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Plans (88) RECEIVED / 36-47 SW 1)6 71-7 MAR 0 9 201e 401-0' �. . , 1 ITV F- 4 GARAGE RIGHT -ktig.,,De V > > > > > ARI 4 TT ASJ1 _- - ASJ1 ASJ2 ///- ASJ2 i , 8:12 AHI(2) y AH2 AH3 / AH4C AH5C AH6 AH7 — — Al (4) �t N AH6 6:12 6:12 AH5 AH4 BH3 as BH2 6:1! 1 TM— 11.D2 (2) .— E2 (3)8.19 6:12 D1 ili F -� /,7 Cl14 6:12 ZII-- 4. ® CONFORMS TO DESIGN CONCEPT 1? cy �r / � ❑ CONFORMS TO DESIGN CONCEgWITI- Pn in CC / / :1! 6: 10 REVISIONS AS SHOWN ' ' ' — ❑ NON-CONFORMING-REVISE AND ES6BMIT ®CONFORMS TO DESIGN CONCEPT O��1�11 �1 ❑CONFORMS TOOESlGNCONCSPTWITN V9 20-4 1 'SHOP DRAWING HAS BEEN R'VIEWED FOR GENERAL CONFORMANCE I REVISIONS NOTED r H THE DESIGN CONCEPT ONL•AND DOES NOT RELIEVEE THE 0 NON-CONFORMING-REVISE&RESUBMIT W-6" FABRICATOR/VENDOR.OF RESPONSIBILITY FOR CONFORMANCE WITH THE .,M.I iw RM4 I MED A .RA. F.6..- te/ DESIGN DRAWINGS AND SPECIFIG.TIONS ALL OF WHICH HAVE PRIORITY i,TN L z. r A. t: n RELEVE lt OVER THIS SHOP DRAWING. CON RAGTOR SHALL VERI ALL DIMENSIONS. -...T�.oiTL:F.:,4...OM1 JL.r F.W.1 A4<.ZWil:i DESia JFAVeiNT,,::..Fi.10!:.N!E Aw YARF:cor.Ail.CF WHI:k HAVE raicertr* ' EaAlex ^A°•��=> TV7I By: Todd R. Eaton Date: September 19, 2014 I By Alexia Fukui Date 9/22/14 MILBRANDT ARCHITECTS CT E NG I N E E R I ©PaOght CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 03/31/14 TRUSS CALCULATIONS AND RAL PROJECT TITLE REVISION-1: DRAWINGSFOR4 PLAN 5—B COFFER INFORMATION.BUILDING DESIONSIBLEF NEER OF RECORD NON-TRUSS aciii" umber RESPONSIBLE FOR ALL NON TRUSS L` PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY DESIGNER/ENGINEER OF RECORD TO DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR ATPORCOOVNESORF ATION. & TRUSS COMPANY 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' r GARAGE LEFT 1 1 11.-1,. j , T 4 ASJ, ASJ, il ell ASJ2 AH1 (2) 6:12 , //,7/ I AH2 AH3 /v4 • AH6 AH7 4. Al (4) AH7 N 6:12 6:12 AH4 BH3 Lii.... _ BH2 BH,( _ 6:12 . . 1 12 D2 (2] .. q D1_, 6:12• el 8.19 E2 (3] 6:1 1 1! fr 2? 2'? 1 tc£)NFORMS TO DESIGN CONCEPT 12 I •1 / .i' r' to ❑I CONFORMS TO DESIGN CONCEPT WITH - G1 P REVISIONS AS SHOWN 204 1/2' a� ©CONFORMS TO DESIGN CONCEPT ❑ NON CONFORMII 3 REVISE AND RESUBMIT v .� CONFQRMS TO DESIGN CONCEPT WITH fryfr REVISIONS NOTED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE a� 0 NON-CONFORMING—REUSE&RESUBMIT WITH THE DESIGN CONCEPT OF Y AND DOES NOT RELIEVE THE r .a, N.aE RE,EV.F.cautatAk C.P.L.F1. xrw -ir . ��. wr .�r rr -.F r c FABP.iCATO2/IvDOR OF RESP ISIB:LI Y R CONFORMANCE WITH THE }mass i1 rr3 Fa w,. »: e-a J.)EL t;_Or Sni. KFVE DESIGN DRAWINGS AND SFE"•I "CA"::Oh°ALL CF RICH HAVE PRIORITY 'M . } 15 .FIVC:FELE OVER THIS SHOP DRAWING. aJTPT^T^0.[N6:I VFFTTV Al I TTTIIESJCTPIA BY Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MIEBRANDT ARCHITECTS CT ENGINEERING INC 0Copyright CompuTrusInc.2006 BI r 'ER. ,o,OE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONSAND ENGINEEJOIE . PROJECT TITLE: REVISION-I: DRAWINGSRFOR ALL FURTHER PLAN 5-B COFFER DESIONSIBLEF DESIGNER/ENGINEER NON-TRUSS PawED STRUCTURAL � ■PLAN: pRAyyN By;Up REVISION-2: RE NER/ENO EER OF R TRUss : TO TRUSS CONNECTIONS.BUILDING �t Y 5 B CHECKED BY: DERN REVIEW ANDAPPROVETO OF RECORD OF ALL � C O M P N DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ' TRUSS �,T 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. CompuTrus 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/ VTCA 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(MiTek). 4. ,,,3O1'fv1 tp11ROr, filk,...:(14#4,6 i li- y Al 14 eb , 3 a " a0 kbi52AA' 9 `„ii13 101111, EXPIRES I 11 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11-12=(-716) 2136 4.11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=)-785) 486 BC LATERAL SUPPORT cu 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0' 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50' 2.84 KDDF ( 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 10OND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.178' 0 20'- 0.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.330' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19u AT TIME OF MANUFACTURE. T - T Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 17 M-4x6 Q 6.00 load duraHeition factorEnclos;ds Cat.2, Exp.B, MWFRS(Dir), 4.0" Truss designed for wind loads 5 .14)' in the plane of the truss only. M-5x6(5) M-5x6(S) 3.1 0.25"0.•00///°° .25' 0,25" 0. Oy C") O o4 /Ali: M 1.5x4 M-1.5x4 coC7 O O r- ® 10 1-. 12 \. o o 14-3x8 M-3x4 0.25" M-3x4 M-3x8 0 M-5x8(S) y y 10-03-04 9-08-12 9-08-12 10-03-04 y y 0-10 , 40-00 0-10 Rop JOB NAME : POLYGON PLAN 5-B NH - AlScale: 0.1552 �g' °r�IRN 0�/ WARNINGS: GENERAL NOTES,unless otherwise noted: 1;71.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 �� ±( $$ E ,- 'TrusTruss: s: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�+'"X44,,. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -w 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. OREGON (� SEQ. : 5992791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G, 1�S,l�,a� design loads be applied to any component and are far"drybe condition"of use. / "9}-' r Q T TRANS I D: 403334 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, p. fabrication,handan shipment and installation of components. necessary. / �R A 1 $ 9. P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Initations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII(IIII III I VIII(IIII VIII III)IIIITPINVECA in BCSI,copies of which will be furnished upon request. Digit coincidewith joint center che. 9.Digits Indicate size of platetein 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 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF N16BTR SPACED 24.0" 0,C. 2- 3=(-3048) 1745 12-13=(-1422) 2605 3.13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=)-2505) 1688 13.14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14.15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15.16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16.10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8.15=(-102) 534 7- Mn) -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"0C UON. FORLL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ 9.10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=) 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) vertical members (uon). 0'- 0.0" -480/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been considered for this design. ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing,' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0,083" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.001' @ 0'--10.0• Allowed = 0.111" MAX LL DEFL = 0.235' @ 22'- 7.4' Allowed = 1.954" MAX TL CREEP DEFL = -0.334' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.098' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-1017-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES �( NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 00-05 4-03-03 6-05-04 7-03.04 Design conforms to main windforce-resisting 1' T T -03-06 T T T 1 system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, I l' T '' (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12 M-4x6 M-3x8 M-4x6 12 lad Trussduration edfforowind6loads 6.00 5 $ \ ,,- - 6.00 in the plane of the truss only. M-4x6 - M-4x6 ` r6 $ y M-5x6(S) M-5x6(S) 0 0.25" 0.25" 3 +. + o0 Mel /- o 1 12 .- 1-4 4 15 16 "--rr�1 o 1 3o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) J, J, J, y J, ,1 y J, y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y 0-10 40-00 0-10 re JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 `5��? GINE yt�� s,,t- WARNINGS: GENERAL NOTES,unless otherwise noted: G(ar R'J�, /r v-� -"Tru1.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 tx^ `®FFF777 E I-- Truss: ss• AH 7 and4 c mp ass on webracing construction commences. building aompof ent.component is r design parameters and proper / 2.2x4 compression web must be installed where shown+. esigincorporationassnof component is the m chords to 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 ce w/' '".. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(C). ..1111,1,7:::°"111 - DATE• 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* M 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 to SEQ. : 5992792 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" , �� A\ design loads be applied to any component. and are for"dry condition"of use. /� '9 f �' u:^‘» TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if Q 1 �y fabrication,handling,shipment and Installation of components. Designneessary. Lop R i L� V P P 7. latesassumes adequated drainage Is truss,a +i�+'7 r-i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII III I VIII IIII VIII IIII IIIITPI WTCA In BCSI,copies of which will be furnished upon request. lines coincidenwith joint t centerntteiinches. nche. 9.Dieits ndtsize oco . MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 V IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3057) 1363 12.13=(•1078) 2616 3.13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13.14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14-15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15.16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 6.15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -319/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc pacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.209' @ 26'- 0.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.358' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 15-11-11 8-00-10 15-11-11 system and components and cladding criteria. T '( Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-03 4-00-05 4-00-05 2-03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'f -1 '( '( 'f '( 'f '( '( load duration factor=1.6, 14-00 14-00 inuss thedesiplaneed offor thewind trussoads only. 5 7 T 1' 12 M-4x6 M-4x6 12 M•3x8 6.00 p 4s a 6.00 M-5x8(S) M-5x8(S) v0.25" 0.25" 0 \ Att e) co 0 0 12 13 141, 15 16 ,10 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) ) y 1, 1, y y 1, J, y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 Scale: 0.1547 �'V<CYs. ,INT:6'0 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 (Z4 1,'�+j li t.+ Truss: AH 6 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: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). „/"+;,ms! 4' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ct t1 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON SEW. : 5992793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �, A, design loads be applied to any component. and are for"dry condition"of use. �+ ��,,. 2i3� .1 TRANS I D: 403334 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 �P fabrication,handling,shipment and installation of components. nesessary. 7.Design assumes adequate drainage is provided. R RIO- 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 11111111111111111 TPIMlTCA in BCSI,copies of which will be furnished upon request. git coincide with joint centernche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015= IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.10=(-931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10.11=(-933) 2616 3-11.(-534) 368 I WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11.12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 26.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 10.0" 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -247/ 1775V -155/ 155H 5.50' 2.84 KDDF ( 625 Connector plate prefix designators: 40'- 0.0• -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.00 M-4x6 M-3x8 M-4x6 a 6.00 M-5x8(S) ` M-5x8(5) 0.25" -4- 3 0.25" o vo, AN. co O co A- o4 1-- 10 11 1 '/ 13 14 .