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Plans (72) • A,U)j14e5G4e2,5.2._7 17f , ( -,4 r« -� 27-0' ..; i` , w s „J'„ Iv I. • F- I- o y C.-' o�' szsa A 8S.111 SJ10 4Eh., <cr 0o H:1 SJ2 = Zo� An I1 Al. — AJ3 c O (JoIlk Z w.a o H O =o '' LU B5 rcC ce O cp -8-,1-,-.1 w z _ O - __ _. __ ___ __ _ O O [J) U <~2 s • H B4 CD c, C., o-i� a z w 0 t.) Z Cw�o.. .2 LU ►.10 ❑ I-- .� o:LI QX CONFORMS TO DESIGN CONCEPT • D CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED 0 NON-CONFORMING—REVISE&RESUBMIT -- -- - - - THIS SHC/DRAWING HAS BEEN REVIEWS FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORVENCOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS.AND APPLICABLE CODES,ALL OF WHICH HAVE 6:12 PRIORTY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 MILBRANDT ARCHITECTS B3(13) ` '12 BV3 7., A2 1 . SCI 1,1111 sJ3 Al k e 't SJ2 SJ2 i i� SJ1rI � 1 lr SJ1 �cI''►4/A& 4:'2 4P r w r C.) CD cp c? io Ea 1 U 12-11' 27-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE:: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND REVISION-1: ENGINEERED STRUCTURAL PROJECT TITLE DRAWINGS FOR ALL FURTHER 4-B NH INFORMATIONRESPONSIBLE BUILDING hum �� � DESIGNER/ENGINEER OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS P.� DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4-B NH / B NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TO C, COMPANY REVIEW AND APPROVE OF AU. g K TRUSS DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. $.., 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. I m A Z A o TI WI 6 W CO r O%n a < Z Z~ m o 2 2-~-i n N 2 W Z o Z tu Li fr, 6'-9114' E // 3 c II C1 GE w e E E ow w WW1 P F3 WEN to 1 iir ma z z 2 (00n w f N la N r O W , 3 A �� ., .. 5 tiA J m A • t0IIPJ! II rgEw go �1 1 , N �° - 6J2 g. �z .18 a.` ���� 1 Iranw a�a` Icl 0 • 4144 I _ <OW W m C 2 V1 P t/! "„ CONFORMS TO DESIGN CONCEPT ® ❑ CONFORMS TO DESIGN CONCEPT WITH b' REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT w THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE v FABRICATOR(VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 03 a DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY v.11:2111 2 OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. CDr By: Todd R. Eaton Dote: September 19, 2014 "4 IIIIIII § CT ENGINEERING INC 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/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MTek). N. 0 / • 44/ , firill Vtt ' � ,. irt f,• t 0 It 26. t`�'; 4401SiSt. °A .iD'\. `.f SIONALi3 (0/4/ EXPIRES MOUS IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-11=(-812) 5219 11- 3=( -213) 1685 2x6 KDDF 81&BTR T2 SPACED 24.0" O.C. 2- 3=(-5910) 963 11-12=(-711) 4492 3-12=(-1306) 261 BC: 2x4 KDDF 81&BTR; 3- 4=(-3590) 637 12.13=(-653) 3979 12- 4=( -181) 1190 2x6 KDDF 81&BTR B3 LOADING 4- 5=(-3201) 603 14.15=( 0) 0 12- 5=(-1187) 277 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4060) 801 13.15=(-684) 3961 5.13=( -180) 845 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3654) 745 15.16=(-647) 3784 13- 6=( -67) 678 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4112) 808 16- 9=(-653) 3596 15- 6=( -696) 87 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-4158) 812 6.16=) -238) 109 LL = 25 PSF Ground Snow (Pg) 9.10=) 0) 50 7.16=( -167) 1038 ADDL: BC UNIF LL+DL= 50.0 PLF 14'- 0.0" TO 22'- 0.0" V 16- 8=( -63) 223 NOTE: 2x4 BRACING AT 24'0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL= 597.3 LBS @ 14'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL( 717.3)+DL( 487.7)= 1205.0 LBS @ 12'- 11.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -331/ 1812V -75/ 75H 5.50" 2.90 KDDF ( 625) OVERHANGS: 12.0" 12.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -483/ 2466V 0/ OH 5.50" 3.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.141' @ 10'- 5.5' Allowed = 1.054' MAX TL CREEP DEFL = -0.377" @ 10'- 5.5' Allowed = 1.406' MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100" 7-11-11 6-00-10 7.11.11 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133' 1' T T 1' MAX HORIZ. LL DEFL = 0.086' @ 21'- 6.5" 2-09 5-02-11 2-02-05 2-01-12 1-08-09 3-10-15 4-00-12 MAX HORIZ. TL DEFL = 0.179' @ 21'- 6.5" 597.30# NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 M-3x4 M-3x8 4 6.00 M 4x10 Design conforms to main windfarce-resisting M-5x6 5 s system and components and cladding criteria. T2 __ Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-6x10 M-1.5x3 load Heightduratis), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x8 Truss designed for wind loads in the plane of the truss only. M-4x10 _ �, _ c� o 11 12 T. 1; 0 o �'�" "* M-3x8 0 14 15 16 3 �- o o o M-3M-3x4+ x4+ o M-5x8 M-8x10 M-3x8 M-3x10 0 a 3.75 **2X WEDGE 2.21 - 12 W/(2) M-3X4 TYP. 12 y J' )' J' )" 1205# , )' 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 1, 3, .1 y 1, ,( /, 1-00y 2-05-08 8-00 y1-08.08 9-10 y1-00 10-05-08 11-06-08 1, ), 1, 1, 1-00 22-00 1-00 Q`t0 PROFe JOB NAME : POLYGON 4-B NH - 61 Scale: 0.2652 �� �7` s/�sr 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 '7920.PE c" Truss:: B1 and Warnings before construction commences. building component.Applicability of design parameters end proper �/rJ 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: W is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � " Po ty continuous sheathing such as plywood sheathing(TC)and/or drywalC). ell Q. DATE: 9/8/2014 the overaN structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ OREGON 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. '3r ¢� 1C/ SEQ. : 6052939 fasteners are complete and sins time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. -if,. flN and are for"dry condition"of use. ?: �4 design loads be applied to any component. Q 1 4 TRANS I D: 407654 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 h {� necessary. �'1�i.L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. C' 4 6.This design Is furnished subject to the Nnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 VTPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Digitsin 9. indicate size ofplate 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 11111 VIII'' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.13=(-825) 2724 13- 3=(-216) 909 2x6 KDDF #18BTR T2 SPACED 24.0" O.C. 2- 3=(-3087) 983 13.140(.721) 2334 3.14=(-957) 360 I BC: 2x4 KDDF @IOBTR; 3. 4=(-1598) 563 14-15=(-499) 1519 14- 4=( -95) 398 2x6 KDDF #18BTR B3 LOADING 4- 5=( 0) 0 16.17=( 0) 0 14- 6=(-201) 156 WEBS; 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-1387) 540 15.17=(-440) 1323 6.15=( -18) 73 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1521) 627 17.18=(-426) 1284 15- 8=(-178) 548 IC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF B- 9=(-1167) 471 18.11=(-453) 1315 17- 8=(-437) 153 BC LATERAL SUPPORT <= 12"OC. UON. 7. 9=( 0) 0 8.18=(-216) 176 LL = 25 PSF Ground Snow (Pg) 9.10=(-1354) 500 9.18=(-102) 374 10.11=(-1548) 550 18-10=(-153) 122 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -214/ 1038V -75/ 75H 5.50" 1.66 KDDF ( 625) Connector plate prefix designators: 22'- 0.0" -213/ 1038V 0/ OH 5.50" 1.66 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 psfl uplift at 24 "oc spacing.' 9-11-11 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ff MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' 4-09-08 0-02-05 0-03-07 3-05-12 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.081" @ 8'- 0.0" Allowed = 1.054' 2-09 2-05-031-10-02-01.12 4-00-12 MAX TL CREEP DEFL = -0.162' @ 7'- 6.5" Allowed = 1.406" MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0" Allowed = 0.133" 8-00 8-00 MAX HORIZ. LL DEFL = 0.052" @ 21'- 6.5' MAX HORIZ. TL DEFL = 0.086' @ 21'- 6.5" 12 M 3x4 M 3x8 12 NOTE:Design assumes moisture content does 6,00 7 ' 6,00 not exceed 19h at time of manufacture. M-4x6M-4x6 Design conforms to main windforce-resisting S 8 system and components and cladding criteria. 0 T2WOW �' Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x5 0 Truss designed for wind loads �� in the plane of the truss only. o M-3x5 r� �, M ,, 13 14 1-- ems_� 4 4 o ----` M-3x8 C7 16 17 to R3 O .