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Plans (47) 1 to D d �c W • 0 0 § I 2~ (,� H n RI O Z pa ? ZZ 3 = 1 4 Co2. Jo Et zi � 6'-9114' 1 `2 3 2:F'p '\ F u n 17E w . peq� � � I h►., to : 1 m000 •-•0 III Pr YI A MN' s. 5 :,r - 1 N _--i BJ3 -.11-3511=-4k046\m- 11T vilh:‘,4- J.. .N,,,,..,,..--2 • 0, ,,„„ .• lilt t dc' NF.,-lwil 4i Rill- if 621i6i1 2i igr A t ri►� 1 g 1, . 2 i 7 _ iii !a � � - — — - — — — — _ � IMI .r, � ' r el RD < ! < � 3 c e m mull c, i w� -''J N t N "11- El CONFORMS TO DESIGN CONCEPT e ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN O 1:1 NON-CONFORMING-REVISE AND RESUBMIT a n THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 0 SI .. WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE '2 a DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 'A 5 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By: Todd R. Eaton Uate: September 18. 2014 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). 44 : '41O fit AF:k-7661 G 4o;(,r...1 1: ,�ok ! > ;It `A ,° rpt 4,.. ... zoo , 71, '}',2-6.'t Q '-r.. .sszr, `cti--ioncItl:1; „ A,JOVk ''' ' EXPIRES 6/33116 This deFIC LUMBEsign pR-BrepareCd from computer input by IIIIIIIIIIIIII TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 50 2.11=(•812) 5219 11- 3=( -213) 1685 TC: 2x6 KDDF N1&BTR; LOAD DURASPACED 24.0" O.C. 2- 3=(-5910) 963 11.12=(-711) 4492 3.12=(-1306) 261 2x4 KDDF M1&BTR T2 3. 4=(-3590) 637 12.13=(-653) 3979 12. 4=( •181) 1190 BC: 2x4 KDDF 1&BTR; 25LOADING 4- 5=(-3201) 603 14.15=) 0) 0 12- 5=(-1187) 277 2x4 KDDF S1ANDfl B3 LL( .0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4060) 801 13.15=(•684) 3961 5-13=) .180) 845 WEBS: 2x4 KDDF STAND DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3654) 745 15.16=(-647) 3784 13- 6=( -67) 678 TOTAL LOAD = 42.0 PSF 7- 8=1.4112) 808 16- 9=(-653) 3596 15- 8=( -696) 87 8- 9.(-4158) 812 6-18=( -238) 109 TC LATERAL SUPPORT <= 12'0C. UON. 8.19=( 0) 2 6.16=( -238) 10381 BC LATERAL SUPPORT <= 12'OC. ION. LL = 25 PSF Ground Snow (Pg) 17. 6=( -63) 223 ADDL: BC UNIF LL+DL= 50.0 PLF 14'- 0.0" TO 22'- 0.0' V NOTE: 2T4 OPACIOR AT EAUON. FOR ADDL: TO CONC LL+DL= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREASS NOT SHEATHED 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' .3311 1812V -75/ 756 5.50' 2.90 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -483/ 2466V 0/ OH 5.50' 3.95 KDDF ( 625) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) (GOND. 2: Design checked for net(-5 psfl uplift at 24 'oc sgacina.l CoppuTrus, 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: -L=0.0'24 llowed MAX LL DEFL = 0IO2' M -1'- LIAllowed 0 0,100" MAX TL .133" CREEP LL DEFL = -0.141' @ 10'- 5.5' Allowed = 11.054' MAX TLMAXELL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100' MAX TL CREEP OEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' 7-11-11 6-00-10 7-11-11 T MAX HORIZ. LL DEFL = 0.086" @ 21'- 6.5" T4-00-12 MAX HORIZ. TL DEFL = 0.179" @ 21'- 6.5' 2 09 5-02-11 4 2.02 05 T 2 01 12 4' 1 08 09 597 3 #3-10-15 1 T NOTE:Design assumes moisture content does T + 12 not exceed 19m at time of manufacture, 12 2 6.00 6.00(7 M-3x4 M-3x8• M-4x10 Design conforms to main windforce•resisting M 5X6 system and components and cladding criteria. T2 F� NI Wind: 140 mph, h=21.2ft, TCOL=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-6X10 Truss designed for wind loads M 3x8 in the plane of the truss only. M-4x10 1 o �� ■� o 1 � ** M38 iimmi- -1 v o _ - x io 14 15 16 0 0 M-3x4+ Q M-5x8 M-8x10 M-3x8 M-3x10 � M-3x4+ a 3.75 **2X WEDGE 2.21 1=-- 12 WI(2) M-3X4 TYP. 12 y y y y 1205# y y 2-05-08 4-11-04 3-00-12 -05.07 2-08-05 7-04-12 yy � y y y 1-0/, 2 05 OB 8-00 1-08-08 9-10 1-00 yy 10-05-08 11-06-08 /, 1, y y 22-00 1-00 1-00 00P R op JOB NAME : POLYGON 4-B NH - B1 tit ale: 0.2652 �'`` ep 4%.,.:4_ WARNINGS: GENERAL NOTES,unless otherwise noted: �� =92 •t E B1 1.Buller and erection contractor should be advised of at General Notes 1•h is desiing component.Apppliability ofn the pdesignter!shown end ters and isforindividual Truss: B and Warnings before construction tbmmsnces, incorporation of component is the responsibility of the bulkling designer. Ate' 2.2x4 compression web bredng must be installed where shown+. 2.Design assumes the top ed bottom chords to be laterally braced at 3.Additional temporary braving to Insure stability during construction 2'o.c,ed at ta'o.e.respadNely unless braced throughout their length by ...„.../rods-' ift DES. BY: U Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(rC)andlor drywaN(WC). OREGON �� DATE: 9/8/2014 the s'er'a structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ '9r�J � 7 Z �b 4.No load should be appled to any component until anar aN bredng and 4.5.Des1 n assumes trusson of truss Is es aree eto be used In of a noncorrosive ern ronment, v! _*� 1' 4 S E Q. : 6 05 29 39 d fasteners to ere complete and at no timempo should any bade greater than end ere for"dry condition"of use. Q fa design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If �� `i TRANS ID: 407654 5.CompuTrus has no control overact assumes no responsibility for the necessary. b fabrication,handSog,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 feces of truss,and placed so their center 1111111 Ell 111111111III III 111 II III iTek li A In BCSI,copies of which will are7.furnished upon request. g lines o s coindon with t Jointcenter lIn ea. EXPIRES:12/31/2015 MITek USA,Ina/CompuTrus Software 7.6.6(11.)-E 9.For basic connector plate design values see ESR-1111,ESR-1588(MITeq JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' TC: 2x4 KDDF 118BTfl; LOAD DURATION INCREASE 1.15 IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 2x6 KDDF 418BTA T2 SPACED 24.0" O.C. 1- 2'( 0) 50 2.13=(-825) 2724 13- 3=(-218) 909 BC: 2x4 KODF g18BTR; 2- 3=(-3087) 983 13-14=(-721) 2334 3.14=(-957) 360 2x6 KDDF g18BTA B3 LOADING 3- 4=(-1598) 563 14.15=(•499) 1519 14- 4=1 -95) 398 WEBS: 2x4 KODF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 16.17=1 0) 0 14- 6=("201) 156 DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(-1387) 540 15.17=(-440) 1323 6.15=( -18) 73 IC LATERAL SUPPORT <= 12'OC, UON, TOTAL LOAD = 42.0 PSF 8. 