--,\ o o M-3x8 M-1.5x4 M-3x8 u.25 " M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) ,, ,, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547N. 5�� N p WARNINGS: GENERAL NOTES,unless otherwise noted: (t/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 (Z� rh 10 i E y,!.., 1-- Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall C. the overall structure Is the of the 3.2x Impact bridging or lateral bracing where shown++ 4 it 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. : 5992794 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, YL 4, Q A design loads be applied to any component. and are for"dry condition"of use. f 41, �'� TRANS I D: 403334 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 p ' 14, 2 t�4 fabrication,handling, necessary. f�.s shipment and Installation of components. 7.Design assumes adequate drainage Is provided. v 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R t'-� III II IIII VIII IIII III IIII IIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,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 IP _ _ OP- IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-14=(-1134) 2587 3.14=(-135) 235 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14-15=(-1211 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3. 4=(-2812) 1314 15.16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6-15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-3285) 1508 7.16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8= -3285) 1508 16- 8=( -32) 304 8-10=(-2455) 1236 8.17=(-976) 443 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10.17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17.11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,MI8HS,M16 = MiTek MT series 0'- 0.0' -304/ 1775V -111/ 111H 5.50' 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) )COND. 2: Design checked for net(-5 put) uplift at 24 'oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.273" @ 20'- 0.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.495' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f ' '' (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09� 5-01-12 5-01-12 �2-10-09 4-07 5-01-08 load duration factor=1.6, T Truss designed for wind loads 03-0 -03 0 in the plane of the truss only. 10-00 T 10-00 s M-5x6(S) 9 12 s t2 M-4x6 6.00 a M-3x4 7 k,25" M-ix4 0 4x6 Q 6.00 M-1.5x4 o M1.5xs e ; co /\/\/ c, o _ 3 i` o I 4 j 7( T 16 ,7 o o '1M-3x8 M-3x8 U.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) * y 1 y ), ,1 y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 pRo 0 Pe JOB NAME : POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 ��,�� G N go' WARNINGS: GENERAL NOTES,unless otherwise noted: •CI / '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 '' e C� $$ E v1-- TrussTruss: : AH4 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 m sibiity of the building designer. � 3.Additional temporary bracing to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Po 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` " DES. BX: BS is the responsib ity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). "!A"'' DATE: 7/11/2014 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. �/"OREGON Y✓ SE Q `5992795 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �L V. .� A design loads be applied to any component. and are for"dry condition"of use. /© '9)'` 14 2° ty TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Designs assumes full bearing at all supports shown.Shim or wedge If ��{�"r h S" fabrication,handling,shipment and Installation of components. ry pp R V P Pa 7.Design assumes adequate drainage is provided. "�'r1R`�-�"' 6.This design is furnished subject to the(irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of lines coincide with joint center lines. 1111111111111111 Mire USA,InCPI/WTCA In SCompuT u3Ich Sof will 7.6.6(1 L)E request. 9.0.For asic conte size nector ctorof platetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015- WI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.13=(-1012) 2587 3.13=(-136) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3022) 1237 13.14=( -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1094 14.15=(-1050) 3398 13- 5=(-976) 397 - LOADING 4- 5=(-2455) 1044 15.16=(-1012) 3183 5.14=( -43) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 8- 9=( 0) 0 7.16=(-976) 389 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2812) 1112 9.16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3022) 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 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 = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 1`-( Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07.044-07 5-01.08 Truss designed for wind loads f� in the plane of the truss only. 10-00 1' T 12/- 6.00 p M-4x6 M- x4 M-5 s y0.25" M- x4 S) 8 .1'A-4x6 12 Q 6.00 1\ o M-1"5x3 M-1,5x4 oN Ui) co co 0 0 f- J- va al 4 "e. r2 v 13 4'� 'r 115 16 o M-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) ), y ), 1, ,1 y y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - BH3 Scale: 0.1481 �� pt �"� G NE' Isr WARNINGS: GENERAL NOTES,unless otherwise noted: *.5y 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 t(✓ ?•12/0 a E '. Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,,+ fi/ 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d all(g C. •�� 9R s M'r (B ) ,,,,,..0`,ARIA: DATE• ;7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � (r " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON it/ SEQ. : 5992796 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G. 'Af ONlk A design loads be applied to any component. and are for"dry condition"of use. 1"" re) .�.- TRANS I D: 403334 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, P fabrication,handling,shipment and installation of components. necessary. /y �A 5 '� 7.Design assumes adequate drainage Is provided. n 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 II II III I III I VIII VIII VIII IIIIIIIITPINVECA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR; LOAD DURATION INCREASE = 1.15 I. 2=( 0) 42 2-13=(-1214) 2654 3.13=( -13) 272 2x6 KDDF N1&BTR T2 SPACED 24.0" O.C. 2- 3=(-3102 1424 13-14=(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF H1&BTR 3- 4=(-3143) 1441 14.15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-18=(-2516) 6278 6.14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16.17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741 2555 18.11=(.1204) 2686 7.16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0) 42 17.10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975' @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-12 05-0S 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=l,6, Truss designed for wind loads -05 1 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00 17 6.00 4.0" Q 6.00 g 4,7( 5 4041000, o M-5x6 M-36 x8 M-3x8 M-5x16 o-3x4 v M-1"5x4 0 0 In + V cM 0 0 �rsr -- 9 B_ 6 v 0 13 14 15 1,6 17 18 .--44,42 0 O M-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) y y ), y 1, 1, y ), , 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 , , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 Sale: 0.1481 �5�� N PeSeraA_ 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 . R t ®t E ,- Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 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 iM" 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). , "rAmmr - DATE: '7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ i 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -'p" OREGON tri SEQ. : 5992797 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. 't! N h design loads be applied to any component and ere for"dry condition"of use. '''2) 'QY �� h--�- TRAN S I D: 403334 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, �iT_ necessary. 4,re, V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. **:: R r�,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIMlTCA in SCSI,copies of which will be furnished upon request. git coincideInctwith jointfain che. 9.Digits ndsize oplateea inches. e n MiTekUSA,Inc./CompuTrusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015' 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 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) 42 2-12=( -958) 5580 3-12=) -120) 766 9.17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTA LOADING 3- 4=( -6788) 1218 13.14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14.15=(-2778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15.16=(-2114) 12140 13- 6=(-2176) 410 IC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16.17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 50.0)+DL( 54.0`= 104.0 PLF 12'- 0.0" TO 19'• 0.0" V 7- 8=( -5222) 946 17-10=) -752) 4772 6-15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9-10=( -5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10-11=) 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,MI8HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICONO. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads T f f in the plane of the truss only. X3.00-122-10-15r 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 12 6.00 6.00 p M-4x6 Q 6.00 4"0" A- 8 ,("' M-5x6 M-3x10 M-3x10 M-5x1111111 M-3x4 ^- 5 6 7 'g' M-1.5x4 y o 0 3 + + + M o , ' M-3X6 0 f- o 12 13 '� ��14 '� 15 16 17 � 1 o o M-3x8 M-5x12 0.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) *,, M18HS-7x14(S) Ilr841# 1384# 1, 1, y y y 1, y yy scrip 5-04-12 7-02-06 6-10-14 5-04-03 4-10.13 4-09-02 5-05-14 Oy 1p JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0.1481 10 c�� R Ope '� GpN 'S 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 ;C/ a�h®0 { Truss: BH 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 responsibiity of the building designer. AgOOPP ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). ,,/+r;�lw > d. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ill l SEt1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q�OREGON Q ld any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1G, '7 .\ Aw TRANS I D: 403334 design loads be applied to any component and ere for"dry condition"of use. / .� ;J 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if Q >r 14, 2 �4 fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage Is rovided. 6.This design is furnished subject to the incitation set forth by 6.Plates shell be located on both faces of truss,and placed so their center `� IIIIII VIII IIIIII IIIIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request lines coincide with Joint center Roes. 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) exp)RES:1213112 15 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.15=(-1678) 3991 15- 3=(-353) 977 12.23=(0) 242 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=(-4625) 1974 15.16=(-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=,-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17-18=(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18.20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20.21=(-1031) 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21-22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.11=(-2288) 1229 22.23=(-1136) 2835 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 0 23-13=(-1134) 2638 8.21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9.22=(-710) 315 OVERHANGS: 10.0" 10.0' 13-14=( 0) 42 11-22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -309/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for nett-5 ssf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.260" @ 18'- 6.2' Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2' Allowed = 2.606' 0-01-05 MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" f MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122' @ 39'- 6.5' 2-09 4-05-12 4-05-12 -05-04 6-01-04 -03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188' @ 39'- 6.5" -03-0 3-04-13 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 1' '1' '( T Design conforms to main windforce-resisting 12 M-3x4 10 12 system and components and cladding criteria. 6.00 D M-4x65 M-3x8 M-3x4 1M 4x6 Q /- 6.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'All duration factor=l.6, M-3x4 Truss designed for wind loads co 4 1i4-3x4 in the plane of the truss only. %M-4x43 co w o M-3x8 `�_ ._- M-3x8 0 -u> Z� v 1 „......41 ...