-M-5x6 Q M-5x6=M-6x6 M-3x8 M-3x4 0 - 3.75 **2X WEDGE 2.21 v 12 W/(2) M-3X4 TYP. 12 ; y J, ) ), Jy 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 J, i, ), 1, i, 1, 1, 1-00 2-05-08 8-00 1-08-08 9-10 1-00 10-05-08 11-06-08 ), y 1, 1, 1-00 22-00 1-00 �' 'O PR©`�, JOB NAME: POLYGON 4-B NH - B2 Scale: 0.2240 ss ..� �`y)y(}j�nJINE / WARNINGS: GENERAL NOTES,unless otherwise noted: �w�9 '(]'n /� C ,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual =.7G,,P[,. Truss: 62 and Warnings before construction commences. building component.Applicability of design parameters and proper � I^f} 2.204 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,T 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility 2'o.c.and at 10'o.c.respectively unless braced throughout their length by11�"" po mY of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ fQ 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. "jr ,¢ OREGON �, "V SEQ. : 6052940 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1:-?,,,,74/ Q� A. design loads be applied to any component. and are for"dry condition"of use. }� .�a Z. �^•�. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the e. assumesnecesstuB bearing at all supports shown.Shim or wedge If Cf r fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. C{�R y t",4 6.This design Is furnished subject to the Nndtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111 11111111111011111 IIII(IIII IIII IIII IIII TPINVTCA In BCSI,copies of which will be furnished upon request. lines indicate with joint acenter Nnes. 9.Digits Indicate 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 22'- 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) 50 2- 8=(-224) 1261 3- 8=(411) 220 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(.111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -156/ 1038V -108/ 108H 5.50' 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -156/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 of) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.043' @ 14'- 5.8' Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8' Allowed = 1.406' MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' 11-00 11-00 MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 NOTE:Design assumes moisture content does not exceed 19r at time of manufacture. 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 -^ Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, uu (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 M Ch OAtllhillikllO - g g = O M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 O J, 1, y 1, 7-06-03 6-11-11 7-06-03 y ), ), 10-00 12-00 1. J, 1, 1.00 22-00 1-00 ���0) PROPL, JOB NAME : POLYGON 4-B NH - B3 Scale: 0.2652 'P 4,1 IN L.'6',(9 WARNINGS: GENERAL NOTES,unless otherwise noted: ppp �/ 1 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an individual 72+.PE r Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper �/►J 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsiWAty of the building designer. Ale 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by rf,teaIlr ms" ' Po ttY Pe continuous sheathing such as plywood sheathing(TC)and/or drywalC). tx- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ©?- 1.4 R ECiON 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. ti W SEQ. : 6052941 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, GQ� 4O� � design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes fug bearing at e0 supports shown.Shim or wedge if necessary. k \- {! fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R IA.. 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 IIIIII II II VIII VIII VIII VIII VIII IIII IIII TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with jointanr Ines. Indicate 9.Digits Indicate size offpplatete In inches. 10. J - MITek USA,IDC./COmpUTrus Software 7.6.6(1L)-E 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 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.12=(-408) 1318 3.12=(-164) 128 BC: 2x6 KDDF 418BTR SPACED 24.0' O.C. 2- 3=(-1552) 550 12-13=(-433) 1280 12- 4= -78) 357 WEBS: 2x4 KDDF STAND 3- 4=(-1349) 497 13.10=(-453) 1318 12- 6=(-177 168 LOADING 4- 5=( 0) 0 6.13=(-177) 168 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1161) 471 8-13=( -78) 357 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1161) 471 13- 9=(-164) 128 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1349) 497 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-1552) 550 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -213/ 1038V -78/ 76H 5.50' 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -213/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.041' @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.081' @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100° MAX TL CREEP DEFL = -0.003' @ 23'- 0.0" Allowed = 0.133' 9-11-11 2-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.014" @ 21'- 6.5' MAX HORIZ. TL DEFL = 0.022' @ 21'- 6.5" 4-01-12 3-06-12 2.03-03 1-00-DE00-05 2-03-03 3-06-12 4-01-12 T T T T T f ' f . NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 8-00 6-00 Design conforms to main windforce-resisting f T f f system and components and cladding criteria. 12 7 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 6.0017 M-4x6 M-4x6 4 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 6 Truss designed for wind loads NF in the plane of the truss only. M-1.5x3 M-1.5x3 • M o m 0 13 1p o M-3x4 12 0.25" M 3x8 M-3x4 O M-7x8(S) J, y y y 7-06-12 6-10-08 7-06-12 1, J, ) y 1-00 22-00 1-00 JOB NAME : POLYGON 4-B NH - B4 Scale: 0.2646 y5�� 0 pN �fi(9`P/p /guWARNINGS: GENERAL NOTES,unless otherwise noted: � Eta- � s�� OPE E IP 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual f Truss: 64 and4 Warnings beforewebracing n bmms buildingcomponent.Applicability h of design parameters and proper 2.2x4 compression web must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constructors 2•Design assumes the top and bottom chords to be laterally braced at ,air DES. BY: LJ 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 „,,,,f11111110", #lyes. continuous sheathing such as plywood sheathing(TC)and/or drywal�C). - DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC n 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. OREGON SEQ. : 6052942fasteneis 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., qj \b.' k. TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. 6 ' V 45.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if O }�' 1 4 gyp, fabrication,handling,shipment and installation of components. necessary.7. sp R n 14{ 6.This design is furnished subject to the Rnitatons set forth by 8.Plates shall be locatedn assumes non both faces of of truss,and placed so their center f-Y L. 11111111111111111111 TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center 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-19e8(MiTek) EXPIRES:12/31/2015 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-556) 3029 8- 3=(-124) 1101 BC: 2x4 KDDF k1&BTR 2- 3=(-3426) 635 8- 9=(-483) 2529 3- 9=(-746) 355 WEBS: 2x4 KDDF STAND LOADING 3- 4=(•2003) 496 9.10=(-398) 1780 9- 4=( -33) 281 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1784) 473 10.11=(-522) 2546 9- 5=(-105) 126 TC LATERAL SUPPORT <= 12"0C. VON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0" V 5- 6=(-2020) 501 11- 7=(-603) 3049 5.10=( -13) 286 BC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 11.0' V 6- 7=(-3444) 687 10- 6=(-750) 308 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 11.0" TO 12'- 11.0' V 6-11=(-142) 1107 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 11.0' V NOTE: 2x4 BRACING AT 24"0C UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0' 0'- 0.0" -221/ 1145V -49/ 56H 5.50" 1.83 KDDF ( 625) 12'- 11.0' -175/ 1020V 0/ OH 5.50" 1.63 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net1•5 Doll uplift at 24 'oc spacing. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators:C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXMCAEEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" M,M20HS,M18HS,M16 = MiTek MT series MAX TL5-11-110-11-10 5-11-11 MAX LL DEFL = -0.092' @ 6'- 11.0" Allowed = 0.600' MAX TL CREEP DEFL = -0.179" @ 6'- 11.0" Allowed = 0.800" 2-09 3-02-110-11-10 3-02-11 2-09 MAX HORIZ. LL DEFL = 0.076" @ 12'- 5.5' 1' T 1 3201 4320+ MAX HORIZ. TL DEFL = 0.125" @ 12'- 5.5" 12 • • 12 NOTE:Design assumes moisture content does 6.00177- M 4x6 M 6X6 Q 6.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting • 4� 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, M-3x5 M-3X5 Truss designed for wind loads in the plane of the truss only. M-3x6 NOM M-3x6 o -, 9 to t o o �� ** M-3x8 M 3x4 ** +� 4o o M-5x6 M-5x6 7 0 **2X WEDGE W/(2) M-3X4 TYP. ..4.00 4.00 - 12 12 ), 3, ,1 ), 3. 2-05-08 3-01-04 1-11-04 2-11-08 2-05-08 J, )' y 3, y 1-00 2-05-08 8-00 2-05-08 3. y 3- 1-00 12-11 .1i),r0 PR OPE JOB NAME : POLYGON 4-B NH - Al Scale: D.3975 �� MM/j�',�'j O WARNINGS: GENERAL NOTES,unless otherwise noted: 4Lt4 . 1J1 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 �` =g .r�E and Warnings before construction commences. building component.Applicability of design parameters and proper I*" Truss: Alincorporation 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 construction2'o.c,and at 10'o.c.respectively unless braced throughout their length by rr 4,010. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). -* (C DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON to S C 11. : 6052943 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4f 1' 2���_y design loads be applied to any component. and are for"dry condition"of use. 1 4 T TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.assumes full bearing at all supports shown.Shim or wedge if h 0� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �+'i H it- 6.This design is furnished subject to the WMtations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIIWfCA in SCSI,copies of which will be furnished upon request. lines coincidenwith joint center lines. 9.Digitsindicate 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-1966(Weir) EXPIRES:12/31/201:5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL 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) 50 2-10=( -872) 3317 3-10=( -99) 218 BC: 2x6 KDDF #1&BTR 2- 3=(-3837) 1063 10-11=(-1096) 3715 10- 4=( -33) 732 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3761) 1069 11- Be) -872) 3317 10- 5=(-540) 353 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3345) 988 5-11=(-540) 353 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0" V 5- 6=(-3345) 988 6-11=( -33) 732 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0' V 6- 7=(-3761) 1069 11- 7=(-100) 218 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0" TO 22'- 0.0' V 7- 8=(-3837) 1063 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 22'- 0.0' V 8- 9=( 0) 50 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0' TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0° BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -509/ 2253V -77/ 77H 5.50" 3.61 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -509/ 2253V 0/ OH 5.50" 3.61 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.116" @ 14'- 0.0" Allowed = 1.054' MAX TL CREEP DEFL = -0.218' @ 14'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.059' @ 21'- 6.5" NOTE:Design assumes moisture content does 7-11-11 6-00-10 7-11-11 not exceed 19% at time of manufacture. 4-01-12 3-09-15 3 00.05 3-00-05 3 09-15 4.01-12 Design conforms to main windforce-resisting 1 system and components and cladding criteria. - 12 T ♦597.30# ' 4597.30# ' '1 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-5x8 M-5x8 -;Z16.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4load duration factor=1.6, e WA pV Truss designed for wind loads ' in the plane of the truss only. M-1.5x3 M-1.5x3 M M O O a f{ `< O M-3x8 t0 0.25" M-3x8 M-3x8 8 M-7x8(S) 1, y ), y 7-06-12 6-10-08 7-06-12 J, ,J J, ) 1-00 22-00 1-00 Scale: 0.2902 r5 tit. INE-„ - , JOB NAME : POLYGON 4-B NH - 65 //(INaE si WARNINGS: GENERAL NOTES,unless otherwise noted: �� ` s/ `c p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. T. 9 I PE C. Truss: B5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2z4 compression web bradng must be installed where shown+. Incorporation of component is the responsibtty of the building designer. ,;.+"" 3.Additional temporary bracing to Insure stebitity during construction 2.Design assumes the top end bottom chords to be laterally braced at .�ra11P DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1111" ✓/aa� po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). ?' " !f. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ��c t1 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 SEW. : 6052944 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive evvimnment, L + \ design loads be applied to any component. end are for"dry condition"of use. / "7�' 14 �O,v, s. necessary.I D: 407654 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if A`� ,y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ^"'R R I b V 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 111111111111111111111 TPIM/TCA In SCSI,copies of which will be furnished upon request. lines coinddewith joint center lines. 9.Digits indicate size o1fpplatetein Inches. MITek USA,Ina/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" 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) 50 2.6=(-312) 1385 6-3=( -249) 1361 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-1631) 311 6-7=(-303) 1333 3.7=(-1590) 355 WEBS: 2x4 KDDF STAND 3.4=( -112) 106 7.4=( -120) 113 LOADING 4.5=( -10) 5 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -225/ 1094V -58/ 152H 5.50' 1,75 KDDF ( 625) ** For hanger specs. - See approved plans ADDL: BC CONC LL( 607.1)+DL( 412,9)= 1020.0 LBS @ 4'- 0.0' 8'- 0.0' -264/ 1268V 0/ OH 5.50' 2,03 KODF ( 625) Connector plate prefix designators: ADDL: BC CONC LL( 322.0)+DL( 219.0)= 541.0 LBS @ 6'- 0.0" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0,100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.017" @ 4'- 2.5" Allowed = 0.354" MAX TL CREEP DEFL = -0.036' @ 4'- 2.5' Allowed = 0.472" 4-04-04 3-04 0-03-12 MAX HORIZ. LL DEFL = 0,005' @ '7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 12 6.00 17' M-1.5x3 5 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting co 4044. if .....ii11111A1111- sal 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), M-3x6 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 4o 4co o� ® l I .f- 6 **7 co M-3x4 M-3x8 M-3x5 y 11020# 11r541# y 4-02-08 3-09-08 ), ), y 1-00 8-00 JOB NAME : POLYGON 4-B NH - AG 5'N'�OfPNOA��ks,� Scale: 0.4632 t/�/! fr WARNINGS: GENERAL NOTES,unless otherwise noted: Q' •9 PG -'yr" 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 r- and Warnings before construction commences. building component.Applicability of design parameters and proper s Truss: AG Incorporation of component Is the responsibility of the building designer. r 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: LJ 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _merIr . e' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall/SC). i t'�� DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! OREGON� A. . CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. b, ^V SEQ. : 6052945 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, / 2.0 and are for"dry condition"of use. ty� design loads be applied to any component. 14 -TRANS I D: 407654 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 Ar 11 fabrication,handling,shipment and installation of components. Design assry. Fj Rp V 7.Design assumes adequate drainage is provided. rl n 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 IIIIII II II VIII IIII(IIII VIII VIII IIII IIII TPI WTCA in BCS(,copies of which will be furnished upon request. 