8=(•1521) 627 17.18=(-428) 1284 15. 8=(•178) 548 BC LATERAL SUPPORT <= 12"OC. DON. 8- 9=(-1167) 471 18.11=(-453) 1315 17. 8=("437) 153 LL = 26 PSF Ground Snow (Pg) 7- 9= 0) 0 8.18=(-216) 176 9.10=(-1354) 500 9-18=(-102) 374 NOTE: 2x4 BRACING AT 24'0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(15400) 5500 18.10=(-153) 122 ALL FLAT=TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) Connector plate prefix designators: 0'- 0.0' -214/ 1038V -75/ 75H 5.50" 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrue, Inc 22'- 0.0" 213/ 1038V 0/ OH 5.50' 1,66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Desian checked for net(-5 sof) uplift at 24 "0c spacing.) 9-11-11 2-00-10 9-11-11 T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-09-08 0-02 05 0.03 07 3-05 12 f MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0,0' Allowed = 0.133" 2-092-05-03f?-10-061,f2-01-12f MAX LL DEFL = -0.081' @ 8'- 0.0" Allowed = 1.054" 2-05-03 1-10-0 2-01-12 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' 12 T T T MAX HORIZ. TL DEFL = 0.086' @ 21'- 6.5" 6.00 D M 3x4 M73x8 12 6 OD NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 T2 M-4x6 Design conforms to main windforce-resisting 8 system and components and cladding criteria. CI 4 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), M-3x5 0 load duration factor=l,6, Truss designed for wind loads �: � in the plane of the truss only, M M-3x5 m 4 -./.:. ,*'-... 13 14 11 17 o J� o M-5x6 M 3x8 0 1e 1� 18 o **2x WEDGE cp M-5x6=M-6x6 M-3x8 M-3x4 0 a 3.75 W/(2) M-3X4 TYP. 2.21 - 12 12 ; y y ; ; y y 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 1, ), 1. ), /, /' /' 1-00 2-05-08 8-00 1-08-08 9-10 1-00 10-05.08 11-06-08 1-00 22-00 1 y 1-00 JOB NAME : POLYGON 4-B NH - B2 ..<(;0 PROF�s Scale: 0.2240 ,,,c,,, ! INS s4., WARNINGS: GENERAL NOTES,unless otherwise noted: 441 v g(! "!� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual C' T.92.0 P E -r- Truss: Truss: 62 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the reaponsiblety of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 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 .r� DATE: 9/8/2014 the overall structure is the res continuous sheathing such as plywood sheathing(TC)and/ordrywall(9C). / (! . Aly of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ 0 4.No load should be applied to any component until after as bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052940 �� REG� � fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Inc non-corrosive environment, a TRANS I D: 407654 design loads be applied to any component and are for"dry condition"of use. �y^�1 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at as supports shown.Shim or wedge if ../ 1 4 �" fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage Ie providedp.^p Ft �1 n eir center III!Milli VIII VIII VIII VIII 1111 IIII MITE USA,InC./CompuTrus I/VVICA In BCSI,copies of ISoRwarech s411 be f 7.8.8(1 L)E urnished upon Ones coincide request. 10.Digitsor Indicatc ewith 01 plor ate Inint Inn heluee aeeaESR-�I71,ESRm1888(MITA) 1 5 1 EXPIRES;12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 22'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF 19ANDR 1&BTR SPACED 24.0" O.C. 2. 3=(-1504) 335 8- 9=(•103) 834 8- 4s(-111) 492 BC: 2x4 KDDF ST3. 4=(-1318) 338 9. 6=(-253) 1281 4- 9=(-111) 492 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 LL 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 TC LATERAL SUPPORT rt= 12'0C. UON. ( ( 6. 7=( 0) 50 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRQ REQUIRED BOG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrue, 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 01 OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'QC seacina,l AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.043' @ 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 11-00MAX 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 T not exceed 19% at time of manufacture. 12 12 M46 Q 6.00 Design conforms to main windforce-resisting 6.0017 - xsystem and components and cladding criteria. 4 W.-4' Wind: 140 mph, h=21.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, uu (All Heights),ufEnclosed, Cat.2, Exp.B, MWFRS(Dir), 1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 \ . IIIII O M M O IIF4 r,- 8 LI-19 - c' 0 0 c' M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 y y y 6-11-11 y 7-06-03 7-06-03 y 10-00 12-00 y k y y 1-00 22-00 1-00 ,% OPR0 ,S� JOB NAME : POLYGON 4-B NH - B3 Scale: 0.2652 s.� •• (N E c'l `ll$!1 0. WARNINGS: GENERAL NOTES,unless otherwise noted: + 2®�'P E 1.Builder and erection construction should be advised of all General Notes 1.TNs building cgn Is based omponent.Apppllica�bility of the esig parametersparameters n and a d isfor individual TrussB3 and Warnings before conatradlon commences. Incorporation of component Is the responsibility of the building designer. Ate' • 2.2x4 compression web bradnp moat be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bredng to Insure stability during construction 2'o.c,ed at 10'o.c.respectively unless braced throughout(heir length by •.�°'"' - • ry„ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood cheething(TC)and/or drywall C). OREGON ` DATE: 9/6/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ ^j/ 4.No load should be rippled to any component until after aR bracing and 4.Installation of truss Is the responsibility of the respective contractor. ! A� N SEQ. : 6052941 fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, d 14 design loads be applied to any component. and are for"dry condition"of use. 8.Design assumes full bearing at all supports shown,Shim or wedge If �^ yy--�� . TRANS I D: 407654 5.CompuTros has no control over and assumes no responsibility for the necessary. R nIL�- febdcation,hendang,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the Irritation set forth by 8.Plates shall be located on both faces of truss,ed placed so their center 111111111111113111 with Joint center lines. MIITekU SA,Inc./CompuTrus(ch will be furnished upon Software 7.6.8(1 L)-E request, 19e. IFor,b indicate connector plate design in Inches. see ESR-1311,ESR-198e ONTO() size of EXPIRES:12/31/2015 11111110 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.12=(•408) 1318 3.12=(-164) 128 BC: 2x6 KDDF 91&BTA SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1552) 550 12.13=(-433) 1280 12- 4=( -78) 357 LOADING 3- 4=(•1349) 497 13.10=(-453) 1318 12. 