„......... .,,_ 5 16 17 18 22 9 -'x,410 1 0 0 0 M-5x8 M-3x4 M-3x8 M dz6 20 0.241 M 3x8 M 1235x4 0 0 o M-3x4+ M-4x10 M 3x42.75 1.89 12 M-5x6(S) 1209 1a� y y y T- T y y y y y y 2-05-0$ 4-05-12 4-07-08 1,08 ,-0 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-1y0 2-05-080 11-11 y2-00 23-07-08 Oy 10 J, y 14-04-08 25-07-08 y y 0-10 40-00 0-10 PROp Scale: 0.1332 C,� GI 1 S/�' JOB NAME : POLYGON PLAN 5-B NH - AH5C fy1��. A- WARNINGS: GENERAL NOTES,unless otherwise noted: 'Cr(r �' /; /E 'w171' 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 Lh p and Warnings before construction commences. building component.Applicability of design parameters end proper. Truss: AH5C 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 - 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their le ih by 4400.0* DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). ."+""`Allam!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ♦ CC` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -, A_OREGON to SEQ. : 5992799 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G. "'y +fib` +` design loads be applied to any component. and are for"dry condition"of use. "Q p. sio��-t- - TRAN S I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O/A�/ 14, T fabrication,handling,shipment and installation of components. necessary.Design "'""F11110, 7. assumes adequate drainage Is provided. 6.This design is furnished subject to the Gnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 0111111111111111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. 9.Iines coincide with Digits indicate size jofnplate int rinches. 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- 11111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9.20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1712 13-14=(-1329) 3653 3.14=(-721) 386 20.10=)-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14-15=(-1028) 2930 14- 4=( -14) 289 10-21= 0) 242 LOADING 4- 5=(-2840) 1155 15.16=( -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17-18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16-18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18.19=( -802) 2727 6.16=(-161) 492 8- 9=(-2288) 1038 19-20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20.21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3077) 1172 21.11=( -970) 2638 7-19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 19- 8=) 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8.20=(-710) 275 OVERHANGS: 10.0' 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDDF ) 625) ICOND. 2: Design checked for net1-5 asfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466' @ 16'- 6.2" Allowed = 2.606° MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 19u AT TIME OF MANUFACTURE. f T f f Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 T-01-05 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 2-05-0,i' -05-0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x66 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M- X4 M- X8 M•3X4 y Q 6.00 load duration factor=1.6, •.• Truss designed for wind loads in the plane of the truss only. M-3x4 NI'0 QM-3x4 `O %M-4x4 3 Q w o M 3x8 r, �' ��. �Oo= o 1 J�3 14 15 16 48. 1 20 21 ..-.w2o o'' o M-5x8 M 3x4 M-3x8 17 0,2d? M-3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x689 M-4x10 M-5x6(S) M-3x4+ -.2.75 12 2-09-12 y 712 y y ), y ), k y ? -05-0$ 4-05-12 4-07-08 1708-02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-1p 2-05-08 11-11 ,2-00 23-07-08 0,-10 y yy14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 `C ' G NEs. WARNINGS: GENERAL NOTES,unless otherwise noted: 1 "v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ;,C .v{ •` E {. Truss: AH4C 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 tap end bottom chords to be laterally braced at „ftd DES. BY: BS 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 drywal C). �,,/+,,.. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired s where shown++ it 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992800fasteners 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. / 1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If O 9y 14, �d 1h fabrication,hendli necessary. 111 (- ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 'R i O" ch will be upon lines coincide with jint center Ines. III II VIII VIII II I III VIII IIII IIII IIIITM Te USA,IncONTCA in ./CompuTrus s I,copies of iSoftwaref 7.6.6(1 L)E request. 10.Forasic coonnectoroplate design values see ESR-1311,ESR-1988(MiTek)9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 MEMMEMMEML NIMBIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF lit&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18-19=(-1439) 3656 4-18=) -191) 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18- 5=1 -402) 1134 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846 1359 21-22=(-1559) 4171 7.19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286` 1837 22.23=(-1449) 3686 8-19=) -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3994) 1670 21.10=) -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.13=(-2515) 1227 10.22=1 -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 0 22.11=( -80) 536 OVERHANGS: 10.0' 10.0' 13.14=(-2863) 1308 11-23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13.23.1 -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954' MAX TL CREEP DEFL = -0.712' @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083° f T ' f ' '1 f '( MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-0t---071i8-05 2-01.12 5-04-05 2-03-033-10-08 f f f 1� f f f f f f f f MAX HORIZ. LL DEFL = -0.131' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207' @ 39'- 6.5' 8-00 8-00 ES GN NTENT 12 M-5x6(S) 12 NOTIEXCEEDU119`n ATITIMEE FOMANUFACTTURE. 6.00 1 - 4-3x4 M-3x4 12 Q 6.00 Design andforms to componentsin andiara cladding criteria. /- M-5x6 9 =M 4x4 M-4x6 5 M-1 5x4 0° 5" 3 7 11 g Or 11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M•3x4 - Me w (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), v 4 M-1.5x4 load duration factor=l.6, o + 4 Truss designed for wind loads ui M 1.5x43 in the plane of the truss only. cr M M-3x8 0 O p 4 1 Jo • O M-5x10 M 3x8 M 6x10 21 0.2J�'� M-3x8 M-3x8^1 0 M-3x4+ M-3x4+ M-4x12 -- i 2.75 1.89 - M-5x8(S) 12 12 2-005-06-12 6-04-04 1-00-1 y 9-03-04 8-02-04 7-06-12 J, yy y y 0-101, 2-00 11-11 y2-00 24-01 �10 13-11 26-01 y y 1, J, 0-10 40-00 0-10 t.10 PROFE. JOB NAME : POLYGON PLAN 5-B NH - AH3 Scale: 0.1400 �� N si A- WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4C. !C��$1 E �f and Warnings before construction commences. building component.Applicability of design parameters and proper ,/ Truss: AH3 incorporation of component is the responsibility of the building designer. Ar !�P 2.204 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 le lh by ,r^: , ` DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(fC)and/or drywall C). J '15" DAT E: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M Cr SEQ. : 5992801 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,,OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, pL. �'q>✓ Out A• design loads be applied to any component end are for"dry condrton"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'oe sigsse ssumes full bearing at all supports shown.Shim or wedge If O t�rt4�, '� ��, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. �Fi Fid 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 IIIITPINJfCA in BCSI,copies of which will be furnished upon request. lines coincidenwith joint center Ines. 9.Digits indicate size oft platein 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) EXPI RES:12/31/201 S IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21.12=(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3.(-4158) 1554 15.16=(-1D96 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1463 16.17=(-1145) 3656 4.16=( -192) 258 " LOADING 4- 5=(-3215) 1216 18.19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17.19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20.21=(-1162) 3686 7.17=( -85) 56 8- 9=(-4019) 1481 21.13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=)-2863) 1085 9.20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13.(-2908) 1176 20.10=( -84) 536 OVERHANGS: 10.0' 10.0" 13-14=( 0) 42 10.21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11.21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -235/ 1775V -89/ 89H 5.50' 2.84 KDDF ( 625) JT 13: Heel to plate corner = 2.00" 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net1-5 ssfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354' @ 21'- 6.8' Allowed = 1.954" MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. f ' Design conforms to main win dforce-resisting 01-1 �3-01-07� y3-01-04 5-07-13 5 04-05 5 01-02 4-01-03 3-10-08 T system and components and cladding criteria. 12-08-081 2-08-05 -01-11 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5X6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5X6 M-4x6 Q 6,00 load duration factor=1.6, 6.00 M- x4 M-1 5x4 =M-4x4 5 / B 0 y25" 10 1 Truss designed for wind loads i 6 k 9 in the plane of the truss only. M-3x 4 M-1.5x4 4 M-1.5x4 + 4 ,a M M 3x8 r` O NO O o f o oh o 1 -- 15 M-5x10 M 3x8 17�e 19 30 21 xso ~'1 MM \ V\/ 4 � o o M-3x4+ M-6x10 0.25' M-3x8 M-3x8 0 M-3x4+ M-4x12 M-5x8(S) - 2.75 1.89 12 y y 12 )- J, ), 1 )' y -0 5-06-12 6-04-04 1- 0-12 9-03-04 8-02-04 7.06-12 y ),2 0), , ; y y 0-1Q 2-00 11-11 y2-00 24-01 0-10 yyy 13-11 26-01 y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 ` OFe �D��R G N AN, 61 0 WARNINGS: GENERAL NOTES,unless otherwise noted: '�-sy 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.". .l2 L e. E 1- Truss: AH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper yy 2.2x4 compression web bracing must be installed where shown+. InDesign assumes e the top ant is the mspo dy 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 et DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). ..."'`"/m!- 48 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4ti (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. OREGON (V SEQ. : 5992802 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 , Nlh 1,, TRANS I D: 403334 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. e.Design assumes full bearing at all supports shown.Shim or wedge if /© -9y 14" St) ..}t„ fabrication,handling,shipment and installation of components. necessary. ill 7.Design assumes adequate drainage is provided. "' q FI`1,,-- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II III II VIII VIII IIII II II III IIIITPI WTCA In BCSI,copies of which will be furnished upon request. lines oicid dicat with joint center lines. in 9.Digits a size offpplatetein 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) EXP)RES:12/31/2015 110 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF /ft&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF qt&BTR T2, T3 2- 3=(-10036) 3504 14-15=(-2800) 8048 3.15=( -842) 308 20.11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15.16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16.17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17-18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 34'- 0.0" V 6- 7=(-14240) 5666 18.19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 40'- 0.0' V 7- 8=(-12464) 5012 19.20=(-4110) 10414 6-17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 40'- 0.0' V 8- 9=(-11704) 4500 20.12=(-1888) 5362 17- 7=( -946) 2576 9-10=1 -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24'OC UON. FOR IC CONC LL) 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11-12=( -6230) 2234 8-19=(-1142) 820 12.13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) _,,_ ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) 9" Sc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /V 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ O'--10.0" Allowed = 0.111" MAX LL DEFL = 0.565' @ 16'- 4.5" Allowed . 