9.Digits indicate sizejoint of plate Incenter In hes. lines10. I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015 110111111111 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 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 50 2.4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 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 pail uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 1-11-11 MAX IC PANEL LL DEFL = 0.002" @ 1'- 0.0' Allowed = 0.097" 'r 1' MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5" Allowed = 0.145' MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6" Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333' 6.00177" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10,9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ., Wind: 140 mph, h=19.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '' v in the plane of the truss only. O M '- O/- V MilO O� 21•� 11110,- 14 M-3x4 .1 i, 1, 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME: POLYGON 4-6 NH - AJ1 ���, o ,N �qR F',,�'s1 Scale: 0.6954 4;57 !18/! / 4I- WARNINGS: GENERAL NOTES,unless otherwise noted: J! p^�c-' 1.Builder and erection contractor should be advised of all General Notes 1.TNs design is based only upon the parameters shown and is for an individual . 0 f E C'" Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheetNng(TC)and/or drywal C). !� DATE: 9/8/2014 P ty 9 3.2x impact bridging or lateral bracing required where shown++ «m It S /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "'jrOREGON <4 E Q ld any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G V Nb 'F� TRANS I D: 407654 design loads be applied to any component and are for"dry condition"of use. / -'?} (� 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C) 7 4 P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /1/1R RIO- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center ch will be furnished upon 111111 II II VIII III I VIII VIII VIII IIII IIIIMITe USA,lnCl/VVTCA In JCompuTrus I,copies of (Software 7.6.6)1 L)E request. 10.For basic connecoroplate design values see ESR-1311,ESR-1988(MITek) lines coincide with jint center Ines. EXPIRES:12/31/2015 9.Digits indicate size of plate In inches. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 7=(-421) 1520 7- 3=(-106) 554 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1727) 474 7- 8=(-363) 1268 3- 8=(-687) 302 WEBS: 2x4 KDDF STAND 3- 4=( -716) 176 8- 9=(-359) 1282 8. 4=( -51) 353 LOADING 4- 5=( -717) 190 9- 6=(-415) 1536 B- 5=(-701) 298 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1742) 483 5- 9=(-104) 560 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 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" -110/ 667V -56/ 64H 5.50' 1.07 KDDF ( 625) late ref ix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0' -64/ 541V 0/ OH 5.50" 0.87 KDDF ( 625) Connector C,CN,C18,CN18 (or no pprefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. M,N2OHS,MIBHS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacins.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100" 6-05-08 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 6-05-08 MAX LL DEFL = -0.045' @ 10'- 2.8" Allowed = 0.600" T T MAX TL CREEP DEFL = -0.088' @ 6'- 5.5' Allowed = 0.800" 2-09 3-08-08 3-08-08 2-09 T fMAX HORIZ. LL DEFL = 0.042" @ 12'- 5.5' 1212 MAX HORIZ. TL DEFL = 0.068' @ 12'- 5.5" 6.00 I1M-4x4 Q 6.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 4,,,12( \ Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, „All (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M 3x4 M 3x4 Truss designed for wind loads in the plane of the truss only. ofp 4� M-3x4 „� �� rile\ M-3x4 C.-, `j M 5x6 3 M-5x6 R,,� -,'c, o 1��® M-3x8 Vi e' �o -� o o **2X WEDGE W/(2) M-3X4 TYP. 4.00t. ...f14.00 12 12 y ), J' ), y 2-05-08 3-10-04 4-01-12 2-05-08 1, ,L ,) 1, y 1-00 2-05-08 8-00 2-05-08 1-00 12-11 �,0 PROF JOB NAME : POLYGON 4-6 NH - A2 Sale: 0.4089 o WARNINGS: GENERAL NOTES,unless otherwise noted: 4. ±( e P E 1- Truss: - IN 4- 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 and proper ,r T r u s S: A2 Incorporation of component is the responsibirity of the building designer. 2.2x4 compression web braving must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at410:40115 3.Additional temporary bracing to Insure stabmty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by .+�r�mrr DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� QR EG�N� �f., SEQ. : 6 05 2947 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. ^V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 1� design loads be applied to any component. end are for"dry condition"of use. �i TRANS I D: 407654 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 1Q a_T 14 �{X necessary. .'` Fi'Fiy \.- 4+ fabrication,handling,shipment and installation of components. 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 I/WTGA in SCSI,copies of wh will be upon ch urnished 111111 VIII VIII VIII VIII VIII VIII IIII IIIIMiTPe USA,lnc./COrnpuT US ISoftwaref 7.6.6(1 L)E request. 10.lines FForrDigits basic coat Indicate oplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-40) 99 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-162) 25 5-7=(-90) 209 5.3=( 0) 45 WEBS: 2x4 KDDF STAND 3.4=( -23) 30 3.7=(-215) 93 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: 12.0" 0.0" 0'- 0.0" -57/ 344V -14/ 77H 5.50' 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -85/ 78V 0/ OH 1.50' 0.12 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 98V 0/ OH 5.50' 0.16 625)KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.f 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 = 0.002' @ -1'- 0.0' Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.007' @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.226" 12 MAX LL DEFL = 0.000" @ 4'- 9.8" Allowed = 0.078" MAX TL CREEP DEFL = 0.000' @ 4'- 9.8" Allowed = 0.105" 6.00 17 MAX HORIZ. LL DEFL = -0.005" @ 4'- 9.8" MAX HORIZ. TL DEFL = 0.008" @ 4'- 9.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-4X6 0 system and components and cladding criteria. o 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=1.8, e- � Truss designed for wind loads 11� MEM in the plane of the truss only. 7 CCO CO 3 MI o M-3x4 c Iri m 0 2� Ht'-3x4 M-3x4 M-3x5 ), J,J, y y 2-03-12 0-01-12 2-04-04 1-02-04 b y y ), 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2.4.7' JOB NAME : POLYGON 4-B NH - AJ2 /(((iTs F�6,9 Scale: 0.5954 ` '@'718,1111Y ©,� WARNINGS: GENERAL NOTES,unless otherwise noted: ���fff t'.�r17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �' .92 i•r-E Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ✓/�/! 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,f 3.Additional temporary bracing to insure stabikty during consWdion 2. Or Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.such a respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ) ` �' plywood in ere and/or drywall C. DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracingrequired where shown++ f 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 b ^V SEQ.. : 6052948 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. 'if design loads be applied to any component. and are for"dry condition"of use. 7 -1 y ocS �,. TRANS I D: 407654 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 b. fabrication,handling,shipment and installation of components. necessary. provided.s � R i J. 6.This design is furnished subject to the limitations set forth by 8.Plates Design teshall be located on both facesiof truss,and placed so their center 4• IIIIII IIII VIII VIII III I IIII VIII IIIIIIITPIANTCA In SCSI,copies of which wit be furnished upon request. lines cindicawith joint center lines. 9.Digits indicate size offpplatetein inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(1L)-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 6'- 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) 50 2.6=(-120) 198 6.5=( 0) 18 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2.3=(-266) 62 5.7=(-266) 424 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -52) 43 3.7=(-435) 273 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: 12.0" 0.0" 0'- 0.0" -56/ 381V -22/ 107H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.8" 0/ 148V 0/ OH 5.50' 0.24 KDDF ( 625) Connector plate prefix designators: 5'- 11.1' -51/ 110V 0/ OH 1.50' 0.18 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. 1COND. 