8-11-01 , y x y-05-08 12-00-08 1;10-04 27-05-04 ,2-00 y2-00, 14-06 29-03-08 , , 2-00 43-09-08 2-00 JOB NAME: 5-A POLYGON NH - B3 Scale: 0.1309 ��` `1'}�+�/� /Ipj7,F��`,s,, WARNINGS: GENERAL NOTES,unless otherwise noted: 4" f 2l/` / ''' 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 'Tr92 1 I P E 1' Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y DATE: 8/22/2014 responsibility building g continuous sheathing such as plywood sheathing(TC)n where and/or drywell(BC). , = the overall structure is the res nsibil' of the designer. 3.2x Impact bridgingor lateral bracing required shown++ # /�CC ; " 4.No load should be apphed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ^</ SEQ. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �,• 'if \ iA,• design loads be apphed to any component. and are for"dry condition"of use. /6y -91• 14 -2O. •C„ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 2) �A fabrication,handling,shipment and installation of components. necessary. t' 7.Designlatesassumesadequateonedrainage is of trussed. 4 `�`„ 6.This design is furnished subject to Na limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I III I VIII 11111 II IIII(IIII II II IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincidewith joint ate in nche. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 1101111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF kt&BTR LOAD DURATION INCREASE = 1.15 1- 2. 0) 114 2.15=)-1177) 3199 15- 3=) -99 614 22-13=) -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= -3891 1497 15-16= -931) 2763 15- 4= -277 430 13-14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4= -3508) 1481 16. 18=) -757) 2413 4.16=(-342 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17.19. 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18.19= -556 2143 5.18= -543 368 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7= 0 0 19.20= -544 2087 18. 6= -405 964 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6. 8= -2026 1048 20.21= -542 2142 18. 8= -92 159 -486 183 LL = 25 PSF Ground Snow (Pg) 9-11.(-1914` 1992 22-14=045 )- 818) 2248 2182 18.20=9- ) -93 265 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11= 0 0 20- 9=) -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12= -2294 1043 9.21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11.21=1.327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21.12. -434 341 OVERHANGS: 24.0' 0.0' 12.22=) -68) 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -349/ 2064V -211/ 224H 5.50' 3.30 KDDF ( 625) Connector plate prefix designators: 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 . MiTek MT series IDOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacin6.l ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' 4-02-11 4-04-07 1-08-13 �4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0.174" @ 17'- 8.5' Allowed = 2.130" f f TT f f ff f f ,( MAX TL CREEP DEFL= -0.335' @ 22'- 10.8' Allowed = 2.840" 2-07-0 4-04-07 0.04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" 1' 1' '1' 1' 1' 1' ff T '1 MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7' 15-09-12 15-06-08 NOTE:Design assumes moisture content does '1 T 1' T not exceed 19% at time of manufacture. 12 M-3x8 M-3x4 12 Design conforms to main windforce-resisting 7.00�/ I 7.00 system and components and cladding criteria. M-5x6(5) M 4x6 7 8 9 ,M 4x6 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0.25" Truss designed for wind loads / 0.25" in the plane of the truss only. d ,� .2 o M-3x4 +' i+1 +, + 3x5 trr M M- 1 3., M-1.5x3 M-1.5x3 M-4x6 '�� _ Allikihh... o / • M-5x10 M-3x4 0 17 19 20 ( 22 1a* � M-4x6+ o M-5x10 M-3x4 0.252' M-3x4 M-4x6 0 -.2.75 1.89 v M-4x8 M-5x8(5) 12 y2 y y 1 Q0112 J• y )• J' y 2y05-0j 6-06-10 5-05-14 11108-0? 5-07-14 5-05-12 7-06 7-07-12 y 2.05-08 13-01-042-00 25-11-08 J, y 14-06 29-00-04 J, y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH3 Scale: 0.1286 ,<(,.ry ��`�}j�fi`sig, 4. WARNINGS: GENERAL NOTES,unless otherwise noted: �✓ /2^/•p - 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4t' `92•,„0 r E 1`e Truss: BH3 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+• incorporation of component Is the responsibility of the building designer. :,O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectvely unless braced throughout their length by Po ty P continuous sheathing such as plywood sheathing(1C)and/or drywall(BC). `1 DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i/ 4t' SE /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiaty of the respective contractor. -� OREGON a pi S E Q. : 6037158 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, -e, design beds be applied to any component. and are for"dry condition"of use. "�/ "41- 00 .}� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if Q 1 �� fabrication,handling,shipment and installation of components. necessary. ` t 7.Designlatesassumes aaeduone drainagecis fsprovided. n 11.. 6.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center ch will be furnished upon III IIII(IIII I III(IIII VIII VIII IIII IIII M76 USA,Inc,/CompuT s(Software 7.6 6(1 L)Z request. 10.For baslines ic connectorjoint plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of late in Inches. TPI/WTCA in BCSI,copies of EXPIRES:12/31/2015 11E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.15=(-1177) 3199 15- 3=( -99) 614 22-13=) -87) 221 BC: 2x4 KDDF#1&BTR SPACED 24.0' O.C. 2- 3= -3891) 1497 15.16=( -931 2763 15. 4.(-277 430 13-14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3. 4= -3508) 1481 16-18=( -757` 2413 4-16=)-342 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17-19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5. 6= -2388 1115 18.19= -556 2143 5-18= -543 368 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7= 0 0 19.20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 8- 9= -486 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914) 1992 22.14=045 5 -818) 2248 2182 18.20=9- ) -93 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= 0 0 20- 9=( -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294 1043 9.21=�-495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11.21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21.12= -434 341 OVERHANGS: 24.0' 0.0' 12.22=) -68 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -349/ 2064V -211/ 224H 5.50" 3.30 KEW ( 625) 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDOF ( 625) ** For hanger specs. - See approved plans 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 = -0.036' @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = 0.174' @ 17'- 8.5" Allowed = 2.130' 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL = -0.335' @ 22'- 10.8" Allowed = 2.840' 4-02-11 4-04-07 1-Xf MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7' 1 ��08-13 4-07-09 5-03-08 4-10-08 MAX HORIZ. TL DEFL = 0.158° @ 43'- 0.7' 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does 1' T T 1 ff 1' 1 ifT 1' not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T T T .' system and components and cladding criteria. 12 M-5x6(S) M-4x6 7 M-3x8 M- x4 1,M-4x6 12 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 7.00 0M-25x6(S) \I 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0.25" I Truss designed for wind loads 5 . 5" in the plane of the truss only. .p v Y. M-3x4 o +' +t \ \/ jM15x3 +r 14-3 M-1.5x3/ 11111/111111111L \ ' M-4x6 . m ' /1'7 ' S M-3x4 co 17 ` 19 20 22 14* � 1 M-5x10 , M-5x10 M-3x4 0.25x' M-3x4 M-4x6 0 M-4x6+ M a 2.75 1.89 4x8 M-5x8(S) 12y y 1-�0� �2 y y y y y 2-05-0f 6-06-10 5-05-14 1108.02 5-07-14 5.05-12 7-06 7-07-12 y 3-05-08 13-01-04 , 2-001 25-11-08 y 14-06 29-00-04 y y y 2-00 43-06-04 vo JOB NAME: 5-A POLYGON NH - BH2 Scale: 0.1286 ,< e�ryf�N7q �FJfi„6:0 WARNINGS: - GENERAL NOTES,unless otherwise noted: LCIcl )G 4/f!RO7 -S 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual t 921 11 P E t"" Truss: BH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,✓` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 40,09. DES. BY EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ wi `"',' " 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON (,, SEQ. :;; 6037159 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L. N. A design bads be appied to any component and are for"dry condition"of use. /�y /r 1 4 2(} .�,,, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Vh fabrication,handling,shipment and installation of components. eessary. S- 0 P Po 7.Designlaesassumes adequated drainagehfcis truss,a. �� `�`;, - 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPINVECA in BCSI,copies of which will be famished upon request. Tinge coincide with Joint ate in lines. 9.Digits Indicate size of plate center in inches. M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI ES:12/31/2015 11110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WA/DDF/C =1.00 TC: 2x4 OF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2.15=(-1844) 6771 15- 3=( -359) 1675 21.13=(-366) 278 2x6 KDDF #1&BTR T2, T3 2- 3=(-8240) 2291 15-16= -1727) 6287 3.16=( -728 178 13.22=( 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6514) 2010 16-17= -1666) 5567 16- 4=( 0) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17-18= -2003) 5967 4-17= -494 262 2x4 DF STAND A; TC UNIF LL( 50.0 +OL 14.0 = 64.0 PLF 0'- 0.0" TO 12'- 0.0' V 5- 6= 0 0 18-19= -2095) 6120 17- 5= -631 2092 2x6 KDDF STAND B TC UNIF LL( 786 823 TC UNIF LL( 150.0)+DLI 14.0)= 164.0 PLF 31'- 6.2" TO 43'- 6.2" V 7- 8= -6026 2221 20-21= -2060( 5951 17.18= -465 1243 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.2" V 8- 9=)-5957) 2233 21.22=(-1418) 4762 18- 8=( -19) 222 BC LATERAL SUPPORT <= 12'OC. UON. 9-10=(-6194) 2281 22-14=(-1415) 4765 19- 8=( -779) 384 TC CONC TC CONC LL( 500.0`+DL( 140.0(= 640.0 LBS @ 31'- 6.2"'- 0.0" 11-12= -4740 1699 0 19-20= -282 337 NOTE: 2x4 BRACING AT 24'OC UON. FOR 12.13= -5572) 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13.14= -5833) 1764 10-21= -1904 912 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-21=) -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS:. 