6=(-177) 168 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 10 8-13=(-178) 357 4- 8=(-1161) 471 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF3.19=( -78) 328 6- 8=(•1181) 471 13- 9=(-164) 128 TOTAL LOAD = 42.0 PSF 7- B=� 0) 0 NOTE: 204 BRACING AT 24'OC UON. FOR 8- 9= -1349 497 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9.10=(-1652) 550 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=( 0) 50 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0' 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connect8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0,0' -213/ 1038V •76/ 768 5.50' 1.66 KDDF ( 625) M,M20HS,MI8HS,M16 = MiTek MT series 22'- 0.0" -213/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -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 IL 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" 4-01-12 3-06-12 2-03-03 1-00-DE00-05 2-03-03 3-06-12 4-01-12 MAX HOAIZ. TL DEFL = 0.022" @ 21'- 6.5" T .' NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. 8-00 8-00 Design conforms to main windforce•resisting 12 ' 7 ' ,' system and components and cladding criteria. 8.00 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-3x4 M-4x6 " 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6 Truss designed for wind loads A ett in the plane of the truss only. M-1.5x3 M-1.5x3 co O 17 Aum o '' 4 13 O M-3x4 12 0.25" M-3x8 1 0 M-7x8(S) M-3x4 y y y 7-06-12 6-10-08 7-06-12 y J, 1-00 22-00 ), i' 1-00 JOB NAME : POLYGON 4-B NH - 64 Scale: 0.2646 ��,, ,,,,'iq�r N'Ffi$.0. WARNINGS: GENERAL NOTES,unless otherwise noted: - <[,/ - I /L.!/ 1.Builder and erection contractor should be advised of a9 General Notes 1.This design is based only upon the parameters shown and Is for an individual >9`J•0 P E 9r Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. B Y" LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bosom chords to be laterally braced at 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 ari� continuous sheathing such as plywooding(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 bracing requiredaired where shown++ (r SEQ. : 60529424.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON to fasteners are complete and at no time should any loads greater Wan 5.Design assumes trusses are to be used In a noncorroshre environment, .Z.. 4 y aN A, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If V 14 fabrication,handling,shipment and Installation of components. 7.necessary. p [`. p 6.This design is furnished subject to the limitations set forth by 8.Platesshallbe locateassumes gd on bdoth faces rainage lof truss,and placed so their center n �� lines coincide with joint center lines. 1111111111111111111111 MITe USA,IncI/Vi/TCA In ./CompuTrus PUTfU9 Software 7.6.6(1 L)E I,copies of which will be furnished upon request 18.0.Digits coon of design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 1111111111 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 4WA/DDF/Cq=1.00 TC: 2x4 KDDF p16BTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-556) 3029 8- 3=(-124) 1101 BC; 2x4 KDDF M16BTR 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=(-105 128 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+01( 14.0)= 64.0 PLF 0'• 0.0" TO 6'- 0.0" V 5- 6=(-2020 501 11- 7=(-603) 3049 5-10=( -13) 288 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LLIC UNIF (( 100.0)+0L( 28.0)= 128,0 PLF 6'- 0.0" TO 6'• 11.0" V 6- 7=(-3444) 687 100.16=(-752) 11073 BC UNIF LL( 50.01+DL1 40.0)= 40.0 PLF 0'- 10.0" TO 12'- 11.0' V NOTE: 2T4 OPACIOR AT 24'0C UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREASSNOT SHEATHED IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- .0" LOCATIONS R1/AC/ 1145S REACTI9/ ONS 5I5E 1.8IN. (SPECIES)625 IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'• 111.0' 12'- 11.0" -175/ 1020V 5V 40/ SOH 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. (GONG. 2; Design checked for net(-5 osfl uplift at 24 'oc spacing"I ** For hanger specs. - See approved plana BOTTOM CHORD CHECKED FOR 10PAC LIOE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ •1'- 0.0' Allowed = 0.100" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL •0.003' @ •1'- 0.0' Allowed 0.133' M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.092' @ 8'• 11.0" Allowed = 0.800' 5-11-11 T 11 1 T 5 11-11 f MAX TL CREEP DEFL = -0.179" @ 6'- 11.0" Allowed = 0.800" 1 2-09 3-02-11 0-11-10 3-02-112-09 MAX HOAIZ. LL DEFL = 0.076" @ 12'- 5.5" 1' f 1320# 4320# f f MAX HORIZ, TL DEFL = 0.125' @ 12'• 5.5" 1212 NOTE:Design assumes moisture content does 6.00 17M 4x6 M 6x6 Q 6.00 not exceed 19% at time of manufacture. Design conforms to main windforce•resiating 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=1.8, M-3x5 M-3X5 Truss designed for wind loads in the plane of the truss only. -11111111 * M-3x6 �a� MIL1 Ng 1111 M 3x6 ay.) 9 10 1 cO M-3x8 M-3x4 ** +� o �o �� ** C) M-5x6 M-5x6 **7 0 **2X WEDGE W/(2) M-3X4 TYP. d 4.00 4.00 - 12 12 b y y y )' y 2-05-08 3-01-04 1-11-04 2-11-08 2-05-08 , ) y /- y 1-00 2-05-08 8-00 2-05-08 • , ), } 1-00 12-11 q EPRpp JOB NAME : POLYGON 4-6 NH - Al Scale: 0.3975 i. 001N, �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: `C�2$•P E S'� 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an individual /"dP/ Truss: Al end Warnings before construction commences. building component.Applicability of design parameters end proper 2.244 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 41111, > 2.Design assumes the top and bottom chords to be laterally braced atAA 3.Additional temporary bracing to insure stability during construction 2'o.c.and et 10'o.c.respedNaly unless braced throughout their length by f��11w.. or DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood eheatNng(TC)and/or drywail(BC). ns' `'- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ � OREGON W t v�� J 4.No load should be applied to any component until anon all bracing and 4.Installation of buss is the responsibility of the respective contractor. 