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 = 0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 5-11-01 MAX LL DEFL = 0.018' @ 2'- 3.8" Allowed = 0.254" ,r ,r MAX TL CREEP DEFL = -0.026' @ 2'- 3.8' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.014" @ 4'- 9.8" 6.00 MAX HORIZ. TL DEFL = 0.017" @ 4'- 9.8" -/ NOTE:Design assumes moisture content does not exceed 19%s at time of manufacture. �'0 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=1.6, M-4x6 c, Truss designed for wind loads N in the plane of the truss only. 41kimml.....- ......iiiiiiir.„ ............._ _, v� 11 ca m o M-3x4 0•_ 0 11 MEMO 3x4 M-3x4 M-3x5 y yy y 1, 2-03-12 0-01-12 2-04-04 1-02-04 y y y ), 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,4I JOB NAME: POLYGON 4-6 NH - AJ3 Scale: 0.5450 \�� ly 0CI INE / WARNINGS: GENERAL NOTES,unless otherwise noted: . B1J q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual 4. =92,0 P E r Truss: AJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability dudng construction ilerre''''' 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenng�th by po ftY continuous sheathing such as plywood sheathing(TC)and/or drywan(6C). 4 it DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON / 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. A� 'W SEQ. : 6052949 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. -if 0N1% A. TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. Q r 1 4 S 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge If Q fabrication,handling,shipment and installation of components. necessary.sw/ Pl A`.+ VV P Po 7.Design assumes adequate drainage is provided. R 14. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII 11111 VIII VIII VIII VIII VIII IIIIIII TPI/WTCA in SCSI,copies of which will be furnished upon request. 9.(Digits indicate size jof plate inrInches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 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) 50 2- 9=(-476) 2794 9- 3=(•124) 981 14- 6=(-37) 153 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3167) 585 9.10=(-411) 2348 3.10=(-884) 206 WEBS: 2x4 KDDF STAND 3- 4=(-1687) 349 10.13=(-209) 1469 10- 4=( 0) 297 LOADING 4- 5=(-1142) 303 11.12=( 0) 0 4-13=(-617) 187 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(•1150) 293 12.14=) -9) 51 12-13=( 0) 75 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1519) 311 14- 7=(-229) 1272 13- 5=(-137) 727 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 50 13.14=(-219) 1230 OVERHANGS: 12.0" 12.0" 13- 6=(-355) 157 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -156/ 1038V -108/ 108H 5.50' 1.66 KDDF ( 625) 22'- 0.0' -156/ 1038V 0/ OH 5.50' 1.66 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 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" 11-00 t1-00 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.089' @ 6'- 8.8" Allowed = 1.054" 2-09 4-01-08 4-01-08 5-00-02 5-11-14 MAX TL CREEP DEFL = •0. 02" @ 3'- 0.0" Allowed = 1.406" MAX LL DEFL = 0 0.002" @ 23'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133" 12 HM-4x4 12 MAX HORIZ. LL DEFL = 0.057' @ 21'- 6.5" 6.00 Q 6.00 MAX HORIZ. TL DEFL = 0.096' @ 21'- 6.5" 4.0" 5 .fes NOTE:Design assumes moisture content does -� not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. M-3x4 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, Truss designed for wind loads M-3x5 in the plane of the truss only. co M-3x5 `�� _ _ Q _r M-5x6 is 8. 13. IIIIIIIIIIIII ,a 0 o �" M-3x4 c� °� .. v 11 12 14 _ O C. xxpX WEDGE M-1.5x3 =M-4x4 M-3x4 0 W/(2) M-3X4 TYP. M-5x8 ..4.00 12 )' ), ), yy ), y 2-05-08 4-01-08 3-10-08 0-06-08 5-00-02 5-11-14 1, ) 1, J. ) ,t 1-00 2-05-08 8-00 y y 11-06-08 1-00 10-10-04 0-04-12 11-01-12 ,, ), J, ), 1-00 22-00 1-00 ��'`c_0 PROre, JOB NAME: POLYGON 4-6 NH - BV3 Scale: 0.2512 5� I N (�ypjy�'�S/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4444 v(� /• ' li 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 .at P E 1' Truss: BV3 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 bosom chords to be laterally braced at - D E S. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �.. DATE: 9/8/2014 pe ty 9 3.2x Impact bridging or lateral bracing required where shown++ , C' 4.No load should be appied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40 SEQ. : 6052 951 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, I,. qjaN��A, design loads be applied to any component. and are for"dry condition"of use. / -7 k 0 TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge If © • 14 �� fabrication,handling,shipment and installation of components. necessary.Desprovided.s ,(� R R}S ` 6.This design is furnished subject to the RMtations set forth by 8.Plates shall be located onn assumes eboth facesiof trss,and placed so their center 1�`•• 11111111111111111TPI/WTCA in BCSI,copies of which wig be furnished upon request. lines coincidewith joint center Roes. 9.Digits indicate size of plate in Inches. o MITekUSA,InC./CompUTfusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19W(MiTek) EXPIRES:12/31/2015 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 t-2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF P1&BTR SPACED 24.0' O.C. 2.3=(0) 61 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50' 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 64V 0/ OH 5.50" 0.10 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 'COND. 2: Design checked for net1-5 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0' Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.5' Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011' @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075' @ 4'- 4.8' Allowed = 0.487' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9" T T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 6.00[71 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), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I FA o c) 0A- 4 o/ - - --><,..40 M-3x4 ), y ), 1-00 'PROVIDE FULL BEARING:Jts:2.3.41 8-00 ,i\t0 PR Opes,, JOB NAME: POLYGON 4-B NH - BJ1 Scale: 0,600, CI i WARNINGS: GENERAL NOTES,unless otherwise noted: p c- 44, ir 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual CC •g 0 P E 1' and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: BJ 1 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 .. s•i. 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their lengQth by e1ss."'" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -'y (C DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �E G�N t, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1W SEQ. : 6052952 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, Lf 4 k' GQ1 Tc design loads be applied to any component. and ere for"dry condition"of use. O 1 4 A TRANS I D: 407654 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 y�' fabrication,handlDesign assumescessary. M^",j�R 1 l_\ ng,shipment and installation of components. 7.Design adequate drainage Is provided. !l 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 IIIIIII VIII VIII 11111 VIII VIII 11111 (III(III TPIIWTCA in SCSI,copies of which will be furnished upon request. g (ines Digits Indicade te sizejoint plate in center 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 50 2.4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0° O.C. 2.3=(-59) 61 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 SD,IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50' 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50° 0.11 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. �COND, 2: Design checked for net(-5 poll uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.178' MAX BC PANEL LL DEFL = -0.012' @ 3'- 6.6' Allowed = 0.350' MAX TC PANEL TL DEFL o -0.026" @ 2'- 2.2" Allowed = 0.369" 3-11-11 MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8' Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9" 6.0017 NOTE:Design assumes moisture content does not exceed 19`t at time of manufacture. Design conforms to main windforce-resisting 3 , system and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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. v 0 N Cr) O/- 4 IN 0� 1 �4 M-3x4 I I 1, 1-00 'PROVIDE FULL BEARING:Jts:2,3.4i 8-00 JOB NAME: POLYGON 4-6 NH - BJ2 scale: 0.6001 �n ()Per, 4A- WARNINGS: GENERAL NOTES,unless otherwise noted: 4,°.17,1(87/47° .. � c 1.Builder and erection contractor should be advised of as General Nptes 1.This design is based only upon the parameters shown and is for an individual C' =9 �'E r Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure slebilty during construction 2.Design assumes the top and bottom chords to be laterally braced at y��. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „ v 4�mra. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(aC). -. ll CC. DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d OREGON �^V TRANS I D: 407654f, 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. 7 F f' SEQ. : 6052953 fasteners are complete and at no time should any loads greeter than 5.Design assunon- corrosive trusses are to be used in a nonorrosive environment, L design loads be applied to any component and are for"dry condition"of use. 1 4 2, " 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifE* nesignassary. rtI`` fabrication,handliRp ... ng,shipment and Installation of components. 7,n Design assumes adequate drainage is provided. 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 IIIIII 11111 VIII VIII VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12'OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9' -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'. 0.0" Allowed = 0.078' 5-11-11 MAX TL CREEP DEFL = 0.000' @ 0'. 0.0' Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086' @ 3'- 2.2" Allowed = 0.395" T T MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4' Allowed = 0.467" 12 MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' 6.00 MAX HORIZ. TL DEFL = -0.000' @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Nr Truss designed for wind loads o in the plane of the truss only. c) M Cy- 4 IliO/- O• 1 4 M-3x4 I I ), 1-00 (PROVIDE FULL BEARING:,)ts:2.3.41 8-00 JOB NAME : POLYGON 4-B NH - BJ3 5(c:.% PRp��ss Scale: 0.5751 \ �`457 /}�J�jIN>t >© WARNINGS: GENERAL NOTES,unless otherwise noted: - ��� rr 7. �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' =9 PE c' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BJ 3 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively asplywood unless braced throughout their length by ,! '�aaw^"" DES. BY: LJ is Me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). " DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L gREG©N� TRANS I D: 407654 '" 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. '3! r,/ SEQ. : 6052954 fasteners are complete and at no lime should any bnon -corrosive greater than 5.Design assumes trusses are to be used in a environment, / �� Q design bads be applied to any component. and are for"dry condition"of use. 8. Q 14 2- Q` 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing Clat all supports shown.Shim or wedge if A_ necessary, '% 4R _41 fabrication,handling,shipment and installation of components. 7. egn assumes adequate drainage is provided. t"1 S.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 VIIIIIIIII 01111111111 VVIII VIII IIID IIII IIII TPI/WTCA in BCS(,copies of which will be furnished upon request. gitindicate with joint acenter lines. 9.Digits coincide 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' 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( O) 50 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(.127) 92 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 480V -29/ 139H 5.50' 0.77 KDDF ( 625) 7'- 9.2' 0/ 101V 0/ OH 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 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 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.270' @ 4'- 9.1' Allowed = 0.544' 7-11-11 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9' Allowed = 0.817" T f MAX HORIZ. LL DEFL = -0.001' @ 7'- 10.9' 12 -/ MAX HORIZ. TL DEFL = -0.001' @ 7'- 10.9" 6.00 i . ' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads d• in the plane of the truss only. O v M O,- Oy- O 4�� M-3x4 1-00 'PROVIDE FULL BEARING:Jts:2.4.3J 8-00 P JOB NAME : POLYGON 4-B NH - BJ4 %,.. IN FO6''s, Scale: 0.5376 �?5tW 1p WARNINGS: GENERAL NOTES,unless otherwise noted: • /f5/1 7 -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 4t' .92110DE Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibity of the building designer. 3.Additional temporary bracing to Insure stebitity during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r�11�r DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.sucha respectively unless braced throughout their length by d��e 4600POP continuous sheathing such as plywood sheathing(TC)and/or drywall C. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng 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. "� OREGON W' SEQ. : 6052955 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4:. 1, �tx A design loads be applied to any component. and are for"dryassumescondition"of use. / -Ik 20. ..t. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumfull bearing at all supports shown.Shim or wedge If O 7 4 v.• fabrication,handling,shipment end Installation of components. necessary. s p Ft R 1 t` 6.This design is furnished subject to the Imitations set forth by 8.PlateDesisshallbe located assumes gon both faces drainage of truss,and placed so their center e+ I VIII'VIII VIII III I VIII VIII'VI'I'I III) TPIMlrCA In BCSI,copiesof which will be furnished upon request. lines cdndde with joint center lines. 9.Digits indicate size of plate in inches,MITekUSA,Ina/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 50 2.5=(0) 0 BC: 2x4 KDDF /i1&BTR SPACED 24.0' O.C. 2-3=(-176) 116 3.4=(-100) 0 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: 12.0" 23.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -44/ 449V -31/ 186H 5.50" 0.72 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.7" -212/ 477V 0/ OH 1.50" 0.61 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 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.041" @ 9'- 11.7" Allowed = 0.197' MAX TL CREEP DEFL = -0.047' @ 9'- 11,7" Allowed = 0.263" MAX TC PANEL LL DEFL = 0.270' @ 4'- 9.1' Allowed = 0.544" 4 MAX TC PANEL TL DEFL = -0.353' @ 4'- 5.9" Allowed = 0.817" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9' 12 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ►1 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, a Truss designed for wind loads u1 in the plane of the truss only. cc) o/- v 1411 c?/_ 5_s -/ 0 M-3x4 1, y 1, y 1-00 'PROVIDE FULL BEARING:Jts:2.5.31 8-00 1-11-11 04, JOB NAME: POLYGON 4-B NH - BJ5 co !,a P E.... Scale: 0.4665 \ WARNINGS: GENERAL NOTES,unless otherwise noted: V 8/l9 f-rr 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 =9210 PE r and Warnings before construction commences. building component.Applicability of design parameters and proper ,i / Truss: BJ 5 Incorporation of component is the responsibility of the building designer. i 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 bredng to Insure stabilty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by r"'�- DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). jr DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON 1,, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q,, ^t! SEQ. : 6052956 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, G. 'V }, QN A design loads be applied to any component and are for"dry condition"of use. © !' 14 {�ply. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes fug bearing at all supports shown.Shim or wedge if V necessary. 4j`. f1f`G�.,,V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ft R 6.This design is furnished subject to the Im@ations 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 IIIITPIMlTCA In SCSI,copies of which will be furnished upon request. lines coincide with jointainn lines. B.Digits indicatesize offpplatete 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 (IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 204 KDDF CUM LOAD DURATION INCREASE = 1.15 1.2= 0) 50 2-4= q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-5015 (0 ) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -76/ 301V -7/ 47H 5.50" 0.48 KDDF ( 625) 1'- 9.2' -29/ 26V 0/ OH 5.50° 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -18/ 42V 0/ OH 1.50" 0.07 KDOF ( 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. ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing•I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0,0' Allowed = 0.133' '1 ' MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050' MAX BC PANEL TL DEFL = -0.001' @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ, LL DEFL = -0.000" @ 1'- 10.9" 6.00 I7 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 199s 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), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. /' 0 co O/- O� 2=' 4I� -/ M-3x4 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4.31 JOB NAME: POLYGON 4-6 NH - SJ1 Scale: 0.7112 `co*,- ,0 PR rfi s% WARNINGS: GENERAL NOTES,unless otherwise noted: fl,l `�f s•PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 . T 0P Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,% 3.Additional temporary bracing to Insure stability during consbuction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �-. <01110" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,I>t* ' CC DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6052958 .No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,�"OREGON loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, -y�1 +��` design loads be applied to any component. and are for"dry condition"of use. / q}r 2 .4„ TRANS I D: 407654 5.CompuTrus hes no control over and assumes no responsib lily for the 6.Design assumes full bearing at all supports shown.Shim or wedge If "a 14 �P fabrication,handling, necessary. provided. / R n I i 6.This design is furnishedl subject tothe Indlaitons set forth bybi 7.,Platesnshall be locaassumes tedondrainageis of truss,end placed so their center 1.1 i.. IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPIAMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate in inches. MiTekUSA,InC./COfnpUTruaSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 11111 IIIIIII 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 Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF kt&BTR SPACED 24.0" 0.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 322V -14/ 77H 5.50" 0.52 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,M20HS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for nett-5 osfl uplift at 24 "oc spacing.) 6.00 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX 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" MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' '' NOTE:Design assumes moisture content does not exceed 194 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,BCOL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o,- v IrA o� 2� 4► M-3x4 ), y y 1, 1-00 2-00 1-11-11 )PROVIDE FULL BEARING;Jts:2,4,31 ��00 PRO �s JOB NAME: POLYGON 4-B NH - SJ2 Scale: 0.8279 \ f ppo WARNINGS: GENERAL NOTES,unless otherwise noted: <<J J CI 'c-7181117 9 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 individualt. =9 •PE r Truss: SJ 2 and Warnings before construction commences. building component.Applicabilityoof design parameters and poper g 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the buildingdesigner. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ��» DES. BY• LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by r�mn �" Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 �j� DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON fit/ SEQ. : 6052959 4.No load should be applied to any component until after aN bracing end 4.Installation of truss is the responsibility of the respective contractor. -7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, r� `74 k O� design loads be applied to any component. and are for"dry condition"of use. .0 1 4 2. TRANS I D: 407654 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 ..- necessary. �ig4'RFFi10' V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Nmitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center III 11111 VIII VIII Hill 11111 VIII II IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. git diawith joint ainn lines. 9.Digitsscoincideindicate size oplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 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) 50 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-102) 47 IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -46/ 152V 0/ OH 5.50' 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 5'- 11.7' -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) p , Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6.00 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.050" 3 --, MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9" 0 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19`b 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, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c) load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 11 o� 2 4 1111 .1 M-3x4 ), y i, y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,3I .ty P R Q/r JOB NAME: POLYGON 4-6 NH - SJ3 Scale: 0.6611 5k� faLyp- I. WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ,f ** �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual 1: 7 9/` P I= 1"" Truss: SJ 3 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2,4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �N' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LJ 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 } treASOMIW DATE: 9/8/2014 the overall structure is the res responsibility of the buildingdesigner. continuous sheathing such as plywood shoed when C)and/or drywal C). ./' ' - pe b 9 3.2x Impact bridging or lateral bracing required where shown++ 11 OREGON �t 4.No load should be applied to any component until after all bracing and 4.Installation of truss ts the responsibility of the respective contractor. SEQ. : 6052960 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, /... 'ij '+ N S A. TRANS I D: 407654 design loads be applied to any component and are for"dry condition"of use. /© q 1 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handl) necessary. provided.s A��R R I ` 6.This design is furnishedsubjectto the limitations set set forth byfa 8.PPlatesnshall be locateassumes d uoneboth faces drainage i of truss,and placed so their center 'y! fl 1.4 v411 be furnished upon 111111 VIII VIII VIII VIII VIII VIII IIII IIIIcoonnectorplate design values see ESR-1311,ESR-1966(MiTelr)MITTPIANTCA in SCSI,copies of e USA,lnc./CompuTrus Shoftware 7.6.6(1 L)-E request. linesbasic joint 9.Digis indicate size of plate in Inches. 10.For EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2.5=(-42) 57 3.5=(-209) 152 BC: 2x4 KDDF @1&BTR SPACED 24.0' O.C. 2.3=( 87) 72 WEBS: 2x4 KDDF STAND LOADING IC 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: 12.0" 0.0' 6'- 9.2' -32/ 276V 20/ BOH 5.50" 0.44 KDDF 5.50' 0.68 KDDF ( 625)) LL LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing./ M,M20HS,M18HS,M16 = MiTek MT series AEOUIflEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.122" @ 3'- 5.2" Allowed = 0.386" 6-05-08 0-03-12 MAX TC PANEL TL DEFL = -0.161" @ 3'- 5.3" Allowed = 0.580' T MAX HORIZ. LL DEFL = 0.000" @ 6'- 5.5" 12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 5.5' 4.00 NOTE:Design assumes moisture content does not exceed 19`b at time of manufacture. M 1.5x3 4 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. PE Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. r-- 0 `0 N L jijilrill o� 2 ►�3 o M-3x4 M-1.5x3 y y 1- 6-05-08 0-03-12 1, 1, y 1-00 6-09-04 0 PROP, c61.0 JOB NAME : POLYGON 4-6 NH - Cl Scale: 0.5738 f{, a�r w` ([]/C3/1 �0�7 WARNINGS: GENERAL NOTES,unless otherwise noted: C' ^72 s i PE C' r� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: C 1 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 responsibilty of the building designer. 