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF ( 625) C ,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psfl uplift at 24 "Sc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0° Allowed = 0.267' MAX LL DEFL = -0.350' @ 21'- 11.8" Allowed = 2.130' MAX TL CREEP DEFL = -0.695' @ 21'- 11.8" Allowed = 2.840' MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7' 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-06(10 2(-03-08 5-02-05 0-0�6-10 5-08-10 not exceed 19% at time of manufacture. 2-09 1' 4-04 2-02-1.3 5-05-13 ' 4-07-11 '' 5-05-02 ' Design conforms to main windforce-resisting f f T TT ,. f ,. ,. , < ,. system and components and cladding criteria. 11-09-12 11-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), T 1640# �' 40# T load duration factor=1.� 12 . 12 Truss designed for wind loads M-7x8 S in the plane of the truss only. 7,00 M-561 2 M-3x5 (M 33x4 9 0.25" -M-4x4 11 M-5x10 Q 7.00 10 2 -11171 M 3x4 M-3x4 v 3 m -1: M-3x8 4 I,1„lip i FA r m M18HS-3x18 M-7x12 c !IP 16 17 1e'� ee r` 2 M-8x8 M-3x4 M-4x8 =M-8x8 19 0,25 21 22 M-1.5x3 14* o M-4x6+ M-4x6+M18HS-7x14 .-2.75 2.75 - -M-8x8(S) 12 12 p1, ), y ), 1, 1, L' ,I y J, ,, 5,-05-0 4-04 4-05-12 3-02-11.2-OO, 8-01 7-11-04 5-05-02 5-06-14 , ,2-00, 05-08 12-00-08 2-00 27-00-04 1 2-00 43-06-04 00 PROpe, JOB NAME: 5-A POLYGON NH - BH1 Scale: 0.1366 �5�� G(�+��,p so WARNINGS: GENERAL NOTES,unless otherwise noted: 444 /z G7!I 'f7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 . .92 10I'E t' Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper yY 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,/ J'/� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE Is the res onsibiG of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by 1 P tYcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /" ' � DATE: .8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ til it 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7 OREGON�� 1 f SEQ. :,'6037160 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, a design loads be applied to any component and are for"dry condition"of use. /� -7 14 r�O. .�. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handing,sN ment and installation of components. necessary. t` P Po 7.Design assumes adequate drainage is provided. R 14.� 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII IIII)IIII I III IIII)IIII III I IIII IIII TPINYfCA In BCS),copies of which will be famished upon request. Digitsgit coincide with jointf aIn nche. 9.lives size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-104) 734 3- 8=(-401) 388 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1004 236 8- 9=) -48) 481 8- 4=(-295) 595 WEBS: 2x4'KDDF STAND 3. 4=) -885 459 9- 6=) -74 60 4- 9=(-294) 595 LOADING 4- 5=) -885 459 9- 5=(-401) 388 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-1004 236 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS:. 12.0" 12.0' ' LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18Connecto,,ppCN18t(orrrno1prefix)) = ors:CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS0'- 0.0" -184/ACT9775V -360/NS ACT360H 5IONS .50" 1.56ZE N KDDFP( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0' -184/ 975V 0/ OH 5.50' 1.56 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.( 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.024" @ 6'- 10.9" Allowed = 0.979' '1' '' '1' '' T MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306' 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003' @ 21'- 6.0" Allowed = 0.133" 14.004.0" 14.00 MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" / 4 MAX HORIZ. TL DEFL = 0.015" @ 20'- 0.5" 8 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 v 0 / , c, c; 0 0 o !2 ee o 0 M-3x4 60.25" M-3x4 M-3x4 1 0 M-5x6(S) y y ), )' 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - C2 �� a PR Op Scale: 0.2044 .5 ` /�)I N�6 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 y " ^/p 'S' �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92 /f E 1"r Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. „w" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.x,and at 10'o.c.respectively unless braced throughout their length by 4`I ~ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / „ �. DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r' SEQ. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON ((j S E non-corrosive environment, L,. V A. design loads be applied to any component. and are for"dry condition"of use. .6‘ P' 1 2Q 4.TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �v., fabrication,handing,shipment and Installation of components. necessary. 4fe ri ILA'7.Plates assumes adequateadon drainagecis provided.a. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 1111111111111111111 TPIANTCA in BCSI,copies of which will be furnished upon request. git coincidenctwith joint aIn nche. 9.Digits indicate size of plate in inches. C. M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTel0 EXPIRES:12/31/2015 1111 IIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" 1,1 • I •rr ,. . . r. - . . . •ir TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design 2x4 DF #1&BTR; SPACED 24.0' O.C. assumes moisture content does 2x4 KDDF #1&BTR B2 not exceed19% at time of manufacture. LONDIOG Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF Wind: 140 m h h=25.2ft TCDL4.2 Connector plate prefix designators: P t r = BCDL=6.0, ASCE 7-101� C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 I 12 HM-4x4 12 14.00/ 4 14.00 v (00 M M.-3x4 to 411111 1 o o M-3x5(S) o /— M-3x4 y y y 6-10-15 13-07-01 1-00 20-06 1-00 PRO JOB NAME: 5-A POLYGON NH - Cl Scale: 0.2158 .<c,,� G1NtfF9`�ts'41 WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓� r✓+ t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4t' T.92 s 1IP E r Truss Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). WINO, DATE• 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ —, Cr. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y' OREGON 41 SEQ. :' 6037162 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, , �Qi A. TRANS I D: 406556 design loads be applied to any component and are for"dry condition"of use. //�, �k 20 .,}- 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim o wedge if V 1 4 �� fabrication,handing,shipment and installation of components. necessary. 7.Designlaesassumes odadequate drainagehciso provided. "�RIO-. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request git coincidenctwith joint te in lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 110111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 86 2- 9=(-1252) 5318 2- 3= -8954) 2004 12- 7=( -820) 282 BC: 2xR KDDF #1&BTR 2- 3= -8954) 2004 9-10=(-1252) 5318 9- 3= -102 114 7.13= -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=) -8738 2060 1011=)-1284` 5552 3-10= -192) 616 7- 8=(-10200) 2302 2x6 DOF #2 TC UNIF PLF 3= -1320 6044 1= -2838 804 BC LATERALKSUPPORTA<= 12'0C. UON. BC UNIF L 5472 10- 4= -900 3994 L) 522.4)+DLIL 9TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL 0.0 +DL 75.2)=F Ground 06 PLFow 7P-) 0.0' TO 20'- 0.0" V 7- 8=)-10200 2028 00) 2302 13-18=�-1324) 6066 11.16= -2680) 9292 760 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 6.0" V 6-12=) -842) 3752 OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES, C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50" 15.19 KDDF ( 625) -',- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND 2 design checked for net(-5 psf) uplift at 24 "oc spacing.) Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 XX9" oc in 1 rows) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" XX 5" oc in 2 rows throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133' 9" oc in 1 row(s throughout 2x4 webs, MAX LL DEFL = -0.069" @ 14'- 7.7" Allowed = 0.979" 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.175" @ 10'- 3.0" Allowed = 1.306" MAX HORIZ. LL DEFL = -0.016" @ 20'- 0.5" 10-03 10-03 MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" T 1' 1' 3-02-042-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does f1 1 f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting M-5x8 system and components and cladding criteria. 14.00/ N 14.00 5.0" Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, 5 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>r), I A load duration factor=l.6, `• Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x6 u" cp M M-4x12 M-5x12 T J' °� M-5x16 M-5x16 00 . !10 s<, /AI . o o M-100 95x3 M-7x12 110.25" M-61x10 M- x10 8 0 s- *** 37514-M-10�0(S) ), y .k y 3.02-04 2-08 4-04-12 4-04-12 2-08 3-02.04, 1-00 20-06 tb,JOB NAME: 5-A POLYGON NH - C3 .'4' ' PRQF�ss Scale: 0.1681 � ��p IQ� WARNINGS: GENERAL NOTES,unless otherwise noted: w rn7c-, '7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4- 79211 S(-E C� Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,,,,✓ 3.Additional temporary bracing to Insure stability during consimctlon 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d 11 BC. ! DATE: 8/22/2014 gRs � ) i �' the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d 4.No load should be appied to any component until after all bracing end 4.Installation of truss is the responslMity of the respective contractor. '=7 OREGON 1k (jf SEQ. : 603 7163 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. .1f A, design loads be appied to any component. and are for"dry full b on"of use. / 4)" 20 A•.�- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4 �y S fabrication,handing,shipment and Installation of components. necessary. I� � S l �.+ P 7.Design assumes adequate drainage Is provided. l.1�. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPI/WTCA In I,copies of lines coincide with IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Te USA,InCs/COmpuTrus)Software 7.6 6(1 L)E request. 10.For basic connectoroint center Ines. plate design values see ESR-1311,ESR-1988(MITek) 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF !fl&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.6=(-24) 286 6.3=(0) 307 BC: 2x4.KOOF #1&BTR SPACED 24,0' O.C. 2-3=(-506) 111 6.4=(-24) 286 WEBS: 2x4 KEOF STAND 3-4=(-506` 111 LOADING 4-5=( 0) 86 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625` Connector plate prefix designators: 11'- 8.0' -111/ 604V 0/ OH 5.50' 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net l•5 psfl uplift at 24 'oc spacing.) 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" T T '1 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 12 12 MAX LL DEFL = -0.002" @ 12'- 8.0' Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003' @ 12'- 8.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.281' @ 8'- 6.5' Allowed = 0.557" 14.00 34.0" 14.00 MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835" MAX HORIZ. LL DEFL = 0.003° @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TOOL=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. 0u;000 0 0to /111N * a rnofo6.5 1, y y 5-10 5-10 y ), y y 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D2 Scale: 0.3596 ��‹�� IN eu4.92 WARNINGS: GENERAL NOTES,unless otherwise noted: 41, w r , 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4 ' 7923$P E t'r Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. A/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asr� plywood ethinp(resendlor drywall(BC). �` e • DATE" 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 CC " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON 4,,f SEQ. : 60371 64 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, *, V \1h lc design loads be appied to any component end are for"dry condition"of use. / 2.° TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the H.Design assumes MI bearing at all supports shown.Shim or wedge if Q 1 40P4 fabrication,handing,shipment and installation of components. necessary. f- 7.Designlatesassumesadequateon eh drainage is oftun,provided. ' R,��,,, 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII(IIII VIII IIII IIII TPINVTCA In BCSI,copies of which will be famished upon request. Digit coincidedictwith jointcenterin nche. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IQDND 2' Design Checked for net s pcf) uplift at 24 "ac spacing.) IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. not exceed 19%at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12°OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSE system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mpht h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T T 12IIM-4x4 12 /- 14.00/ All. 14.00 01 0 rn C co . 1.0 1.0 �f /11111111116th. -/�M-3x4 C y y ) ) 1-00 11-08 1-00 �ei`t'o PRQFe6,, JOB NAME: 5-A POLYGON NH - D1 Scale: 0.3526 �� ‹i':.. G2(NE/�fjjj►,y� >, WARNINGS: GENERAL NOTES,unless otherwise noted: 44.1 �'" �p"c 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Ct. 0 9 t-E r building component.Apptcabllity of design parameters and proper Truss: D 1 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at - 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout fair length by 0„ .^ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). .�` !- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * f'' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y OREGON,�b, d SEQ. : 603 7165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 41 design loads be applied to any component nand are for"dry condition"of use. . ) "7.}� 1 4 2- {�'�- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V AI T. fabrication,handling,shipment and installation of components. Design assumes drainage is pr f .R R 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located uonebo h faces of truss, placed so their center n n INVTCA in I,copies of 11111111111111111111 VMiTpe USA,lnc.s/CompuT s(ch will be fumished upon Software 7.6.6(1 L)E request. 10.lines basic connectoroint center lines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= -5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #1&BTR 2- 3= -3372 842 7- 8=(-680) 2954 2- 8=(-1360) 424 WEBS: 2x4 KDDF STAND; LOADING 3- 4= -3376` 838 8- 9=(-372) 1990 8- 3=)-1214) 4854 20 DF SS A; LL =25 PSF Ground Snow (Pg) 4- 5= -3446 750 9- 5=(-370) 1988 8- 4= -156) 306 2x6'KDDF #2 B TC UNIF LL 50.0 +DL 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6= 0) 86 4- 9= ) -176 84 BC UNIFLL 522.4 +DL 375.2)= 897.6 PLF 0'- 0.0" TO 4'- 8,0' V TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 0.0 +DL 20.0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0' V BC LATERAL SUPPORT <= 12'0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50' 4.89 KODF ) 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN19 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2: Design checked far net( p*f�yplift at 24 'oc s au cing AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 S2 ) complete trusses required. MAX LL DEFL = 0.021" @ 3'- 1.3" Allowed = 0.537" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.058' @ 3'- 1.3" Allowed = 0.717" MAX LL DEFL = -0.001' @ 12'- 8.0" Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001" @ 12'- 8.0' Allowed = 0.133" 1 9' oc in 1 row(s) throughout 2x4 top chords, 5' oc in 2 rows throughout 2x6 bottom chords, *** HANGER TO APPLY CONC. 9' oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. LL DEFL = -0.0 @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. 9' oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. TL DEFL = 0.01111"" @ 11'• 2.5" NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19%at time of manufacture. Design conforms to main windforce-resisting f 3-03 f 2-07 f 2-07 T 3-03 f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7 N14.00 load duration factor=1.6 3 4.0" Truss designed for wind loads Iin the plane of the truss only. II" M-3x5 1 M-3x5 C-.7, ,r * 0 00 ! M-5x10 Al Ad ILL c) o ►.oma r, `® o 1 M-3x8 M-8x10 M-19 5x3 M-5x10 '\ 8 y y ***11,3551# ,, 3-01-04 2-08-12 2-08-12 3-01-04 y y y • 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 R op JOB NAME: 5-A POLYGON NH - D3 sale: 0.2557 '<(' ��N � +�6's,, WARNINGS: GENERAL NOTES,unless otherwise noted: 4451 /4 Gi! f q 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual . t P t'' Truss:: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by coDATE: 8/22/2014 responsibilitybuilding designer. 2x Impactous sheathing such as bracing requiredd sheathing(TC)and/or drywell(BC). ,/"rrl . the overall structure is the of the 3.2x bridging or lateral where shown++ (C 4.No load should be applied to any component until after all bracing and 4.Instalation of truss is the responsibility of the respective contractor. 7 "�1 OREGON A.SEQ. : 603 7166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, N� design loads be applied to any component. and are for"dry condition"of use. / If TRANS I D: 406556 5.CompuTrus has no control over and assumes noresponsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if Q Y 1 4 2 th fabrication,handing,shipment and installation of components. 7.Design necesssumes adequate drainage is provided. fb-� t` ` 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r-1 L4 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINYTCA In BCSI,copies of which will be famished upon request. git coincidenictwith joint aIn nche. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sea E5R-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • 1111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2= 0 86 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(-217; 180 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DLON 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' -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) 5'- 9.2" -164/ 198V 0/ OH 1.50" 0.32 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625` C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. lo : r 'r r . ' - ' • r' 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" /- -/ MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300' @ 3'- 6.1" Allowed = 0.559" MAX TC PANEL TL DEFL = -0.260' @ 3'- 4.1" Allowed = 0.838" MAX HORIZ. LL DEFL = -0.004' @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.004' @ 5'- 9.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mphh=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.� Truss designed for wind loads Ln in the plane of the truss only. co io 0 co 0 -A- Prl o/- ,2� 4�� M-3x4 A- ,t, ), y 1-00 6-00 IPROVCDE FULL BEARING..Jt4:2.4.31 04 JOB NAME: 5-A POLYGON NH - J13 Scale: 0"4261 .�. ' G'�NS49,`:s1 WARNINGS: GENERAL NOTES,unless otherwise noted: {(J �r+Z +.r 717 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4' .92.•PE t"' T r Ii S S" J1 3 and Warnings before construction commences. building component.Applicability of design parameters and proper /2� 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. s/' 3.Additional temporary bracing to Insure stabilil during construction 2.Design assumes the top end bottom chords to be laterally braced at ✓� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). �`�", DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �i C/�" 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsiblity of the respective contractor. -� OREGON .)f SE:Q. . 60371 69 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4„`, . xb& design bads be appied to any component. end are for"dry condition"of use. / -7 r o -,i- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 �� fabrication,handing,shipment and installation of components. Designnecessary. /b7f�^' n 7. latesassumes adequate one dthinac a Is provided.a. R n{.1..