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.000' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19's AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ( load duration factor=l.6, Truss designed for wind loads 2-09 �3-02-11 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 2-10-15 3-00-12� in the plane of the truss only. 320# 320# 12 12 6.00 M-4x10M-7x8(S) M 5x6Q 6.00 M-5xfix0125" M 9x10 4 . %M 4x4 y -- -- k - M-1.5x4 co o!' "o M-3x10 iT _ °"Nsllr o /-o o 1 ---'' 1�i4 15 16 1��'--a e9 20 ��3 o 0 o M-6x8 M-4x10 =M-4x4 =M-10x10 0.251M-4x10 M-3x8 0 M-3x4+ .-2.75 M-3x4+ M18HS-7x14 =M-8x8(S) M-3x4+ 12 2.75 - M-3x4+ - E p 2-11-041, ), 12 y y ), ), y , y-05-0 1 4-06-12 4-05 y2-00y 9-02-04 9-00-08 5-04-12 1, /, Oy 1p 2-05-08 11-11 2-00 23-07-08 Oy ip 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH1 Scale: 0.1548 5�� N O e sia WARNINGS: GENERAL NOTES,unless otherwise noted: C AA-- 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 4v4�� !C�0 0 G '� and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: AH 1Incorporation of component Is the responsibility of the building designer. ,,r 2.2x4 compression web bradng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bradng to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..«''"*ia". DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d a' SEQ. : 5992803 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON (j f fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G. \�` +�, design loads be applied to any component. and ere for"dry condition"of use. �'` 'Q y 2,0��-�- - TRANS I D: 403334 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, necessary. L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C Fl MO' 8.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits indicatesize ofplate 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) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" 'COND. 2; Design checked for net(-5 Dsfl uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 120C. UON. LOADING BC LATERAL SUPPORT <= 12" Design conforms to main windforce-resistingOC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF Cnnec 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 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 4-09 4-09 complete specifications. T 12 12 6.00 Q 6.00 I I M-4x4 3 I I 00 O N coco 2 4 O,— —/O _ _ _ f �� 1 O O O M-3x4 M-3x4 y ), ), 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 �5'St N 'S'A� WARNINGS: GENERAL NOTES,unless otherwise noted: (/I "V Cl1.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 �w .e{h r �. Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stebiXty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 - p. DATE: 7/11/2014 responsibilitybuilding 9 continuous sheathing such as plywood required where and/or drywall(BC). . the overall structure is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing where shown++ -4 'Z' C I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON tti S E Q I. '4, ,`Q it,., TRANS I D: 403334design loads be applied to any component. and are for"dry condition"of use. 6. / .-Q},. 2� iJ 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if © /4, T fabrication,handling,shipment and installation of components. necessary. provided.s 6.This dsign Is furnished subject to the limitations set forth by 8,Pl tesnshall be locatassumes ed on both fac sdrainage i of tr ss,and placed so their center VIII ID I VIII III I 11111 VIII VIII 111111 TPI/WTCA in SCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. S.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 201 IIIIIIIIIIIIII 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) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C Connector8,CN18 (or no prefix) = ors:CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = -0.037" @ 13'- 5.8' Allowed = 0.979" MAX TL CREEP DEFL = -0.075' @ 13'- 5.8' Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016' @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026' @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 Design conforms to main windforce-resisting T T 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. T T T T T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 Q 6.00 load duration fforowi16, 6.00 l - Truss designed for wind loads 4.0 in the plane of the truss only. 4 �( i ,,� I C 111/ M-1.5x4 M-1.5x4 11 T ti rr 0 ' Ln in co el CD o O M-3x4 0.25" M-3x4M-3x4 M-5x6(S) i y y 1, 7-00-03 6-05-11 7-00-03 J. > J, 0-10 20-06 Rope JOB NAME : POLYGON PLAN 5-B NH - D2 �5�`�,co P sra' Scale: 0.2933 ( A- WARNINGS: GENERAL NOTES,unless otherwise noted: Z4� �� 2�.. 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 •$ and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: D2Incorporation of component is the responsibiity 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 construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.=#°'w+' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON , ivy SEQ. : 5992805 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. /© "Q� 14,'20� "'t"', TRANS I D: 403334 5.CompuTrus to us has no control over and assumes no responsibility for the 6.necessary.DSignassumes full bearing at all supports shown.Shim or wedge if {�� fabrication,handling,shipment and Installation of components. R tt f`P P 7.Design assumes adequate drainage Is provided. R 1y 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 canter 11111111111111111111 ./ which furnished requestlines coincide with joint center lines. MTe USA,lncCompuT s Software7.6.6)1L)E 0ic of plate inches. rrbsiconnector plate design 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 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1.3=(-522168 1.5=(-127) 422 3-5=(0) 214 2x6 KDDF#1&BTR Ti SPACED 24.0" O.C. 2.3=( 0) 0 5.4=(-123) 424 BC: 2x4 KDDF#1&BTR 3.4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONO" 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0.111" Connector',plate prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.007' @ 13'- 2.0" Allowed = 0.291" M,M2OHS,M18HS,M16 = MiTek MT series Refer to CompuTrus standard gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=l.6, f '1 f Truss designed for wind loads in the plane of the truss only. 12 =M-4x4+ 12 .- 6.00 D .' ::-.16.00 M-4x6- u; 0 U M-3x4+ cn CZ, 1 co 0 O M-3x6(S) M-3x6 M-1.5x4 M-3x4 ..1' - y 11-05-08 y y 15-09 4-09 y y y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1scale: 0.2992 5��_. N4- WARNINGS: GENERAL NOTES,unless otherwise noted: 9t 9t 9/0 '!� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ..�2 E Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters end proper pf II 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibity of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ;. DES. B> : BS 2'o.c.end at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), �'" 4. ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992806 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, �� '4 ,, A., design loads be applied to any component. and are for"dry condition"of use. .� "'. TRANS I D: 403334 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 1} 42 fabrication,handling,shipment and Installation of components. 7.necessary. provided.s O' 8.This design is fumished subject to the irritations set forth by 8.Platesshallbe locateassumes gd on both faces drainage of truss,and placed so their center I IIIIII II II VIII VIII VIII VIII VIII III IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. Digit 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 E5R-1311,ESR-1988(MiTek) EX{3(RES:12/31/201 n10 1111111 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 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-574) 113 5.4=(-40) 429 WEBS: 2x4 KDDF STAND 3.4=(-573) 124 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' 0'- 0.0' -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate refix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' C 8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3' Allowed = 0.383' MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3' Allowed = 0.575' MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5' 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5' T f DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 IIM-4x4 Q 6.00 Design conforms to main windforce-resisting 4,0" system and components and cladding criteria. /- 3��% Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All duration, Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 M O co co co PAIMIMMIMIIMMIMILMIIMIIMIIIIMIC ill Off, t ► 5 4 0 ** o M-3x4 M-1"5x4 M-3x4 J, ), 1- 5-10 5-10 I I I 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2 �`�� c PN ORsrO Scale: 0,4999 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 (it- !G� l,0 E {" and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 2Incorporation of component is the responsibility of the building designer. // 2.2x4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �', " DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 01 i SEQ. : 5992807 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. {-OREGON "<,/ fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/.. `y Nl` A. design loads be applied to any component and are Mr"dry condition"of use. /Q */)" 14 s 2� '�'", , nTRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Darssign e assumes full bearing at all supports shown.Shim or wedge if �P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "EAR I L. V 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 IIIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon requestlines coinddewith joint center lines.Diin 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' 11111011 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked for net1-5 pafl uplift at 24 "oc spacing.! TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. " TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main win dforce•resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 9 TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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 tOPSF 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 sable end detail for 5-10 5-10 complete specifications. 12 12 6.00 i7 IIM-4x4 Q 6.00 A 3 1 1 M O M O 2 4 co M -i O O� o� 1 / ////////////////////////////////////////////////////////////////////////////////////////// 5 a O O M-3x4 M-3x4 J., y 1, 1, 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 `'e s‘< GN 's WARNINGS: GENERAL NOTES,unless otherwise noted: Y It/ 2,9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 Z .r{ $, c 1.+ Truss: El1and Warnings before construction cononences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibidty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 41400", DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by v� 41//�r► continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"' WWI* . DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • it 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. : 5 992808 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, pL ,!' "'. ,r\�/ design loads be applied to any component and are for"dry condition"of use. / .��,.. 2�!y1.� TRANS I D: 403334 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 V` fabrication,handling, necessary. P' shipment and Installation of components. 7.Design assumes adequate drainage is provided. A I A- 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center II II IIII III Inn I II IIII VIII IIII IIII TPINYfCA in BCSI,copies of which will be furnished upon request lines coincidewith joint center Anes. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF A18BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50' 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. 