4- SEQ. : 6052943 fasteners are complete and at no time should any loads �0 greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2.0. �4 TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. O.Design assumes hili bearing at all supporta shown.Shim or wedge if 14 5.CompuTrus has no control over and assumes no responsibility for the necessary. . 1,,,`+ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S.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 111111111111111111111 which request. MTe USA,lnn.fCompUTrus Software 7.6.6(1L)E lines or coincide UFof plate connectorpte design values see ESR-1311,ESR-lase gdiTeW EXF.IRE5:12131/2015 iIIIIIIIIIII 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/DOF/Cq=1.00 TO: 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 Si&BTR 2- 3=(•3837) 1083 10.11=(-1096) 3715 10. 4=( •33) 732 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3761) 1069 11- 8=( -872) 3317 10- 5=(-540) 353 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3345) 988 5.11=(-540) 353 TC LATERAL SUPPORT <= 12"0C. 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 BC UNIF LL( 50.0;+DL( 50.0)= 50.0 PLF= 64.0 PLF 10'- 0.0' TO 22'- 0.0" V 7- 9=( 383 ) 1063 NOTE: 204 BRACING AT 24"OC UON. FOR ( 0) 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 BAG AREA OVERHANGS: 12.0' 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" •509/ 2253V -77/ 77H 5.50' 3.61 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 22'- 0.0' -509/ 2253V 0/ OH 5.50" 3.61 KDDF ( 625) 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. ICOND. 2: Design checked for net(-5 osfl 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 = 1,408" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' 8 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037' @ 21'- 6.5" MAX HORIZ, TL DEFL = 0.059' @ 21'• 6.5• 7-11-11 NOTE:Design assumes moisture content does 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 T T 4597.30# 597.30# T system and components and cladding criteria. 1212 Wind: 140 'mp h h=21,2ft TCOL=4.2,BCDL=6.0, ASCE 7.10, p 6.00 M-5x8 M-5x8 M 3x4 Q 6.00 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, GO 5 Truss designed for wind loads Mia in the plane of the truss only. M-1.5x3 M-1.5x3 M O _ o 0 f_ o O M-3x8 10 • 0.25" M-3x8 '• c M-7x8(8) M-3x8 i, 1, J, y 7-06-12 6-10-08 7-06-12 y1-ooy 22-00 1, . 1-00 JOB NAME : POLYGON 4-6 NH - B5 Scale: 0.2902 `�, Y" 0 Prv'�T'J��0(9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4(l,r� /n/��jjj�Il f 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown end is for an Individual 7 s P E r Truss: B5 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. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 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 �I ' 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++ ) It 4.No load should be applied to any component until after all bracing end 4.installation of trues la the responsibility of the respective contractor. "j7 O�REGO o 5.CompuTrus has no control over and assumes no responsibility for the � A.S E Q beds greater then 5.Design assumes trusses are to be used in a non-corrosive environment, ;7 ti TRANS I D• 407654 design loads be applied to any component end are for"dry condition"of use. /� 6.Design assumes full bearing at as supports shown.Shim or wedge If cJ 14 shipment and Installation of components. necessa el.q'!. fabrication,handling, assumes7. n e is provided. A "h R}` V 6.This design Is furnished subject to the Imitations sat forth by 8.Plates shall be locateduonaboth feces of truss,and placed so their center `vf r'r 1- IIIIII II II VIII VIII VIII VIII VIII IIII IIIIMTe USA,Inc.fC0 PuTrus I/WiCA In BCSI,copies of /Software 7.6.8(1Lch will be furnished En request. lines coindde with joint center lines. of ban ecttorppltdesign Inches. see ESR-1311,ESR-1688(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&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=) 0) 50 2-6=012) 1385 6.3=( -249) 1361 BC: 2x6 KDOF 81&BTR SPACED 24.0' O.C. 2.33=(•1631) 311 8.7=(•303) 1333 106 3.7=( 1590( 355 15 WEBS: 2x4 KDDF STAND 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 BAG 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/ 15214 5.50' 1.75 KDDF ( 625) *" For hanger specs. • See approved plans ADDL: BC CONC LL( 807.1)+DL( 412.9)= 1020.0 LBS @ 4'- 0.0" 8'- 0.0' -2641 1268V 0/ OH 5.50" 2.03 KDOF ( 625) Connector plate prefix designators: ADDL: BC CONC LL( 322.0)+DL( 219.0)= 541.0 LBS @ 6'- 0.0' C,CN,C18,CN18 (or no prefix) = CompuTrus, IncLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 oaf) 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=LI180 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF 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 = •0.038" 0 4'- 2.5' Allowed = 0.472' 4-04-04 T 3-04 0-032 1' MAX HORIZ. LL DEFL = 0.005' @ 7'• 6.5' MAX HORIZ. TL DEFL = 0.008' @ 7'- 6.5' 12 6.0017 M-1 5x3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. f 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=l.6, M-3x6 Truss designed for wind loads C') in the plane of the truss only. 0 111 1 4 v 00 0 4-t Mall11111111113 1111-11e116 "s7 M-3x4 M-3x8 M-3x5 41,020# 4541# ).y 4-02-08 3-09-08 * * * 1-00 8-00 ,' '0 PRo e, JOB NAME: POLYGON 4-B NH - AG s Scale: 0.4032 eco 1N /. WARNINGS: GENERAL NOTES,unless otherwise noted: ' !72 PE re 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: AG and Warnings before construction commences. building component.Applicability of design parameters and proper Z.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 et E1. 2'o.c.and at 10'o.c,respectively unless braced throughout their lenrgqt1h by ,,/'.