`". 6.This design is famished subject to the limitations set forth by 8.Plates shall be locateddboth faces of truss,and placed so their center TPI CA in I,copies of ch will be furnished upon 111111111111111111 M Tek USA,Inc.s/CompUTrus iSoftware 7.6(1 L)E request. 10.For basic lines connector plate design values see ESR-1311,ESR-1988(MiTek) de with joint center ines. 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 1111 11 1 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=I 0 86 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= -581 500 3-4= -164 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -21 0 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 375V -204/ 454H 5.50' 0.60 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50' 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S)1 SPECIFIED BY IBC 2012. 10'- 0.0' -125/ 122V 0/ OH 1.50' 0.16 KDDF ( 625 THE BOTTOM CHORD DEAD bOAD IS A MINIMUM OF 10 PSF. /--- -V COND. 2: Design checked for net(-5 psfl uplift at 24 "oc s cpa ingg) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,;' MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.025' MAX TL CREEP DEFL = -0.000" @ 10'- 3.0' Allowed = 0.033' MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. C.4 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v in oad duration factor=1.6 Truss designed for wind loads co ci in the plane of the truss only. 0 m . o it) 2iMMEMMEMMEMMEMMEMMEMM 6 M-3x4 A- ' ). 1, y 1-00 6-00 4-03 :r r , PR°Pe JOB NAME: 5-A POLYGON NH - J12 �V>~0 INE Scale: 0.2960 cP 1' aO. 10 WARNINGS: GENERAL NOTES,unless otherwise noted: ` -9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t. .92•`PE 1 Truss: J 1 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / `>�". DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 (r' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibikty of the respective contractor. 7 OREGON Qj SEQ. : 6037170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4,,, q, NIX A. and are for"dry condition"of use. / 4 Q design bads be applied to any component. z, "' j TRANS I D: 406556 5.GompuTms has no control over and assumes no responsibility for the 8.Design assumes on bearing at all supports shown.Shim or wedge It Q 1 4 �0 fabrication,handling,shipment and installation of components. Desessary. t P Po 7.Plates assumes adequateadon drainage is ft truss, a �R f`� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,end placed so their center 1111111101111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. Digitsgit coincidedictwith joint centernche. 9.linesindicate size of plate in inches. MiTekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2= 0 86 2.6=(0) 0 BC: 2x4 KDDF #1$BTR SPACED 24.0' O.C. 2-3= -636 500 3.4= -243 97 IC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -76) 0 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 OVERHANGS: 12.0" 10.6" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -213/ 495H 5.50" 0.60 KDDF ( 625` C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -415/ 473V 0/ OH 1.50" 0.61 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -210/ 207V 0/ OH 1.50" 0.27 KDDF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. /- 5 ICOND. 2: Design checked for net(-5 Osfl uplift at 24 "oc s acp in6� VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 10'- 10.6" Allowed = 0.088' MAX TL CREEP DEFL = -0.002" @ 10'- 10.6" Allowed = 0.117' MAX TO PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576' MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, u, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6r1'_' Truss designed for wind loads in the plane of the truss only. mi el) of0o /114/- 6 - M-3x4 1, J, y y 1-00 6-00 4-10-09 IPROvn0E FULL BFARING;Jts:2,6,3,41 JOB NAME: 5-A POLYGON NH - J11 scale: 0.2753 P'‹ti tGIN� �ut9 WARNINGS: GENERAL NOTES,unless otherwise noted: 444- (JIZG+II 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 0' ' e P E 1'"` Truss: J 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r DES. BY' EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byIwrr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ `CC,, SEQ 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. = OREGON W' S E Q. : 6037171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, A "f ,rD A" design bads be applied to any component and are for"dry condition"of use. j ',. (� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes till beefing at all supports shown.Shim or wedge If Q 1 4 2 K�44 fabrication,handing,shipment and installation of components. necessary. /], 8.This design is furnished subject to the irritations set forth 7.DesignPlatesassumes adequate one drainagefciso provided. 'j- '� }��., IMI IN I I VIII VIII IIII IIII III IIII IIII 9 1 by 8. eincil be with join on bothlines.of truss,and placed so their center TPI/VVTCA in BCSI,copies of which will be furnished upon request. Tinge coincidedictwith jofpte center che. 9.Digits indicate size of plate in inches. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 11 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0 86 2.5=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2.3=(-562 497 3.4=(-139 88 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF L ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 435H 5.50" 0.80 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.61 KDDF 625 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. i,r • l'-',1 , -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8' MAX HORIZ. TL DEFL = -0.012' @ 9'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads cu in the plane of the truss only. O 0 cV N O O O tot �� -V 5._. O M 3x4 A- , y y y 1-00 6-00 3-11-09 :r r , JOB NAME: 5-A POLYGON NH - J10 k- , PROFss Scale: 0.2937 �?�5l2zl �( WARNINGS: GENERAL NOTES,unless otherwise noted. �7' 1 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual C: 792s OPE 1" T r US S: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. "'Amer 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r�' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byoapow continuous sheathing such as plywoodethlnp(T and/or drywell(BC). `Amlre - DAT E' 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. OREGON 4 SEQ. : 6037172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L„ �j ,,,R A. design bads be applied to any component and are for"dry condition"of use. /^ -7,, 1 4 2p. .k.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ' � fabrication,handing,shipment and installation of components. necessary. p 7.Design assumes adequate drainage is provided. `fi fl 1j 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII IIIIIIIII IIII IIII III I IIII IIIITPIIWfCA in BCSI,copies of which will be furnished upon request. Ones coincidewith joint center che. 9.Digits indicate size of platete In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31;12/31/2015 1111 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-483) 427 3-4=(-111) 48 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 OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -24/ 378V -179/ 391H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -377/ 439V 0/ OH 1.50' 0.56 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50' 0.09 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked far net(-5 1 uplift at 24 "oc s acp ina� -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153' @ 3'- 4.8" Allowed = 0.576" MAX TO PANEL TL DEFL = -0.156" @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = •0.009" @ 8'- 10.8" MAX HORI2. TL DEFL = -0.009' @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ ;l Wind: 140 mpht h=24.5ft, TCOL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, CV Truss designed for wind loads in the plane of the truss only. Nr 0 0 O N O 7,,-- in � M) �� O - M-3x4 A- 1 y y 1, 1-00 6-00 2-11-09 JOB NAME: 5-A POLYGON NH - J9 '<''P. PRoPF6� Scale: 0,3208 etP 06 Z�� 4;) WARNINGS: GENERAL NOTES,unless otherwise noted: kJ� / E' y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -'C 'T2 0 9 O P 1"" Truss:" J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).DATE" 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # /i�.��' " 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' OREGON b 4i SEQ. : 6037173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G. N design loads be applied to any component and are for"dry condition"of use. /�y -7 1 4 V. "• • s. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if S/ tQ fabrication,handing,shipment and Installation of components. Decessary. h `0- g P Po 7.Design assumes adequate drainage is provided. rl 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII 111111 IIIVIII III EMI TPIMfrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate size offplate in inches. 10. �f t + MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112 1 1111II III) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0O TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" 0.C. 2-3=(-417) 361 3-4m(-107) 44 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD= 32.0 PSF L ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0" -24/ 378V -159/ 348H 5.50' 0.60 KDDF 625 C,CNeprefixplate t(rnoprefix) = CompuTrus, Inc 625 C18,CN18oLL = 25 PSF Ground Snow (Pg) 5'- 111.2' -359/ 432V 0/ OH 1.50' 0.55 KDDF ( 625 M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50' 0.02 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(•5 psfl 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' 0MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.197' @ 2'- 11.6" Allowed = 0.576' MAX TC PANEL TL DEFL = 0.178' @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 rl Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10{ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, o Truss designed for wind loads of in the plane of the truss only. 0 CD 0) 0 0 r/'- 2.1M11111. 