'COND. 2: Design checked for net)-5 oaf) uplift at 24 "oc spacing,( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000° @ 5'- 8.2" T f ' MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 177. NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, 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 in the plane of the truss only. c') 0 v 0 0!)Illim / IlAd. o/- -OrdMIDliAl I v o MOM ** 4 0 M-5x16 M-3x10 1, 1, /, 5-08-04 0-03-12 1, /, 6-00 o PR Opt JOB NAME: POLYGON PLAN 5-B NH - Fl -GIRD Scale: 0.5462 c��GIIN iS>A- 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 Cr 7 C�®o E w�r Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. A4OPV • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by po ttY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.�'"F"AInP! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 111 '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. -f7� '7 OREGON 4 SEQ. : 5992809 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 'Q 1"' �b b., TRANS I D: 403334 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 { necessary. i� 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. M A'A.f-'.- 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 III I VIII VIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines cdiawith joint tntcenter e in inches.9.Digits indicate size oplatein Ines. MiTek USA,InC./CompuTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015' 11111111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4rKODF #1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF #1&BTR 2-3=( -10) 5 - WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0° -175/ 841V 0/ OH 5.50" 1.35 KDDF 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000° @ 5'- 8.2" 'f 'f '' MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001;7' NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5X4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load duratis), Enclosed, Cat.2, Exp,B, MWFRS(Dir), . . 11111111 Truss designed for wind loads in the plane of the truss only. CO O 0 0 CO I c 1� JI c),,_ � O 4 -> M-5x16 M-3x10 ** 1- ), ), 5-08-04 0-03-12 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRDscale: 0.5462 �5to PR 0 Pe ��‘1GN s; WARNINGS: GENERAL NOTES,unless otherwise noted: }(// 19. 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' .c''Nt T+ i F Truss: F2-GIRD 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 stedity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /+,,ilir� 4. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 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. 17 OREGON <(t SEQ. : 5992810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L, „�R design loads be applied to any component. and are for"dry condition"of use. / '�1✓ ..,',,. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, (P��. fabrication,handling, necessary. JLjp RIO- sshipment and installation of components. 7-Design assumes adequate drainage Is provided. �^ R 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both tacos of truss,and placed so their center 11111101110110111 IIIIIIIIIIII IIII IIIII 111011 IIIIIIIIIII IIII TPI/WfCA In BCSI,copies of which will be furnished upon request. git coincidentwith joint ate In nche. 9.Digits Indicate size of plate in inches. MiTek USA,Ino/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 INEI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE . 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. NOT EXCEED 1996 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 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.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4.04-08 4-04-07 complete specifications. '( T T 12 12 6.00' Q 6.00 IIM-4x4 /- 3 r 0 0 0 N 4 co co 0,7_ —/O CP CC.- 1 - o M-3x4 M-3x4 y ), y 0-10 8-08-15 ROp JOB NAME : POLYGON PLAN 5-B NH - G1 Scale: 0.6D79 ��<<4�Gn, son�f- WARNINGS: GENERAL NOTES,unless otherwise noted: viy 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 d - 792,0 E t'-" end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Ci 1 Incorporation of component is the responsibiity of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , /"sa.. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ -4 irt 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37 OREGON 4., SEQ. : 5 992811 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosiveG environment, . 4t .`� rk design loads be applied to any component. and are for"dry condition"of / '91.' h.�,.:... TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing use.all supports shown.Shim or wedge if Q 14V hS_ fabrication,handlineV ng,shipment and installation of components. 7.Des ign assumes adequate drainage is provided. �FFI R'O. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIAARCA In BCSI,copies of which will be furnished upon request. 9.lines indicate sl Joint Inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015' 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2.3=(-63) 29 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: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 HOOF ( 625) 5'- 0.2" 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0.22 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 INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc osacinq.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ -1'- 2.2' Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0' Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 3 ' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ir system and components and cladding criteria. A Wind: 140 mph, h=20ft, 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 o in the plane of the truss only. M-3x4 N in M 0 o 1 2-><_ 4^jam ' y y 1-02-04 (PROVIDE FULL BEARING;Jts:2,,31 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 �`('�� G N, ts',/O WARNINGS: GENERAL NOTES,unless otherwise noted: fl," 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, . .(02.` E t-". Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper / " 2.23(4 compression web bradng must be installed where shown+. incorporation of component is the responsibiity of the building designer. Aide1''. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1' DES DES. BY: BS2'0.0.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaltlC). ,.- . > 4 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ el I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON t), S E Q L, \ TRANS I D: 403334 � design loads be applied to any component. and are for"dry condition"of use. / 4YSu "1r 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 Q, P fabrication,handling,shipment and Installation of components. nesessary. /� R ' 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II IIIIII VIII(III VIII III I I II(IIITPI WTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint lines. 9.Digits indicate size off pplatete Iinches. nches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacingi TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF p1&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. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,M2OHS,,CN18 (or no prefix) =series rus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,MI8HS,M16 = MiTek MT LL = 25 PSF Ground Snow (Pg) 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for ,complete specifications. 12 4.00 C -' 3 In 0 0 cm 2 oiir Lo jAIIIMMIMMIIMIMIIIIIMIII co 1 - """"""""""""""""""i M-3x4 y 1, y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 Scale: 0.7728 ��;�' G NF ss WARNINGS: GENERAL NOTES,unless otherwise noted: r "V 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual .1"t' 1"6N11. Truss: r+G2 and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng 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 p'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). ,r WAP,- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ it 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. -firOREGON Iry SEQ. : 5992813 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- �j \b` design loads be applied to any component. and are for"dry condition"of use. /Q �-f(.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If A''Q}' 1 rLQ necessary. 'tel ' t^� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 'Fli:40,- 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. sgit coincide with jointcenteriinches.lines. 9.DigitsIndicate ndtsize off plateo 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 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1-4=(-44) 58 2-4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-10) 4 WEBS: 2x4 KDDF STAND • LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00" 0.47 KDDF ( 625 Connector plate prefix designators: 7'- 1.5' -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" 6-07-12 0-05-1r2 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 1 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. to m 0 CV F- O,/- V il 11 ill .dilial 1 o� 1►4 ►t4 M-3x4 M-1.5x4 J• ), ), 6-07-12 0-05-12 ,L y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 \C�, `� G NE Soi3 ,/�f� WARNINGS: GENERAL NOTES,unless otherwise noted: /v.� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4� .(��`a E f Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 4111401rAte/./' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I�'- DES. BY: BS 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 as plywood sheathing(TC)C and/or d all BC. *�iw! r PWro gR ) ryw ( ) T .4 DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4irr 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. o OREGON tj/ SEQ. : 5992814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive ,G,environment, ,, .,� A, design loads be applied to any component and are for"dry condition"of use. / -9�+ rLQ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, P fabrication,handling,shipment and installation of components. necessary.s /� Fl RI I '' 7.Passel adequate ne dthlfac a 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 11111111111114111 TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincidewith jointcenterinches.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-1998(MiTek) EXPIRES:1 2131/2015 1111 I IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' ICON. 2: Design checked for net(-5 De) uplift at 24 "oc spacing.' TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 DESIGN MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED ASSUMESES AT SIUR OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 122 --/ 4.00 rn 0c IIIIIIIII N 1 0 -1- ISIMIIMIMIIIM111111c. 3 M-3x4 J, ), 5-01-08 pe JOB NAME : POLYGON PLAN 5-B NH - G5Scale: 0.8258 , .. N NE• s/, WARNINGS: GENERAL NOTES,unless otherwise noted: rt 2.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 4:t. 7 02 0® E L- building component.Applicability of design parameters and proper Truss: G5 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 DES. BY: BS 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,e,,, DATE: 7/11/2014 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. =9 OREGON SEQ. : 5 992815 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses areto be used Inc non-corrosive environment, L-. '11 \1k �. design loads be applied to any component and are for"dry condition"of use. o' "9)•" 2O h.-�- TRAN S I D: 403334 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 O �l 14, fabrication,handling,shipment and installation of components. necessary. +7�" P Po 7.Design assumes adequate drainage is provided. �RI L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII IIIII IIIII IIIII IIIII IIIII IIIII(III(III TPIIWTCA In SCSI,copies of which will be furnished upon request. lines dicawith joint innr ch 9.Digits indicatecie size of tplate e 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) EXPI RES.12/31/201 CJ' IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-366) 181 3.4=(-259) 116 ' TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-189) 85 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50' 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2' -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2' -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) i 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) (COND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.