�esr . DES. BY: L J Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rt (,� DATE: 9/8/2014 the overall structure la the reeponalblAty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ©RECi©� a SEQ No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E Q. : 6052945 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, 1' ry ,1_ design loads be applied to any component and are for"dry condition"of use. d D ,v.,.c2, TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing stall supports shown.Shim or wedge If �� 7 Q714s �s�` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '!.n`.. 6.This design Is furnished subject to the Imitations set forth by e.Plates shell be located on both faces of hues,and placed so their center 111111 11111 HUN VIII 11111 VIII III IIII TPIAM1?CA In SCSI,copies of which will be famished upon request. git Indica)with jointf center lines. 9.Digitsscoincide size oplateto inches. to . ry MITekUSA,IAC./CompuTrusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e5(Wek) EXPIRES:12/31/2015 11111111111111 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 916BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. 2.3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 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) Connector plate prefix designators: 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) CnnectorCla (or noprefix) LL = 25 PSF Ground Snow (Pg) 6'• 0.0" 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for netf-5 psfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" T f 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" 6.00 17 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,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '' in the plane of the truss only. 0 co o.- v 111 0 0 2►�111 110.- 11_114 M-3x4 1-00 'PROVIDE FULL BEARING:Jts:2.3.41 6-00 ��r c.q PR 04- ss JOB NAME : POLYGON 4-6 NH - AJ1 Scale: 0.6954 ,5 I"E /0 WARNINGS: GENERAL NOTES,unless otherwise noted: w�'J f�rryy'"/� 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 individual CC' ^7G!0.P E re- Truss: AJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper ^/ 2.244 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building dealgner. ,✓ 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.Addltlonai g 2'o.c.end at 10'o.c.respectively unless braced throughout their length by � s1�es..•' po ty permanent brach 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 bracing required where shown++ Y �,a 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 4 OREGON a 4/ SEQ. : 6052946 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, 4,0''''‘i � '�7�r O� design loads be applied to any component and are for"dry condition"of use. -7'i""' 1 4 2. v'•4•: TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the H.Design assumes full bearing at all supports shown.Shim or wedge It fabrication,handling,shipment and Installation of components. necessary. /a pirovided. �+.R R`+ 6.This design Is furnished subject to the Imitations set forth by 9.Plates shall be locatedn assumes onaboth feces)of truss,and placed so their center C M I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIIWTCA In BCSI,copies of which wig be furnished upon request. Imes coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1085(MiTek) EXPIRES;12/31/2015 IIIIII(VIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0" 180 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 7=(-421) 1520 7- 3=(-106) 554 BC: 2x4 KDDF MISBTR SPACED 24.0' 0.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 R- 4=( -51) 353 LOADING 4- 5= -717) 190 9- 8=(-415) 1536 8- 5=(-701) 298 IC 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 c= 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 BOG REQUIRED BRG AREA LL = 26 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) ** For hanger specs. • See approved plans 0'- 0.0' -110/ 867V -56/ 64H 5.50' 1.07 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0' -64/ 541V 0/ OH 5.50' 0,87 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP )COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacin0,1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' 6-05-08 6-05-08 MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = -0.045" @ 10'- 2.8' Allowed = 0.600" MAX TL CREEP DEFL = -0,088" @ 6'- 5.5" Allowed = 0.800' 2-09 3-08-08 3-08-08 2-09 1' T T 1 '1 MAX HORIZ. LL DEFL = 0.042' @ 12'- 5.5' 12 12 MAX HORIZ. TL DEFL = 0.068' @ 12'- 5.5" 6.00 C7'. HM-4X4 Q 6,00 NOTE:Design assumes moisture content does 4.0' not exceed 194 at time of manufacture. 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 1. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 M-3X4 Truss designed for wind loads in the plane of the truss only. 441111111111111111111111111111 * M-3x4 = _ M-3x4 VI C., -- M-5x6 8 M-5x6 �' v *. M-3x8 ** MAI o c _ - *6 **2X WEDGE W/(2) M-3X4 TYP. ...G14.00 4.00 - 12 12 i, y y y y 2-05-08 3-10-04 4-01-12 2-05-08 ; y ,I, ,1 3' 1-00 2-05-08 8-00 2-05-08 3- y y 1-00 12-11 0 PR JOB NAME : POLYGON 4-B NH - A2 ��t(", � ��s� Scale: 0.4089 �� `�"t�l �y� WARNINGS: GENERAL NOTES,unless otherwise noted: /Jn [ 9 1.Buckler and erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 ' .92®•PE r Truss: A2 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 le the responsibility of the building designer. ,./ r"'" 3.Additional temporary bracing to Insure stability during construction 2.2'Do.c. assumes the top and bottom chords to be laterally braced at :,0601P,' _ . 2'o.c.and at 10'o.c.respectively unless braced throughout their length by WNW DES. BY: LJ le the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheattng(TC)andlor drywal(BC). J r� DATE: 9/8/2014 the overal structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON 4C' 4.No load should be appled to any component until after al bracing and 4.Installation of truss la the responsibility of the respective contractor. "jr SEQ. : 6052947 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used Inc non-corrosive environment, 4, -'Ti.VZ�*kb` A. design beds be applied to any component and ere for'dry condition"of use. 7 1 4 ` tf.*. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes tot bearing at all supports shown.Shim or wedge If p� fabrication,handling,shipment and installation of components. necessary. '*'/� _ 7.Designassumes el atedadequate drainage is oprovisa rT r-1 ti 8.This design Is furnished aul�ed to the Irritations set forth by a,Plates shell be located on both faces of truss,and placed so their center PI/WTCA in SCSI,copies of wh will be furnished ch lines coindde with oint center lloos. III I VIII VIII VIII VIII VIII IIID IIII IIIIMT'rTo USA,IociCo PUT 91Software 7.6.6(1 upon request. 10.FForribasicicon size ctoropplate 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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFlCq=1.00 TC: 2x4 KDDF 018BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-6=(-40) 99 6.5=( 0) 18 BC: 204 KDDF TSBTR SPACED 24.0' O.C. 2.3=(-162) 25 5.7=(-90) 209 5.3=( 0) 45 S WEBS: 2x4 KDDF STAND 3.4=( -23) 30 3-7=(•215) 93 TC LATERAL SUPPORT <= 12'OC. UON, LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' •57/ 344V -14/ 77H 5.50' 0,55 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 10.9' .85/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 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 oaf) 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" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' 1. I MAX TLMAX CREEP DEFL = -0.014' @ 2'• 3.8' Allowed = 0.226" 12 MAX TLMCREEP DEFL = 0.000" @ 4'- 9.8' Allowed = 0.105" 6.00 G' 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 19K at time of manufacture. M-4X6 ' Design conforms to main windforce-resisting system and components and cladding criteria. co o Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=8.0, ASCE 7.10, "411 (All Heights), Enclosed, Cat,2, Exp.B, MWFAS(Dir), load duration factor=l.6, 11111111111111.1111.6.111.1111"15Truss designed for wind loads in the plane of the truss only. coaiiilli 7 o v. M-3x4 o� mi o o hf•3x4 M-3x4 M-3x5 1, yy y y 2-03-12 0-01-12 2-04-04 1-02-04 1, 1, y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.71 JOB NAME: POLYGON 4-B NH - AJ2 ��,� 0 PROFS Scale: 0.5954 �cJ INIr ��Q WARNINGS: GENERAL NOTES,unless otherwise noted: 4' I /G!// / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -'9 $P 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. � fir✓ - DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by4400P,000 DATE: 9/8/2014 the overall structure la the responsibility of the building designee continuous sheathing such as plywood sheetNng(TC)and/or drywel C). `! !• _ 4.No load should be aany component3.2x Impact bridging or lateral bracing required where shown++ am /� applied to until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEW. : 6052948 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used Ina non-corrosive environment, /� b, 46/ TRANS I D' 407654 design loads be applied to any component and are for"dry condition"of use. ��rt"� } O� ' S.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge If © 14 2- �7,lti� fabrication,handling,shipment and Installation of components. necessary. adequateign assumes p b + V 6.This design Is furnished subject to the Imitations set forth by 6.7.Plates shall be located both feces of truss,and placed so their center PRO. l��" 1111111111111111$11111 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Forits basic connectoe size of plate deate sign valinches. es see ESR-1311,ESR-19e6(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF /f16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-6=(-120) 198 6-5=( 0) 18 BC: 2x4 KDDF X16BTA SPACED 24.0' O.C. 2-3=(-266) 62 5.7=(-268) 424 5-3=( 0) 51 3-4a( -52) 43 3.7=(-435) 273 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD 4 42.0 PSF 0'- 0.0' -56/ 381V -221 107H 5.50' 0.61 KDDF ( 625) OVERHANGS: 12.0' 0,0' LL = 25 PSF Ground Snow (Pg) 4'- 9.8" 0/ 1484 0/ OH 5.50' 0,24 KDDF ( 625) 5'- 11.1' -51/ 110V 0/ OH 1.50' 0.18 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) a CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Desian checked for net(-5 psf) uplift at 24 "oc spacina.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 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 a 0.133' MAX LL DEFL = 0.018" @ 2'• 3.8' Allowed = 0.254" 5 11-01 f MAX TL CREEP DEFL = -0.026" @ 2'- 3.8" Allowed = 0.339' MAX HORIZ. IL DEFL a -0.014' @ 4'- 9.8" 12 MAX HORIZ. TI DEFL = 0.017" @ 4'• 9.8' 6.0017. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, I) Design conforms to main windforce-resisting `j system and components and cladding criteria. Wind: 140 mph, h=20,7ft, TCOLa4.2,BCDLa6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factoral,6, M-4x6 o Truss designed for wind loads CV in the plane of the truss only. �e e ► -/ 7 o/ m0 M-3x4 o o/- M5-3)(4 0 M-3x4 M-3x5 y yy y 3, 2-03-12 0-01-12 2-04-04 1-02-04 3- y y )' 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,41 g53 PRQ, JOB NAME: POLYGON 4-B NH - AJ3 Scale: 0.5450 '<(' .54501 �1- WARNINGS: GENERAL NOTES,unless otherwise noted: ' Lry 0�P E. 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: AJ 3and 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 stabiaty dodo construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ry9 2'o.c.end at 10'o.e.respectively unlace braced throughout their length by ,/'�•/mn DES. BY: U Is the responsibility o1 the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 17). (� E[y�� ( 4.No load should be applied to any component until after an bradng and 4.Installation of truss la the responsibility of the respective contractor. SEQ. : 6052949 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses areto be used in a non-corrosNe environment, �©7.471, 14 a design loads be applied to any component endure for"dry condieon"of use. 8 Design assumes full bearing at alt supports shown.Shim or wedge If rr ` TRANS I D: 407654 5.CompuTrus has no control over end assumes no responsibility for the necessary. 