111111 .1._� 5►_� M-3x4 A- 1, J, L. J, 1-00 6-00 1-11-09 IPROVIDE FULL BEARING;Jts:25.3.41 Q, ,D p R OFA JOB NAME: 5-A POLYGON NH - J8 Scale: 0.3559 �j,s ! G11�N 0''S1 WARNINGS: GENERAL NOTES,unless otherwise noted: t44., 'Cl/21/[77 °r'" p q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .920 0 r E ¶"" Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper r� 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. + 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of4lrr!. continuousx sheathing such as plywood aired i s own drywell(BC). � DATE 8:D22:2400146556 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ st CC 4.No bad should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. -p A-OREGON to SEQ. : 07174 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. "Lf vt' &. design bads be appied to any component and are for"dry condition"of use. ?0 -I}, 1LK .,. TRANS 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if CJ 14 �� fabrication,handing,shipment and Installation of components. necessary. fil ` t 7.Design assumes adequate drainage Is provided. 1..4 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I I IIII I II IIII I III VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. fines coincide with joint center foes. I MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015. 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-334) 185 3.4=( -83) 0 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -34/ 393V -133/ 325H 5.50' 0.63 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50' 0.23 KDDF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 6'- 0.0" -288/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net1-5 Doff uplift at 24 "on soacinq.l I" 4 -7 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0,0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.002' @ 6'- 11.6' Allowed = 0.096" MAX TL CREEP DEFL = -0.003' @ 6'- 11.6" Allowed = 0.128' MAX TC PANEL LL DEFL = 0.295' @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2' Allowed = 0.864" 0 MAX HORIZ. LL DEFL = -0.006' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2' NOT12 notEexggceedn19%sattime of emoisture manufacture. 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dxr), oad duration factor=1.6 o Truss designed for wind loads in the plane of the truss only. 0 co 0 0 rn 0 1.0 c1111111111. 5 r -/ r.11 .=� 0 M-3x4 , ), . .. 1.00 6-00 0-11-09 (PROVIDE FULL BEARING:Jts:2.5.31 JOB NAME: 5-A POLYGON NH - J7 ��,t� PROF scale: o.3ae2 ,5 GINE /' WARNINGS: GENERAL NOTES,unless otherwise noted: 4 . '" -p'c- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual T 9O0 r-E { and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: J 7 incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless Wecod throughout their length by 46 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "+t 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON t,, �' , SEQ. ' 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. end are for"dry full bearing g use. / 4 k 2,Q �4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14 necessary. itiz.P R I Oy fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. y 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. git coincide occit d aa with jointaecenter fines. 9.Digitsindicate nsize offplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF#I&BTA SPACED 24.0" O.C. 2-3=(-223) 184 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625) 5'- 9.2' 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.8' -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. CDND. 2: Design checked for net(•5 psf)�plift at 24 'oc spacing 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" s MAX TC PANEL LL DEFL = 0.333" @ 3'- 7.0" Allowed = 0.572' MAX TC PANEL TL DEFL = •0.285" @ 3'- 4.9" Allowed = 0.858" Ij MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00/ Wind: 140 mph, h=22.7ft, 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 cm in the plane of the truss only. 0 .4' In 0 m 0 co 0 rn �,e 0/- � �� 4 1."- c:. � M-3x4 A-- 1, i, y 1-00 6-00 [PROVIDE FULL BEARING;Jts:2.4.31 JOB NAME : 5-A POLYGON NH - J6 .a,0), PRoF�� Scale: 0.4179 �J ! G(Nati / WARNINGS: GENERAL NOTES,unless otherwise noted: V /L GI O' 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual CC' T 92 e S P E 1-" Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. �/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c,respectively unless braced throughout their length by p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ _* CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^Y7� Y/` OREGON 4,/ �,((/ SEQ. : 6037176fasteners 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: 406556 design loads be applied to any component. and are for"dry condition"of use. xl 8.5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if /6 4,k 1 4 -f3 + fabrication,handing,shipment end Installation of components. necessary. 7.Design assumes adequate drainage Is provided. bp' 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n`�`' de with int center Ines. 11111111111111111 TPIANTCA in BCI,copies of which will be furnished upon M e USA,InCJCompuT 9 Software 7.6.6(1 L)E request. lines basicacion ectorplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate in Inches. 10.For EXPIRES.12/31/2015 • 11IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625) 4'- 10.8' -166/ 179V 0/ OH 1.50" 0.29 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked for net(•5 psf) uplift at 24 "ac s acp ing REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -1 T MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.029" /- -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" (IMAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19'k at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C load duration factor=1.6, o Truss designed for wind loads M in the plane of the truss only. v c ui 4- c:, 0 r/- prjjjm o„,-- -, o -004 M-3x4 f- y y ), 1-00 6-00 r • . ��Q,�0 PR O�F�s JOB NAME: 5-A POLYGON NH - J5 G(Nfi Scale: 0.4549 /Zx Q WARNINGS: GENERAL NOTES,unless otherwise noted: �4Lr O /EJ�7CC` 'p(-, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .T.: 92 4 0 P E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 5 Incorporation of component Is the responsibility of the building designer. *. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/ DES. BY: EE Is the responsibility of the erector.Additional permanent bracing at continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . " ' r DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !'�"• I� 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. " OREGON o, ti SEQ.. : 6037177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L- �J e(„ TRANS I D: 406556 design bads be applied to any component 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14 and are for"dry condition"of use. '7.}f rt( b y fabrication,handling,shipment and installation of components. necessary. } R R 1L. 9. P W 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincidenctwith Joint ate in Inches.9.Riess ndsize of t ce in Ines. p MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/ 015 111111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-132) 131 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OL 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' -10/ 346V -81/ 189H 5.50° 0.55 KDDF ( 625` 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 KDDF 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50' 0.10 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(•5 psf�yplift at 24 'gc spacinm.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 3-11_09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105° /- -, MAX TC PANEL LL DEFL = 0.054' @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.002' @ 3'- 10.8" 12 i� MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8' 14.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 n1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, Truss designed for wind loads T; in the plane of the truss only. ..- c..( O O O r/- O M-3x4 /- ,i- y 1-00 6-00 [PROVIDE FULL BEARING;Jt5:2.3.41 JOB NAME: 5-A POLYGON NH - J4 '<:?' PRoFfi �s Scale: 0.509, ` 12111 fQ WARNINGS: GENERAL NOTES,unlessotherwise noted: 4Lr -sl 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q' T92S 0 F7 E {" Truss J4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,s� ,1�/r 2.2x4 compression web bradng must be installed where shown+ incorporation of component Is the responsibility of the building designer. T 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by410110 DATE: 8/22/2014 responsibilitybuilding designer. continuous bridging or such as plywoodgheethi where s and/or drywell(BC). f"±P,- the overall structure Is the of the 3.2z Impact or lateral bradn required shown++ /(�C; �1 6037178 �f 7 0 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. - OREGON tet,/ S E Q" : 603!1 /8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, j. � �N A, design loads be appied to any component and are for"dry condition"of use. / TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2 necessary. provided. ` {� 6.This design Is furnishedipment and subject to the installation imitationsf set forthrtbybi 8.Pla. 7. tes shall be locateddn assumes uonedrainage both facesiof truss,and placed so their center t v 11IIII VIII VIII VIII IIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. coincide with joint center Ines, 9.lines Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.lines For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3.