( 7-09 12 12-01-03 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 = -0.031" @ 2'- 11.9" Allowed = 0.397" MAX TO PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596' 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, 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 o in the plane of the truss only. M-3x6(S) o M 0 41- mommommmimmilimmmm O 1 O M-3x4 /, /, 1, 1, 0-10 6-00 13-10-15 (PROVIDE FULL BEARING;Jts:2.8.9.4.5.6.7 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 ��<Cn N ape 6s, 9-- WARNINGS: GENERAL NOTES,unless otherwise noted: v- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual txw .y92 f a P E 1" Truss: J10 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. :, " 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ . DES. BY' BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). •,k+, n! 44111W• .. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON (� SEQ. : 5992816 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, t.."' „ /y h' k design loads be applied to any component. and are for"dry condition"of use. / � J_. TRANS I D: 403334 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 11.1 ` fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Irritations set forth 7•DesignPlatesassumes adequate one dthifac a iso truss,a. �) -�,,:. III I II VIII IIII VIII IIII mil g 1by 8. onbe hjoin both ifness of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint aIn nche. 9.Digits indicate size of plate In inches. MiTek USA,lnc./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 1111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2.3=(-327) 162 3.4=(-220) 97 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=(-154) 70 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IPC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 'COND. 2: Design checked for net(-5 inn uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX IC PANEL LL DEFL = 0.030' @ 3'- 7.4' Allowed = 0.397' / MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596' 'i MAX HORIZ. LL DEFL = -0.005' @ 17'- 10.9' MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 :: system and components and cladding criteria. 6.00 l7 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads M-3x6(S) Ii o in the plane of the truss only. o> iiiii " CO 0 0 1 -, 7. M-3x4 1, ) ), 1, 0-10 6-00 11-11-11 PROVIDE FULL BEARING;,Its'2 7 3 4 5 61 JOB NAME: POLYGON PLAN 5-B NH - J9 Io0N 0.3077 s WARNINGS: GENERAL NOTES,unless otherwise noted: ,Ag-- 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�� 7B* v' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 9 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 '� DES. BY: BS 3.Additional temporary bredng to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalBC). ;..o''r�wow.- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11 �`'C,r, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Y' it„OREGON >h iv f SEQ. : 5992817 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. '�1'' S b. 4 TRANS I D: 403334 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,handling,shipment and installation of components. necessary.Design tyfLr P P 7. latesassumes atedadequate othi ace is provided.t , L: I ,, 8.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 111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. gitcoincideIndicate with joint tecenter lines. 9.Digitssndsize oplate in inches. MiTek USA,InC./CornpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E IIII III This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-287) 142 - 3-4=(-184) 79 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50' 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2° 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50° 0.05 KDDF ( 625) ICOND. 2: Design checked for nett-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397' 6 -/ MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" i; MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19N AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00� system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), V load duration factor=1.6, " Truss designed for wind loads vin the plane of the truss only. 0 m 3 ri w 0 4 1 7-- -/ o M-3x4 1, y 1, 1, 0-10 6-00 9-11-11 •;r r ". , • , R op JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 `GJ•\�'��Gp(�j�C sA� WARNINGS: GENERAL NOTES,unless otherwise noted: -`.v 0 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 (x� 7•.42/N E {' Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibiity of the building designer. " 3.Additional temporary bracing to Insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,r+r+, fr! •- O"�'�- DATE" 7/11/2014 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 appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'ST A�OREGON c(/ SEQ. : 5992818 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/", "� 1Asa design loads be applied to any component. and ere for"dry condition"of use. / r 2� ..,,, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, P fabrication,handling, Design ass �R ' shipment and installation of components. 7.Design assumes adequate drainage Is provided. 1.- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPI/WfCA in BCSI,copies of which v411 be furnished upon request. git coincideintwith jointcenter lines. 9.Digits Indicate size of plate in Inches. MiTekUSA,IDC./Compulru3Software7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 (IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 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: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BUG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4" Allowed = 0.397" 5 --f MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596' 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19's AT TIME OF MANUFACTURE. 6.00 4 Design conforms to main windforce-resisting system and components and cladding criteria. y 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=l.6, Truss designed for wind loads in the plane of the truss only. • 0 3 n 01 ca o 0 1 Al 6..... M-3x4 1, y y y 0-10 6-00 7-11-11 (PROVIDE FULL BEARING'Jts:2.6.3.4.5' JOB NAME: POLYGON PLAN 5-B NH - J7 Scale; 0.3795 ''';°.:13G11:;"/:.!;.A2,,_ WARNINGS: GENERAL NOTES,unless otherwise noted: }ff� .3y -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 Q� !f9L`i E I-- Truss: Truss: J/ 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. 0+ _,s"' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by AIrAe Po tY continuous sheathing such as plywood sheathing(TC)and/or drywall(tsC). .....°'11/./.. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ w 4.No load should be applied to any component until aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON ((f SEQ. : 5 992819 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G N. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / 'lie 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 O 14, necessary. 4/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. $AF110." 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPINJfCA in BCS(,copies of which will be furnished upon request. Digit cdicawith joint center lines. 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) EXP(RES:12/3112015• 1E IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2-6.(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=(-208) 105 ( , 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -38) 18 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 352V -45/ 198H 5.50" 0.56 KDDF625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2° -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50' 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50' 0.07 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 Dsfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' 5 MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397' MAX TO PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 1( NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 ,. Truss designed for wind loads CD in the plane of the truss only. 0 (L co O 1 Mi 6►_ -/ O M-3x4 ), ), ), ), 0-10 6-00 5-11-11 (PROVIDE FULL BEARING'Jts'2 6.3 4.51 PRO JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 .�JlG NESS/AA' WARNINGS: GENERAL NOTES,unless otherwise noted: 1/) -v . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 'k" E �.+ Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper '7, 208 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: BS 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 sheatNng(TC)and/or drywall(Bc). �,,,J v„Sww DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ it o r� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON to SEQ. : 5992820 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 >k A, design loads be applied to any component. and are for"dry condition"of use. f .•S''". 0'r TRANS I D: 403334 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 /4, h� fabrication,handling, necessary. �I,�. O'' shipment and installation of components. 7.Design assumes adequate drainage Is provided. ""`'.( R`�'1.„ 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 ch will be urnished upon lines coincide with jint center Ines. IIIIIII VIII 101 IIII 1111VIII IIII IIII IIII MT'ITPe USA,IncJCompuTrus I,copies of whISoftwmref 7.6.6(1 L)E request. 10.For basic coonnectoroplate design values see ESR-1311,ESR-1988(Mak)9.Digits indicate size of plate in inches. INVTCA in EXPIRES:12/31/2015 11E 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF @18BTR SPACED 24.0" O.C. 2.3=(•170) 99 3.4=( -76) 34 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50' 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50° 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) 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 9sf1 uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'-•10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028' @ 3'- 4.9" Allowed = 0.397" 4 . MAX TC PANEL TL DEFL = -0.048' @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = •0.002" @ 9'- 10.9" 12 1 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 I7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TINE OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0' v Truss designed for wind loads (j o in the plane of the truss only. u7 0 c'/- .4- /v AN C,'/- 1 5 • 0 • -/ M-3x4 1, y > 0-10 6-00 3-11-11 (PROVIDE FULL BEARING:JJts:2.5.3.41 R OPe. JOB NAME : POLYGON PLAN 5-B NH - J5 ��`��'��n, sr� Scale: 0.4887 ///// ,p- WARNINGS: GENERAL NOTES,unless otherwise noted: 451 w ( ` r w� 1.Builder and erection contractor should be advised of all General Notes 1.TMs design Is based only upon the parameters shown end is for an Individual CC t� E and Warnings before construction commences. building component.Applicability licability of design parameters and proper y / Truss: J 5Incorporation of component Is the responsibility of the building designer. �/ /J 2.204 compression web bracing must be installed where shown ti 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability dining construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). / '' DAT E: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 ti" ' ' SEQ. : 5992821 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. -y A_OREGON ti" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I,." "'7� \t` A. design loads be applied to any component. and are for"dry condition"of use. Q Y 14 2' .., - TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if {�� necessary.sMC` ?R1l.L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III Till TPINJTCA in BCSI,copies of which will be furnished upon request. Digit cndicat with joint In Ines. 9.Dress Indicate size oplate to 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) EXPI RES:12/31/2015' IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-126) 92 , 3-4=) -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design Checked for net(-5 psf) Uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" 12 MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.00� el MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s AT TIME OF MANUFACTURE. o Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co of V' PO/- 1 -, o ►1 5002.0 M-3x4 0-10 6-00 'PROVIDE FULL BEARING;Jts:2.5.3.4 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Bale: D.5653 pe ,<,, N� s, q� WARNINGS: GENERAL NOTES,unless otherwise noted: CJ 1:7 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 L.. ..926 S E. c" Truss: J4 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• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /+rlmrr! 