1 ti 4 fabdcatlon,handang,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces 0 truss,and placed so their center IIIIII VIII VIII VIII VIII IIID 11111 ill TPIMIfCA In BCSI,./ copies of which will be furnished upon request. 9.lines Indicate with platnt e In Inches. Ines.. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weld EXPIRES:12/31/2015 0110IIII) 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 41&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 TC LATERAL SUPPORT <= 12°OC. UON. LOADING 4- 5=(-1142) 303 11.12=( 0) 0 4.13=(-617) 187 BC LATERAL SUPPORT <= 12°0C. 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 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•1519) 311 14. 7=(-229) 1272 13- 5=(-137) 727 OVERHANGS: 12.0' 12.0" TOTAL LOAD = 42.0 PSF 7. 8=( 0) 50 13-14=(-219) 1230 LL = 25 PSF Ground Snow (Pg) 13. 8=(-355 157 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRO REQUIRED BOG 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,M2OHS,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. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100" 11-00 11-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 1 MAXT 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 = -0.180' @ 6'- 8.8' Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0' Allowed = 0.100' 12 T MAX TL CREEP DEFL = -0.003" @ 23'• 0.0" Allowed = 0.133" 6.0017 IIM-4x4 'Z:16.00 12 4 6.00 MAX HORIZ. LL DEFL = 0.057' @ 21'- 6.5" 4.0" MAX HORIZ. TL DEFL = 0.096" @ 21'- 6.5" 5 4'.7(�� 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.O, ASCE 7-10, (All Heights), Enclosed, Cat,2, WA, MWFRS(Dir), si load duration factor=l,6, Truss designed for wind loads M-3x5 in the plane of the truss only. 0 co M•3X5 10 - a _ M-5x6 0 13; o o M-3x4 O �� 11 12 14 A` o **2X WEDGE M-1.5x3 =4-4x4 M-3x4 0 W/(2) M-3X4 TYP. M-5x8 a 4.00 12 y y y .1' J' y > 2-05-08 4-01-08 3-10-08 0-06-08 5-00-02 5-11-14 1, ), 1, J. ), )' 1-00 2-05-08 8-00 11-06-08 y-00 ),J, 10-10-04 0-04-12 11-01-12 J. 22-00 l y 1-00 JOB NAME: POLYGON 4-B NH - BV3 �•\ �� ?N OFFss�Q Scale: 0.2512 T' WARNINGS: GENERAL NOTES,unless otherwise noted: � M!1!NT 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ;920/PE 9r Truss: BV3 and Warnings before construction commences. building component.Applicability of design parameters and proper .f{ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length ,i by ,�► ' DATE: 9/8/2014 the overall structure Is the responsibility continuous sheathing such es plywood aheatwng(TC)and/or drywall(BC). , p sty of the building designer. 3.2x Impact bridging or lateral braclng required where shown++ ,A 4.No load should be applied to any component until after all bracing and 4.Instalntion of truss Is the responsibility of the respective contractor. -37�` OREGONo� � SEQ. : 6052951 fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 'if b TRANS I D• 407654 design loads be applied to any component. and are for"dry condition"of use. h 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 Q h. fabrication,handling,shipment and installation of companema, 7necessary. p ` {y,T 5.This design is furnished subject to the Imitations set forth by e.Plates Shall be loclines coincide ateeduon both fnter ecces of hvss,and placed so their center �� `-M� V Ililll VIII VIII VIII VIII VIII VIII IIII IIII MTek USA,Inc./CompuTrus CA in EICSI,copies of iSoftw och will be f 7.6.6(1 L)E urnished upon request. 19.0.For basic connector ople a design values see ESR-1311,ESR-19813(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF pl&BTR LOAD DURATION INCREASE = 1.15 1.2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF 01&BTA SPACED 24.0" O.C. 2.3=(0) 61 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ 8RG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLON BOTTOM CHORD = 10.0 PSF 7.0) ON TOP CHORD = 32.0 PSF 42.0LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = DL0'- 0.0" -69/ 286V -71 47H 5.50' 0.46 HOOF ( 625) PSF 1'- 10,9" -1391 136V 01 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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psfl uplift at 24 "no 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 = 0.467' MAX HORIZ, LL DEFL = -0.000' @ 1'• 10.9" MAX HOAIZ. TL DEFL = 0.000' @ 1'- 10.9" 1-11-11 ,f NOTE:Design assumes moisture content does not exceed l9% at time of manufacture. 12 Design conforms to main windforce•resisting 6.00 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=l.6, Truss designed for wind loads in the plane of the truss only. r c rs O/- cs �C 4 O M-3x4 J, y 1-00 (PROVIDE FULL BEARRING:Jts:2,3.4I 8-00 c00 PR°FeS JOB NAME: POLYGON 4-B NH - BJ1 S o Scale: 0.6001 �� .97 3/ r �1- WARNINGS: GENERAL NOTES,unless otherwise noted: 4:t. C��®®hE { 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 Truss• BJ 1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability dodo construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ryty e 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f• �y, DES. BY: LJ is the responelbitlty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(n). DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ ORECaQN ((� 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor.SEQ. : 6052952 fasteners are complete and et no time should any bads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, <0 14 O i. TRANS I D: 407654 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. ,�y 6.Design assumes full beadng at as supports shown.Shim or wedge If V necessary. MFk,- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. RPM. 1t 6.T This design A In BCSIs copies of which will bele furnished tions set upon rth by a Plates cdnddee located on nt center Ifness of truss,and placed so their center IIIIII VIII VIII IIID VIII VIII VIII III IIIIFor basic size platetein vaa. EXPIRES:12/31/2015 MITek USA,Inc./CompuTrus Software furnished L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) IIIIIIIIIIIIII This dFICesiLUMBERgn pre-BCpared from computer input by CI LUMBER SPECIFICATIONS TC: 2x4 UDE C1TIOA TRUSS SPAN 8'- 0.0' LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1. FORCES 50 2.4°(OF/Cq=1,00 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2.3=( 0) 1 2.4=(0) 0 IC LATERAL SUPPORT K. 12"OC. UON. 2.3=(-59) 61 BC LATERAL SUPPORT K. 