3.Additional temporary bracing to Insure stabilty 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 le th by l/r"/IAen . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllBC). rt CC DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ G. -if OREGON f� 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. 7f' + TRANS I D: 407654 SEQ. : 60529 61 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used Inc noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. P 6.Design assumes full beating %a 14 ng at at supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4E. ‘Wilt,. 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 lines I111111IIIII1111111111lIIIIIIIIIIIIIIIIIIII MTe SA,IncIAktfCA in SI,copies of/CompuTtuslch will be furnished upon Software7.6.6(1L)-E request. 1de with joint center Ines. UDigits FForbasiccot ectorof platete in Inches. designvaluesseeESR-1311,ESR-1988(MITek) EXPIRES:12/31/21315 • IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2-5=(-42) 57 3.5=(-210) 155 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2.3=(-88) 75 WEBS: 2x4 KDDF STAND 3.4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SL.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -77/ 424V -28/ 87H 5.50' 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.2" -32/ 277V 0/ OH 5.50' 0.44 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). 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 Oofl uplift at 24 'oc spacing.] Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100' M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.121' @ 3'- 5.2' Allowed = 0.386' 6-05-08 0-03-12 MAX TC PANEL TL DEFL = -0.159' @ 3'- 5.3" Allowed = 0.580' 12 MAX HORIZ. LL DEFL = 0.000' @ 6'- 5.5" 4.00 D MAX HORIZ. TL DEFL = 0.000' @ 6'- 5.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M 1.5x3 4 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. WE Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. n c Cu in '7,- -AIIIIIIIIAIIIIIIIIIII o� 1 . 11111111111111111111111111 0 22� ►�5 M-3x4 M-1.5x3 6-05-08 0-03-12 y y y 1-00 6-09-04 �_to PROPe JOB NAME : POLYGON 4-B NH - Cl GE �,. INS[�� si Scale: 0.5738 CI {� �/1 ! Q WARNINGS: GENERAL NOTES,unless otherwise noted: r 7CC' ir 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 4 .9 6 P t,. Truss C GE and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. T 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +//1 " po ur permanent bracing of continuous sheathing such as plywood where)and/or drywall(BC). rt- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ 1110 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. "}T q-OREGON .y SEQ. : 6052962 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�r r�„ design loads be applied to any component. end are for"dry condition"of use. iQ 1 4 - Q. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnesign assumes fug bearing at all suppports shown.Shim or wedge if cessary. 4/kt r t �y on 6.This design is furinishedi subject to pment the Imitations f set components.orth by 8.Platesshallbe locateassumes gd on both facese of truss,and placed so their center RIO- 6. W V 1IIIIII VIII VIII VIII VIII VIII VIII IIII ill 1PINJTCA in SCSI,copies of which will be furnished upon request. lines coincidewith Joan Ines. 9.Digits indicate size off pplatete 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=(-33) 36 3-5=(-160) 124 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-67) 47 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. VON. 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 SG.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0' -74/ 369V -21/ 67H 5.50' 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.2' -24/ 212V 0/ OH 5.50' 0.34 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 9sfl uplift at 24 "oc spacing.I M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0,100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 4-11-08 0-03-12 MAX TC PANEL LL DEFL = 0.040' @ 2'- 10.2' Allowed = 0.281' MAX TC PANEL TL DEFL = -0.045" @ 2'- 8.2' Allowed = 0.421' 12 MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.5" 4.00 i - MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.5" NOTE:Design assumes moisture content does not exceed 195s at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oirgili load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N in 1111111111111111111111111111111111111111111111111 o� '� �5 - 0 2 � M-3x4 M-1.5x3 4-11-08 0-03-12 1-00 5-03-04 �Q`�0 PRQ1 JOB NAME: POLYGON 4-B NH - C2 Scale: 0.6026 \�. (N� s'Pr o WARNINGS: GENERAL NOTES,unless otherwise noted: �� L. �/ ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual u` -92.0 P E c' and Warnings before construction commences. building component.Applicability of design parameters and proper ,,�/�' Truss: C 2 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /r.-- 3.Additional temporary bracing to Insure stadily during construction 2.Design assumes the top and bottom chords to be laterally braced at ,a�IYr. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'ac,respectively unless braced throughout their length by +'`•w n #�"" Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 jr. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t,, `'�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �Z. 44e SEQ. : 6052963 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, �� 14 Q design loads be applied to any component and ere for"dry condel "of use. 2. t�A TRANS I D: 407654 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 ` necessary. 'v( 'p R f�.`"" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl P 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointaecenter ii n Ines. 9.Dieindicate nicdtsize ofplateo Ines. v 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 5'• 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2.5=(-33) 36 3.5=(-161) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 50 WEBS: 2x4 KDDF STAND 3.4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -72/ 368V -21/ 68H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.2" -25/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (hon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Cnnect8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I M,MN,C18,CN1B (or n MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 4-11-08 0-03-12 3 -12 MAX TC PANEL LL DEFL = 0.039" @ 2'- 10.2" Allowed = 0.281" MAX TC PANEL TL DEFL = -0.044" @ 2'- 8.2" Allowed = 0.421" 12 MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.5" 4.00 v MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, P (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. '7,`- _...diligillgIIIIIIIIIIIIII 0 N to C"1 1 �� BI 0� p2►/ ►�5 M-3x4 M-1.5x3 1, ), 1, 4-11-08 0-03-12 1- 1, y 1-00 5-03-04 JOB NAME : POLYGON 4-6 NH - C2 GE �!''I INE ns� Scale: 0.6026 tip/1 o WARNINGS: GENERAL NOTES,unless otherwise noted: I i F�7C, ";Y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual c g2•®r"E r" Truss: C2 GE and Warnings before construction commences. building component.Applicability of design parameters and proper 1/�/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to Insure stabihty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byco ,!' A�iea• DATE: 9/8/2014 responsibilitybuilding designer. 2x Impact sheathing such laplywoodrequired where sown drywall C. aY rt�� the overall structure is the of the 3.2x Impactshbridgingor lateral bracingr hued where shown++ / 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. "� ,p�OREGON W SEQ. : 6052964 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, i.- � \b A,, TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if / }, a �0 i... 5. 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. 7.Penesessary. M"" h y ign assumes adequate drainage Iprovided. rl rl 6.This design is furnished subject to the(irritations itations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II II VIII IIII VIII IIID IIII IIIITPIMfrCA In BCSI,copies of which will be furnished upon request. lines coincide withjoint center Foes. 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(MITekj EXPIRES:12/31/2015