1 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w{ 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 OREGON SE Q. : 5992822 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, Y, L/' Nkx ,r�/ design loads be applied to any component. and are for"dry condition"of use. �',. '10 1.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes bearing at all supports shown.Shim or wedge if O 14, 0. fabrication,handling,shipment and installation of components. Designneessary. �q 7. latesassumes adequated thiface isprovided.tru , "` R1111..\- 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 111111111111111 TPINYTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-195g(MiTek) EXPI RES:12/31/2015 Inn' 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 S18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" 0,C. 2-3=(-96) 68 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: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50' 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "tic spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 C7' DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, 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 in the plane of the truss only. +m- c:. M co o� v o'` 1 1111.- 4 4► -V 0 1-1 M-3x4 J, ), 1, 0-10 (PROVIDE FULL BEARING:Jts:2.4.3I 6-00 ROE- JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 mac ' I3IN / 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 41C !I52.. E 1--' Truss: J3 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 responsib aty of the building designer. }y DES. BY: 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �Y� BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.sucha respectively unless braced throughout their le th by 44101.P Po continuous sheathing such as plywood sheathing(TC)and/or drywalC). ,/+ DATE: 7/11/2014 the overat 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. T7 OREGON Iii SEQ. : 5 992823 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", .\� design loads be applied to any component and are for"dry condition"of use. / '9Y 2O h+k-- . TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes tad bearing at all supports shown.Shim or wedge If Q�j r 4 fabrication,handling, necessary.s "' shipment and Installation of components. 7.Design assumes adequate drainage is provided. ARA- 6. r t.,•.6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPIANiCA in BCSI,copies of which will be furnished upon request. Tangs coincide with joint center che. 9.Dies indicatesize ofplate 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' 1111IIIIIII 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 1 TC: 2x4 KDDF M1&BTA LOAD DURATION INCREASE = 1.15 1-2a( 0) 42 2-4=(0) 0 BC: 254 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 49 , 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 BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) Connectorplate prefix designators: 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) ConnectorC a (or no prefix)sg LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50' 0.09 KDDF ( 625) = 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. IQDND. 2: Design checked for net(•5 psfl uplift at 24 "oc spacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" I T MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2' Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4" Allowed = 0.333" 12 6.00 l - MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. ''0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lAll Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), oad duration factor=l.6, Truss designed for wind loads Tr in the plane of the truss only. 0 N m Qs- 4 III cp 1 ME�4 -/ M-3x4 0-10 (PROVIDE FULL BEARING:Jts:2.3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 `5• n, 6, 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 4x' .[S,y$$ L- .1"- TrussTr : J2 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 responsibilty 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: BS 2'o.0.and at 10'o.c.respectively unless braced throughout their length byAge, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). ,,..""rrimii�! '9' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ pl 4C 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 co SEQ. : 5992824 fasteners are complete and at no time should any Wads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 1. 4,� ,\� ATRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. }r rLQ --L.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 1a, fabrication,handling,shipment and Installation of components. necessary. /�/ Q,1 7.Designlatesassumes adequate ne drainage Is opruss,provided. 1 ,�.. 6.This design is furnished subject to the IMtatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 II II 11 III I III III I III (III TPIANiCA in SCSI,copies of which will be furnished upon request lines coincide with joint center Ones. Di 9.Digits indicate size of platete inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11E 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50' 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50' 0.14 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 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 gsfl uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083° 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'-•10.0' Allowed = 0.111" T ' MAX TC PANEL LL DEFL = 0.001' @ 1'- 0.0' Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5' Allowed = 0.145" MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333' 6.00 7 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Trans designed ads '' v only. o M Qs- 4 s � ca M. D 1 =/ ►=4 M-3x4 ), y y 0-10 (PROVIDE FULL BEARING'Jts:2.3.4I 6-00 PR JOB NAME : POLYGON PLAN 5-B NH - J1 Scale: 0.7144 4- GINS 1,P WARNINGS: GENERAL NOTES,unless otherwise noted: }(// 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 G�� !C�`t" E t- end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 1 Incorporation of component is the responsibifty 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 -''� 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;,/"1*A a". DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I fit 4.No load should be applied to any component until after as bracing end 4.Installation of truss is the responsibility of the respective contractor. -�Y A_OREGON 11/ SEQ. : 5992825 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, "y ,1� design loads be applied to any component. and are for"dry condition"of use. / °q y' 2Q AA- 4,1. 14 - TRAN S I D: 403334 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, _ fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage Is provided. Rio_ {' ,,, 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII VIII VIII IIII IIIITPINVTCA in BCS(,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits indicatesize of platein(Ines. 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 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7. 3=( 0) 49 , WEBS: 2x4 KDDF STAND 3. 4=(-224) 105 3- 9=(-308) 164 LOADING 4. 5=(-153) 67 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) P 9 0'- 0.0" -29/ 351V -53/ 231H 5.50' 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50' 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7° -50/ 106V 0/ OH 1.50' 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing,( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10,0' Allowed = 0.111" MAX LL DEFL = 0.008' @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" T 1' MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" .., MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" ;i DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19'v AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ;i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, o Truss designed for wind loads 0 o in the plane of the truss only. I.:. • co i; M-4x6 �y` o M-3x4 C981. 0 y -/ /- o ��s•e M-3x40 p CV O cv M-3x4 M-1.5x4 N ; y > )- 2-03-12 2-10-08 0-09-12 ,1 /, 1, ), 0-10! 2-05-08 1, 11-06-03 y 6-00 7-11-11 [PROVIDE FULL BEARING:Jts:2.9.4.5,61 PROpe JOB NAME : POLYGON PLAN 5-B NH - J7CScale: 0.3025 G<<, NJ S'f�g- WARNINGS: GENERAL NOTES,unless otherwise noted: I:, /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual {N !ANI I S E {' Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibrlty of the building designer. 3.Additional temporary bracing to insure sterility during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � a�Yr is the responsibility of the erector Additional permanent bracing of continuous sheathingsuch as g(T) ry (B ) '�'9""- plywood In C and/ord wall C. /' "�..- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 It 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. -fx' OREGON to SEQ. : 5992826 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L '�iq N A• design loads be applied to any component. end are for"dry condition"of use Y r�Q .,„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (a) 14, P fabrication,handling, Den A 10, shipment and installation of components. 7.Dessignign 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 111111111111111111 TPIANrCA in BCSI,copies of which will be famished upon request. git Indicate with joint centerinches.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 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, IncLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT seriesREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7' -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 nsfl uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.339" 11-11-11 MAX LL DEFL = 0.042' @ 11'- 11.7" Allowed = 0.200" '( 1' MAX TL CREEP DEFL = -0.048° @ 11'- 11.7' Allowed = 0.267" /- " MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" CONTENT DOES 12 NOTIGN EXCEEDU1ES 19%ATTITIME EOF MANUFACTURE. 6.00 D ;H Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads m "i ui in the plane of the truss only. M-4x6 r.....__41.,„_„,____M 3x4o � 9 -/ o _1 M-3x4 M-1.5x4 -/a 0 0 M-3x4 y 1, ' 1, 2-03.12 2-10-08 0-09-12 /, /, 1, 1, 0-10; 2-05-08 y 9-06-03 y 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2.9.4,51 JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 `G< �GNE'p6e1ff so* WARNINGS: GENERAL NOTES,unless otherwise noted: r1 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 lx�� ±92** E v9(' Truss: 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. r /ww 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). wAm! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ E 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 11� SEQ. :. : 5992827 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, 14;;;;;;Ir, °:' �design loads be applied to any component. end ere for"dry cond'Non"of use. /TRANS ID: 403334 5.CompuTrus hes no control over and assumes no responsib lity for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Qfabrication,handling,shi ment and installation of corn onents. nesessary.P P 8.Plates ea ll b el cated one th fece I oprovis,a 8.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII'III'IIITPInNTCA In BCS',copies of which will be famished upon request. lines coincide with joint centerteInches. nche. 9.DigitsIn s nicdtsize octo . 