(-81) 106 <= TC LATERAL SUPPORT 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625` 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGONO 2 Design checked for net(-5 psf) uplift at 24 '9c soacingi REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009' @ 2'- 8.6" Allowed = 0.254" MAX TC PANEL TL DEFL = -0.016' @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030' @ 3'- 1.4" Allowed = 0.339" /- -/ 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001' @ 2'- 10.8" 14.00 7 �l NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (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. v (%) 0 0 r3 o/- raim0 o� 03=N1 ►t4 d M-3x4 y b y ' 1-00 •:r r 6-00 PR JOB NAME: 5-A POLYGON NH - J3 '�``! G(NE SIN 6:s Scale: 0.5712 0 /Q WARNINGS: GENERAL NOTES,unless otherwise noted: f v /r�zz/ c- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual4 . >92,0 rpG r� 2u4 ress before construction commences. buiincorporation component.component is lity design parameters and proper . Truss: J 3 2.2x4 compression web bredng must be installed where shown+. Inco poration of component is the responsibility of the braced building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el 2'o.c.and at 10'o.c.such as unless braced throughout their length by A DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �e . tS. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ >,/ /*'.r," 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON .[,y SEQ. : 6037179 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, G. \A" /C." design bads be applied to any component and are for"dry condition"g use. / '714 fl �4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the G.Design assumes full bearing at all supports shown.Shim or wedge if Q fabrication,handing,shipment and installation of components. necessary. / Ft 1R SS y P Po 7.Design assumes adequate drainage is provided. bt. 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111 IIIIIIVIIIVIII 11111 VIII VIII 11111 IIIIIIIIIII TPIMfrCA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size offplate in Inches. 10. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 111111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2.3=(-62) 83 TC LATERAL SUPPORT <= 12'OC. VON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50' 0.47 KDDF ( 625` 1'- 10.8' -139/ 127V 0/ OH 1.50" 0.20 KDDF 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50' 0.08 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Icor1D• 2: Desi n checked for net 5 sf u lift at 24 'ac REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g ( p ) p gpacinB BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'• 0.0' Allowed = 0.133" 1-11-09 MAX TC PANEL LL DEFL = 0.004' @ 0'- 12.0' Allowed = 0.163" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.4" Allowed = 0.244" MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023' @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 14.00/ MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, rn Truss designed for wind loads o in the plane of the truss only. sm N O () O„,„ 1f/ ��O O/- 1111. 11 �4 M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 ,© PROF- JOB NAME: 5-A POLYGON NH - J2 Scale: 0.6380 �y,< `t}yG//IN,tijp7_`1`�'/ WARNINGS: GENERAL NOTES,unless otherwise noted; 445,. v+�+21/I , �� ] 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual CC' T-92 0 0 PE 1'""' Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bredng must be installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et DES. BY: EE 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by Is the responsiMpty of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d II BC. '. the overall structure is the responsibility of the buildingdesigner. 3.20 Impact bridging lateral bracing required where hown++ ( J '-d It DATE: 8/22/2014 � ty 9 p q 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsiblty of the respective contractor. 7 A_OREGON 1(,j SEQ. : 6037180 fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses ere to be used In a non-corrosive environment, , tx design bads be applied to any component. and ere for"dry conditlon"of use. '''4) }. 4� . TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if 14 fabrication,handling,shipment and Installation of components. ecessary. 111 ./i. I 6.This design Is furnished subject to the kmitations set forth by5.Designlatesassumes adequatedon drainagecios truss,provided. '�/ �1^i y��„ IIIIII IIII VIII I III IIII IIII II II IIII IIII 9 1 9.Plates shall be located both faces of and placed so their center f-7 TPI/VYfCA in BCSI,copies of which will be famished upon request. lines coincide with joint center Ones. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTel0 EXPIRES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1.2=S 0) 86 2.4=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0" 0.C. 2.3=(.99174 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625` 0'- 10.8" -74/ 166V 0/ OH 1.50" 0.27 KDDF 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50' 0.08 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "ac spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059' MAX TC PANEL TL DEFL = -0.001" @ 0'. 7.9" Allowed = 0.088' MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254' MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8' Allowed = 0.339' 0-11-09 ' f MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8' MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 Design conforms to main windforce-resisting ANCHOR TO RESIST UPLIFT system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 /- -/ (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. 0 cm o r--1. v o,,_ O 0 �� N O/- 4 -/ -3x4 • ), ). ), 1-00 (PROVIDE FULL BEARING;Jta:2,3,41 6-00 JOB NAME: 5-A POLYGON NH - J1 '<'-'' o PRop Scale: 0.6505 {fit - „p /�- WARNINGS: GENERAL NOTES,unless otherwise noted: w GrLJ1G/21/l7` .1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4' T 9211,PE r Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ;,/` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DATE: 8/22/2014 responsibilitybuilding designer. continuous sheathing such las bracing plywoodrequiredirewhen sown d ywell(BC). ` '. CC the overall structure is the res nsibili of the 3.2x Impact bridgingor lateral where shown++ O 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. - OREGON noncorrosiveSEQ. : 6037181fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a ,G-.environment, Zj ,\to TRANSdesign loads be applied to any component. and are for"dry condition"of use. //4 41. Q. 6.Design assumes full bearing at all supports shown.Shim or wedge if �„+ 1 2' {�� flIV1 : 406556 5.CompuTrus 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. p - 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center y�" will be furnished upon ch s co IIIIII VIII VIII VIII VIII VIII VIII(III(III MITTPe USA, nc./CompuTrus'Software 7.6.6(1 L)E request. 10.Folinr basicico nectorde with oplate design values see ESR-1311,ESR-1988(MITek) int center Rnes. 9.Digits Indicate size of late in inches. EXPIRES:12/31/2015 111111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 86 2- 8=(-50) 53 8. 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4 KDDF STAND 3. 4=)-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 TC LATERAL SUPPORT <= 12'OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -83) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8' -159/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8' 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.6' -209/ 221V 0/ OH 1.50° 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 psf) uplift at 24 'oc ;zpacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 6-11-09 MAX LL DEFL = -0.003' @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003' @ 6'- 11.6" Allowed = 0.128" /- 6 -/ MAX TC PANEL LL DEFL = 0.007' @ 1'- 2.4" Allowed = 0.196" MAX IC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.295" MAX TO PANEL LL DEFL = 0.011' @ 4'- 8.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012' @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006' @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006' @ 5'- 10.8' NOT12 not Eexceed n19% atetime s moisture of manufacture. 14.00 7 Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, v o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 00 load duration factor=l.6, o M-4x6 Truss designed for wind loads in the plane of the truss only. . Aiiiilkh4sb li,... ... .. rn Pwmtmtmtmt ommr us 9 -/ a a M-1.5x3 cz. M-3x4 M-3x4 M'3x4 A- 2-03-12 3-08-04 , 1, 1, J, 1-001. 2-05-08 4-06-01 ), i, 6-00 0-11-09 [PROVIDE FULL BEARING:Jts:2,4.9,51 JOB NAME: 5-A POLYGON NH - J7C ,‹(,, PaoFF 2881ss Scale: 0. � ��/Z�/� /�?,� WARNINGS: GENERAL NOTES,unless otherwise noted: kr j /7, 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual - 9� •P E t'' Truss: J7C and Warnings before construction commences. building component.Applicadlity of design parameters and proper / 2.2a4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /" P/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by W ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON fit' SEQ. : 603 7182 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used in a non-corrosive environment, ,G. 'Of v A design beds be eppied to any component. and are for"dry condition"g use. / '*/I' vio 4TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if d 14 �v, fabdcation,handling,shipment and installation of components. Decessary. �+. P rnPo 7.Design assumes adequate drainage is ed. c� Fill-k- 6. . This design is famished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center INWCA In I,copies of ch will be furnished upon lines coincide with nt center tines. 11111101111111111111 MTiTpe USA,Inc./CompuTrus u ISoflware+7.6.6(1 Eequest. 