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 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF N1&BTR 0) BC: 2x4 KDDF #1&BTR LOAD DUSPAIED INCREASE. " D.C.C 1.15 1-2=1 0) 42 6.8=( -69)1 178 7-6=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O 2.3=(-245) 43 6-8=(-114) 278 6.3=( 0) 49 3.4=(-153) 71 3.8=(-289) 118 LOADING 4-5=( -70) 32 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 OVERHANGS: 10.0" 0 0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -27/ 347V -37/ 166H 5.50' 0.55 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M20HS,M18HS,M16or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005' @ 5'- 2.3" T f MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 0 Design conforms to main windforce-resisting 6.00 G .. system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, cp o Truss designed for wind loads CD ii o in the plane of the truss only. `n , 4 M-4x6 CO 11111111k� co 8 ."---=-'1o i��ml M-1.5x4 �o -� M-3x4 M-3x4 M-3x4 ), y ), ), 2-03-12 2-10-08 0-09-12 y y I y 0-10 y 2-05-08 7-,96-03 1- 6-00 6-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,8.4.51 JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3783 `S�0NG Rope„ WARNINGS: GENERAL NOTES,unless otherwise noted: }/� ey "V iv 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 {Cl •�L`0 C ,- Truss: J 5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2. 'Design assumes the to' p and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required in ere and/or drywall C. ,•,Airco the overall structure is the of the 3.20 Impact bridging or lateral bracing where shown++ 40 Cr 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. : 5992828 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 (x4✓' design loads be applied to any component. and are for"dry condition"of use. f \ TRANS I D: 403334 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 p 'I� 14, 2s) •hT' fabrication,handling,shipment and Installation of components. necessary. i 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �"� VIII(VIII VIII VIII VIII VIII VIII(III(IIITPI/VYTCA in BCS(,copies of which will be furnished upon request, lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=( -84) 228 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-297) 65 6-8=(-13B) 358 6.3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=(-153) 82 3-8=(-372) 143 LOADING 4.5=(-100) 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 10.0" 23.7" 0'- 0.0" -35/ 328V -24/ 151H 5.50' 0.53 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net)-5 osf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8' Allowed = 0.339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 T MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19'v AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1( o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. M-4x6 f....____01.,„„„,„„,,„,„ M-3x4 oill EM111111fts•----_ •/ •1 8 al o .R51111111021121M-3x4 M-1.5x4 o 0 7 0 0 M-3x4 J, y .1 ) 2-03-12 2-10-08 0-09-12 J- ), 1, J. 0-10, 2-05-08 5 06 03 y y 6-00 1-11-11 'PROVIDE FULL BEARING:Jts:2.8.41 (r. PROF�6s/ JOB NAME : POLYGON PLAN 5-B NH - J4C scale: 0,4268 �5• GINE' ,� .oma WARNINGS: GENERAL NOTES,unless otherwise noted: h/ w�G� �{ 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 /(� and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J4C 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. f 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at _ DES. BY: BS 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 thymes C). Wm! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ 4 '`{r SEQ. : 5992829 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. ,�/""OREGON ^V 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, �/f '.y1 2ONp` t. design loads be applied to any component and are for"dry condition"of use. O 1✓ 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.oecossa assumes full bearing at all supports shown.Shim or wedge if �p fabrication,handling,shipment end installation of components. ry. /� �y p P 7.Design assumes adequate drainage Is provided. �"" n I�-�" 6.This design Is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center 1111111111111111111 TPIANTCA in BCSI,copies of which will be furnished upon request. git cid cat with joint ain inches.B.Digits olndde size oplate ein tines. n M MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXf 1)RES.1 2/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6' 1.00 TC: 2x4 KDDF - 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =#1&BTR ft' BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(-135) 228 6.5=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=(-297) 65 5.7=(-218) 358 5.3=( 0) 50 , 3.4=( -55) 41 3.7=(-372) 226 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3" 5-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00[7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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 o M-4x6 0 Ch �D N M-3x4 el 8Pco /- o/- .121111111101111111 M-3x4 M-1,5x4 ' o 0 0 6 0 M-3x4 1, 1, > y 2-03-12 2-10-08 0-09-12 1, y 1, y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,4I JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 ��'� N Piss, WARNINGS: GENERAL NOTES,unless otherwise noted: //�r J °* 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 .�G , . Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters end proper G 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: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 4r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell�C). DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 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. : 5992830 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. ,,. , �'\ '� TRANS I D: 403334 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2 "1 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 ',pf 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center � +-i `1'"`" I IIIIII 111 1111 IIIVIII III I VIII VIII VIII IIII IIIITPI/VYTCA 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,lnc./COmpUTruS Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIII 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) 42 2.6=(-46) 123 6.5=( 0) 18 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3m2-3=( 1 ) 5-7m(- 191 5-3=5-3m(-190) 79 W 48 EBS: 2x4 KDDF STAND ( -22) 24 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0' -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -84/ 70V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 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 osf) uplift at 24 "9c spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.005' @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010' @ 2'- 3.8° Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002' @ 3'- 11.9' Allowed = 0.128' 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3" T f MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. /- -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 4x6 Truss designed for wind loads �� o in the plane of the truss only. NI- 8 o CD r N M-3x4 illig�MEMENNIMI-ill _/ o/- m 7 11004 NY ��M: M-3x4 o M-1.5x4 �� ► 2 6 115 0 0 M-3x4 O ), ), y )' 2-03.12 2-10-08 0.09-12 1, y 1, y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.7I JOB NAME : POLYGON PLAN 5-B NH - J2C \C. GN �i-, Scale: 0.5343 � WARNINGS: GENERAL NOTES,unless otherwise noted: 4, �I 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 R E Truss J2C 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. .441,".2' T / r�"�. 3.Additional temporary bracingto Insure stability dodo construction 2.Design assumes the top and bottom chords to be laterally braced at Po ry 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �„ '" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,e, "" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '# Cr SEQ. : 5992831 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. -yam 'Ai'OREGON�y, �,/ 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. /O '�y'' 14, S° 4 + TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.Dn assumes full bearing at as supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. f� p Po 7.Design assumes adequate drainage Is provided. �`R n M�-�"' 6.This design is furnished subject to the GMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center PINVTCA In SCSI,copies of wh chk IIIIII ILII VIII VIII VIII VIII VIII IIII IIIIMTiTo SA,lnc./CompuTrus ISowill Ilware+7.6.6(1 upon Eequest. 190.lines FFo basic connector plate 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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-68) 30 n 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1' Allowed = 0.067° 12 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 11 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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, w Truss designed for wind loads in the plane of the truss only. elf- c., V 111 o,- 1 2► 4r M-3x4 1, .1 1, 1, 0-10 2-00 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - ASJ2Scale: 0.8541 'S� �N 9s,o t. WARNINGS: GENERAL NOTES,unless otherwise noted: (1 'v.�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 tw 7: N E f Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper y 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: BS 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 as plywood sheathing(TC)C and/or d allgBC. Pcing gl7 s M�' ( ) ,,. ? 45010P DATE• 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � 1Z- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yA�OREGON tti SEQ. : 5992832 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• 4,. ha k design loads be applied to any component, and are for"dry condition"of use. / */).- 14 2.° ..�,- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge If Q P fabrication,handling,shipment and installation of components. nesessary. r '� 7.Plates assumesadequateon eoth faces oPsa. +.; rt„�. 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 IIII IIII VIII VIII VIII VIII VIII IIII IIII TPINYTCA In SCSI,copies of which will be furnished upon request. lines coincide with jointae center Ines. Di 9.Digits ndtsize offplatein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/311201 11E1 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 42 2-4=(0) 0 BC: 2x4,kDDF 011&BTR SPACED 24.0' O.C. 2-3=(-45) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50' 0.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50' 0.07 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. 'COND. 2: Design checked for net(-5 Dsfl uplift at 24 "on spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'-•10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" '1 '1 MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1" Allowed = 0.050' MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.9" Allowed = 0.145' 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' 6.00 17 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 M O/- V o o 1 � 41110.--- 11 M-3x4 y 3, 1, 0-10 2-00 PROVIDE FULL BEARING:Jts:2.4.3I ROPe JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0,7139 `5�``��GN �'4 WARNINGS: GENERAL NOTES,unless otherwise noted: *� R d//J. �-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 L� L2®0 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: ASJ1incorporation 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'a.c.and at 10'o.c,respectively unless braced throughout their length by � " DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or diywall(BC). * DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® Cr SEQ. : 5 992833 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, IP xi �D\�` � design loads be applied to any component. and are for"dry conditlon"of use. TRANS I D: 403334 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 �}I 14 x ��* necessary. t�A fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '/�`R ry 1�--1"- 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII 111111 IIIVIIIVIII VIII 11111111 TPI WfCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenternche. Indicate 9.Digitssize off plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015