10.For basic connectoroiplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 HIRAI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-7=(-32) 52 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-372) 267 6-8=(-39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3.8=(-76) 48 LOADING 4-5=(-112) 82 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0,0" 0/ 268V -119/ 265H 5.50" 0.43 ODE ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 asfl uplift at 24 "oc ssacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6' Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4' Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5' Allowed = 0.290" ,f ,' MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0,434" /- -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8' MAX HORIZ. TL DEFL = •0.004" @ 5'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v M-4x6 CO c co L� . Alfinem_ii mi. , Lo Fimmill Lc) 8.- o - o M-1.5x3 O • M-3x4" M-$x4 0 M-3x4 A- 1, J, y 2-03-12 3-08-04 J, 1, ), ), 1-OO7 2-05-08 3-06-08 y 6-00 •;r r ." ,. . . , PRoFe JOB NAME: 5-A POLYGON NH - J6C <��, 1NEfif si Scale: 0.3244 C,6/2i/�f� * WARNINGS: GENERAL NOTES,unless otherwise noted: r IG. /t�!f�' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q.- -7 ®P E r- T r ii s s: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. .+" • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). rte". ,, 400100P DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q /1 4.No load should be applied to any component until after ai bracing and 4.Installation of truss is the responsibility of the respective contractor. y OREGON 44/ SEW" : 6037183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, y ?, ,I).` design bads be applied to any component and are for"dry condition"of use. , 4 y 20 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ' 1 4 v.. necessary. necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. ftfi ` `- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII IIII IIIII/WTCA in M7iTPe USA,lnc./CompuT s SoftwareI,copies of which will beN+7. 6.6(1 L)Eequest. 10.For basis coic ncide con ectorwith jo center fines. 9. int plate design values see ESR-1311,ESR-1988 BliTek) Digits indicate size of late in inches. EXPIRES:12/31/2015 11111101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3.(-372) 267 6-8=(-39) 62 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4='-338) 286 3.8=(-76) 48 LOADING 4.5=(-112) 82 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6' Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.280" f ,- MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" /- -/ MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 V Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. � M-4x6 o o o I Eli 0 ALMO11111,, in ��m u7 8�- o 7 o M-1.5x3 o M-3x4 M-3x4 0 M-3x4 JL ), y y 2-03-12 3-08-04 y ), y y 1-00j, 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2.4.8.51 JOB NAME: 5-A POLYGON NH - J5C ,k‘. PRo Fs� Scale: 0.3224 � `�`��ZZ/ /��, WARNINGS: GENERAL NOTES,unless otherwise noted: fUL �n7c-� -f S 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual tt .92 0 O(-G and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J5C Incorporation of component Is the responsibility of the building designer. 4111, 2.2s4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �r�. 3.Additional temporary bracing to insure stability during construction 2 o.c.and at 10'o.c,respectively unless braced throughout their length by 110990 DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). / DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ st `�, ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ' SEQ. : 6037184 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L„, 7' t> design bads be stapled to any component and are for"dry condition"of use. /� 4 14 Q 4 Z TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifQ necessary. ] SVs fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ll R y y . 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPIMfrCA in BCSI,copies of which will be furnished upon request. git coincide with joint centerte inInes. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-7=1-58) 82 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 0 6.8=(-70) 98 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 44 3.8=(-119) 86 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50' 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -101/ 127V 01 OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004' @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.006' @ 1'- 2.4' Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" T T MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8' A- MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. M-4x6 Wind: 140 m hl h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 vt o (All eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 111111hk44444 load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. v 4 N O t0 A ..31- ,. o� ' U P..-M. illMEM l L0 8 0 o M-1.5x3 o N M13x4 O M-3x4 M-3x4 7- y y ), 2-03-12 3-08-04 I I I I 1-00 , 2-05-08 3-06-08 y 6-00 1PROVIDE FULL BEARING:Jts:2,4,8) JOB NAME: 5-A POLYGON NH - J4C <(.�>Go r,ROFF6,� Scale: 0.4172 �5 ��12�/� /�'?�� WARNINGS: GENERAL NOTES,unless otherwise noted: f� �ll 1.Builder and erection contractor should be advised of as General Notes 1,This design is based only upon the parameters shown and Is for an Individual tt .9,�'. C E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 4 CIncorporation of component Is the responsibility of the building designer. 440 ,01017, 204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41,411 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). e ` DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impactbridging or lateral bracing required where shown++ f C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. 7, OREGON b, rt,/ SEQ. : 6037185 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, and are for"dry condition"of use. design loads be applied to any component. 2 �{�� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if 14 (- fabrication,handing,shipment and Installation of components. Design as R n 1 f t P Po 7.Design assumes adequate drainage Is provided. !l L1• 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVECA in BCSI,copies of which will be famished upon request. Digit coincidedtwith joint acenter lines. 9.Digits dsize of plate in inches.. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12I31I201.5 111111111111 IID DDDI IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-6=(-58) 82 6-5=( 0) 18 BC: 2x4 KDDF 41&BTR SPACED 24.0' O.C. 2-3=I 150`44 5-7=(-70) 98 55.3.3='-119) 86 WEBS: 2x4 KDDF STAND52 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0' -33/ 317V -62/ 153H 5.50" 0.51 KDDF ( 625 LL =25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50" 0.11 KDDF ( 625` Connector plate prefix designators: 6'- 0.0' 0/ 88V 0/ OH 5.50" 0.14 625)KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net1-5 osfl uplift at 24 'oc soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004" @ 2'- 3.8' Allowed = 0.159" -/ MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.129" 12 MAX TC PANEL LL DEFL = 0.006' @ 1'- 2.4' Allowed = 0.196' M-4x6 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" 14.00/ 4 MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8' MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8" NOTE:Design assumes moisture content does 4N4.4„.... not exceed 19% at time of manufacture. Design conforms to main windforce-resisting U, system a11(111.7::::=472,::::::::710, d components and cladding criteria, Wind: 140 mppht h=21ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, c:, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.8, Truss designed for wind loads 0o in the plane of the truss only. t1 o/- -/ g8 u7 �m 0 M-1.5x3 0 o/- riif 3x4 8 M-3x4 M-3x4 ; y y 2-03-12 3-08-04 ), y y y 1-00 1, 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4,7I JOB NAME: 5-A POLYGON NH - J3C <ct.Ct PR '` Scale: 0.5570 5 G(N `s/ WARNINGS: GENERAL NOTES,unless otherwise noted: Cl /G 1/! .' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 1 'C P E f"' Truss: J 3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4t1 � the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r�rr _ - DATE: 8/22/2014 Po h 9 3.2x Impact bridging or lateral bracing required where shown++ Mt ;¢ C/� 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibisty of the respective contractor. OREGON S E Q tri TRANS I D: 406556tX design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �� 1 4 2n fabrication,handing,shipment and installation of components. necessary.Design assumes �RR1` { 6.This design Is furnished to the Irritations set forth by7. lates adequateatedon otdrhi face Is ovls,and bt,. IIIIII VIII VIII VIII(IIII VIII(IIII IIII IIII 9 subject 8.Plates shall be located both faces of truss, placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-6=(-30) 39 6-5=( 0) 8 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-96) 0 5-7=(-43) 53 5.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-33) 35 3-7=(-56) 45 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -33/ 281V -44/ 117H 5.50' 0.45 KDDF ( 625) LL =25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'• 0.0" 0/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TLMAXELL DEFL = 0.001" @ 1'- 4.2" Allowed = 0.069" MAX LL DEFL = 0.000" @ 5'- 4.7" Allowed = 0.179° 12 MAX TC PANEL TL DEFL = 0.004' @ 0'- 10.4" Allowed = 0.140" 14.00/ MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.002' @ 5'- 4.7" MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7" M-4x6 NOTE:Design assumes emoisture does i' E notexceed19%attimeofmanufacture. o Design conforms to main windforce-resisting system and components and cladding criteria. _`,� o Wind: 140 mph{ h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>r), IT duration factor=l,6, .1- 11711111111111111111ftft - Truss designed for wind loads in the plane of the truss only. oa-- M o 7 ► -/ o _rr_ M-3x4 o M-1.5x3 o� .►t 6 M-3x4 M-3x4 A- ), y ), ), 1-03-12 4-00-15 0-07-05 y y y ), 1-00 j, 1-05-08 4-06-08 j, [PROVIDE FULL BEARING;Jts:2.4,7I 6-00 0PROi JOB NAME: 5-A POLYGON NH - J2C619 5� 1G(N Scale: 0.6194 {>�x,�� A t�q WARNINGS: GENERAL NOTES,unless otherwise noted: 3 /Lp77cc--7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 .9 i rC 1'" Truss: J2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. AO' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "�, +/1 " P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'p OREGON +y SEQ. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, f.. ,, . 9N �. design loads be applied to any component and are for"dry condition"of use. k 1 4 2 ��'�+ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge if Q necessary. 4fC'•n R V` { fabrication,handling,shipment and Installation of components. 7.n Design sn assumes adequate drainage is provided. CC�rll �+4 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII[III[III TPI/WTCA In BCS[,copies of which will be furnished upon request. lines coincide with joint center Ines, 9.linesDigits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015' IIII IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF 81&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 114 2-000 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2.3=(-1594=91 ) TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 24.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50' 0.82 KDDF ( 625` 1'- 9.2' -113/ 294V 0/ OH 5.50" 0.47 KDDF 625 C,CN,C18,CN18 (orrno prefix) = CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50° 0.31 KDDF ( 625` Connector plateref ix designators: M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. (GOND. 2: Design checked for netfp3f)splift at 24 "ac csacina VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.1' MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 7.00 1 system and components and cladding criteria. Wind: 140 mph, h=21.6ft, 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. co 0 a, o c co 0 ro �- 0 o� 2=� 4► M-3x4 1- y ), y 2-00 2-00 5-11-13 (PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME ; 5-A POLYGON NH - SJ2 scale: 0.4859 ca , 1r�GpN /�„0`'9/ WARNINGS: GENERAL NOTES,unless otherwise noted: . V��4+1! ! -7 SJ2 rf 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual (t' 7-92$'P E t Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /J/,p 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabiiry during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). „/Sim. "A""'"� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ >ti C 4SEQ. : 6037188 .No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsiblity of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used Inc non-corrosive environment, �!d�1� >k �`� design loads be appiad to any component. and are for"dry conditi " onof use. 'i♦ Q� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 'f 4 �. 15. fabrication,handing,shipment and installation of components. necessary. ii tiT 6.This design is furnished to the Imitations set forth by7.Designlaesassumes located adequate drainagehcI os us,provided. ` I(VIII VIII VIII VIII VIII VIII VIII IIII IIII g subject B.Plates shell be on both faces of truss,and placed so their center R rl TPIANTCA In BCSI,copies of which will be famished upon request, lines coincide with Joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) 5 EXPIRES:12/31.201 ` 111111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-90) 48 TC LATERAL SUPPORT <= 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS:.. 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -160/ 578V -30/ 119H 5.50' 0.92 KDDF ( 625 1'- 9.2' -123/ 62V 0/ OH 5.50' 0.10 KDDF ( 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND 2 Dp iQn checked for net( p=f( uplift at 24 "cc soacinr.l REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1' Allowed = 0.407" 7.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1' A- MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO O oad duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. ul N 0) O M al O 8/- 2►/ 4►1 M-3x4 1 2-00 2-00 1-11-13 'PROVIDE FULL BEARING:Jts:2,4,3I PRo JOB NAME: 5-A POLYGON NH - SJ1 `` t INE. 6: Scale: 0.6869 � � �G.(ZL.Jf! ��? ti:IWARNINGS: GENERAL NOTES,unless otherwise noted: �p�t-` 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 92110•F G c+ and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 44111,A,..---- 2. 3.Additional temporary bracing to insure stability during construction Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _jl1a.^-;.,,. DES. BY: EE is the responsibility of the erector.Additional permanent bracng of continuous sheathing such as plywood sheafhing(TC)and/or drywall(BC). / DATE: .8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -S7� OREGONAtt. � TRANS I D: 406556 ^t;/ SEQ. :' 6037189 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, _q design bads be applied to any component and are for"dry condition"of use. /t 1' 2�5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge If V 14 fabrication,handling,shipment and installation of components. necDesignessary.as :R R I O1 P Po 7. latesassumes adequateatedon drainagehcis truss,a. C b 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locateddboth faces of truss,and placed so their center TPIAIWCA in BCSI,copies of ch will be furnished upon 111114111111111111111 VMiTe USA,lnc./CompuTrus'Software 7.6 6(1 L)E request. 10 For basic connector lines coincide with oint center Ines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(-37) 50 3-5=(-178) 140 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(-82) 64 WEBS: 2x4 KDDF STAND 3-4=( 7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOU BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0' -128/ 546V -22/ 80H 5.50" 0.87 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.5" -27/ 235V 0/ OH 5.50" 0.38 KDDF 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked far net) psf) uplift at 24 'oc spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' MAX TC PANEL LL DEFL = 0.059' @ 3'- 1.6" Allowed = 0.318' 5-05-12 0-3.12 MAX TC PANEL TL DEFL = -0.072' @ 2'- 11.4" Allowed = 0.476" 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8' MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8" 4.00 1 ""- NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting ,"- 3 4 system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.(i, Truss designed for wind loads w in the plane of the truss only. O v c'� O O N N V) "-f.-- , .. .. . ..-....,.,11111111111111111111111111111111111111111111111111 M AIIII111111111111111111111111111111111111111111111111111111 O O� 21111111 ►�5 1 M-3x4 M-1.5x3 A- y y i, 5-05-12 0-03.12 J, y 1, 2-00 5-09-08 esr- JOB NAME: POLYGON PLAN 5A NH - H2 Scale: 0.6156 , raNm9Px,WARNINGS: GENERAL NOTES,unless otherwise noted: I-12 r] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual T .P E 1"" Truss: 1 12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ DES. BY: EE is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by0011001... p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.v'"�Si�llr!. DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bredng required where shown++ 40 CC 4.No load should be applied to any component until ager all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1L 4_OREGON �4., SEQ. : 604 8198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. f '�y � TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2. h4 fabrication,handing,shipment and installation of components. necessary. M' ` [1T•. 7.Design assumes adequate drainage is provided. 'v! �j ray t t 0... V 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center rl ri f 1. lines de with int center lines. 1111111111111111111 MTTPI/WiCA in e USA,lnc.SCompUTrus Software 7.6.6(1 L)-E I,copies of which will be furnished upon request. 10.For basic clonnectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 ` + 1111111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=S 0) 72 2.4=(0) 0 BC: 2x4 KDOF N1&BTR SPACED 24.0" O.C. 2-3=(.57) 13 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC" UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0' -144/ 476V 0/ 48H 31.00' 0.76 KDOF ( 625` 2'- 6.2' -29/ 61V 0/ OH 1.50' 0.10 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00' 0.00 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r t • r, ,r r, - r REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267' 12 MAX HORIZ. LL DEFL = -0.000' @ 2'- 6.2' 4.00!7 MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. '' v 0 N 0 r co Li CllC. . - """""""'- -/ 4 M-3x4 y J' y 2-00 2-07 _to PROPe JOB NAME: POLYGON PLAN 5A NH - H1 Scale: 0.7786 so '(.173/1-17 c4n WARNINGS: GENERAL NOTES,unless otherwise noted: cLy y u 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC .92 e`PE r- Truss: H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fe DES. BY: EE is the res nsibir of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I'0 fi' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,„..014,. DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6048199 .No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. "p OREGON (. non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a r(;,, environment, �1k A. design loads be appied to any component and are for"dry condition"of use. / ^'Q 11° 4 TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14 ill ��} fabrication,handing,shipment and installation of components. nesessary. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center �� I/WTCA in BCSI,copies of which will be fumished upon lin 11111 VIII VIII 1111 ill 1111111111 MITTPe USA,lnc./CompuTrus Software 7.6.6(1 L)E request. 10.Fobasic connector s coincide with o int center Rtes. 9. plate design values see ESR-1311,ESR-1988(MiTek) Digits indicate size of late in inches. EXPIRES:12/31/2015