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50' 0.57 KDDFP(CECIES625) Connector plate prefix designators: 8'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL5 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50' 0.11 KDDF ( 625) 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 DM Uplift at 24 'oc aoacina.l 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 = 0.133" 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' 3-11-11 MAX TC PANEL TL DEFL = -0.026' @ 2'- 2.2" Allowed = 0.369" T MAX BC PANEL TL DEFL -0.111" @ 4'- 4.8" Allowed = 0.467" 12 MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' 6.00 GP" 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=20,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v O N C) 0,- 4 OA- �I Oillo M-3x4 _�4 1, y 1-00 (PROVIDE L BE FULarN ,lts•2 3 4i 8-00 y JOB NAME: POLYGON 4-B NH - BJ2 ,i\c,0 PROOF WARNINGS: GENERAL NOTES,unless otherwise noted: (VScale: 0.6001 "92.411-E/ r 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 Truss: BJ 2 ! / and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designers DES. BY" LJ 3.Additional temporary bracing to Insure stability during construction45100100. 2.Design assumes the top and bottom chords to be laterely braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,end at 10'o.c,ouchs respectively unless braced throughout their length by �r DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as Arwood shoed where and/or drywall(BC. 4.No load should be applied to anycomponent 9 3.2o Impact bridging or lateral bracing required where shown++ "! SEQ. : 6052953PPNu until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON �((E fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407654 design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �(� �y 1 4 2� "`- fabdcatlon,handling,shipment and installation of components. necessary. /1101.0,1,0 U. 6.This design is furnished subject to the irritations set forth 7.D13. esign assumes adequate drainage la oose,and . y eir center 111111111111111111111 MITe SAINVICA!nlnc./CompuT us which Softwarefurnished 7.6.6(1 L)-E�request. Forlines 9.10.Diisbin icaate size tes shall be zejoint rof pla ted ond inchelueh faces �see ESR-7I11e ESRd so'1988(Wok) 1 M EXPIRES:12/31/2015 This design prepared from computer input-by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TC: 2x4 KDDF p168TA LOAD DURATION INCREASE = 1.15 .4 LUMBER SPECIFICATIONS 1.2=( 0) 50 2 =(0) 0 2-3=(-93) 73 SPACED 24.0" D.C. BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HOAZ BRG AEQVIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 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" •1251 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 psi),uplift at 24 "00 spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 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' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105' 5-11-11 MAX TC PANEL LL DEFL = 0.086' @ 3'- 2.2' Allowed = 0.395" T "( MAX BC PANEL IL DEFL = -0.149" @ 4'- 1.4' Allowed = 0.467' 12 MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' MAX HORIZ. TL DEFL = •0.000" @ 5'- 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: m742ASCE (AllHei Heights), Enclosed, Cat. , Exp.B, duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. t; co Of Cr cf.,- AINIIIIIIIIIINIIMIIIIIIIIIIIIIIMIIIIIMIIIIIIIIIIMMIIIIIII 0 M-3x4 y y 1.00 y )PROVIDE FULL BEARING'Jts'2.3.4] 8-00 40PROpe JOB NAME: POLYGON 4-6 NH - BJ3 Scale: 0.5751 �� ''+ 5/ �4°�P � WARNINGS: GENERAL NOTES,unless otherwise noted: 7 92.•PE 1.Builder and erection contractor should be advised of as General Notes 1.b Imine design Applicabthe ility of parametersan parameters shown reand d i pffor p aaen individual Truss: BJ 3 and Warnings beforebracing construction comments. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracinmust be Installed where shown+, 2.Design assumes the top and bosom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'ox.respectively unless braced throughout their length by /'�-' ty.. DES. BY: LJ la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „I./OREGON b �+ DATE: 9/8/201 4 the overall structure Is the responsibility of the building designer. 3.2x Impactlbridging or lateral bracing required where shown++ t+ 4.No eloade should bem le applied to any component until after all bracing and 4.5.Design n assumes trof Wasussthe ses are to be used ion a no�rrosivctive eenvirroonment, j �J�" 14 �,O�P' -• SEQ. : 6052954 fasteners are complete ori at no o should any loads greater then and re for"dry condition"of se, tT design bads be applied con to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS ID: 407654 S.CompuTrushas nocontrdserand esunreanoreaposidAty for the necessary. aRY1� fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 1111111 VIII 11111111111 1 III TPIMRCA In SCSI,copies of which will be/urmished upon request. MITUSA,Inc./CompuTrus Software 1L-E 10.linent s coincide o indicate size altincnter hes. For basic connector platdesign values see ESR-1311,ESR-1966(MITek) EXPIRES;12/31/2015 IIIII(IIIA( 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 816BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 50 2.4=(0) 0 BC; 2x4 KDOF p16BTR SPACED 24.0" 0.C. 2.3=(•127) 92 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG 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: C,CN,C18,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF = ormpuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, (COND. 2: Design checked for net(-5 psf) uplift at 24 'on spacinQ,I 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" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9' 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 7'- 10,9" 6.00(7 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,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, Truss designed for wind loads c in the plane of the truss only, 4 o,- v o,,-- M-3x4 k /, 1, 1-00 (PROVIDE FULL BEARING:Jts:2.4,3I 8-00 c0 PROF JOB NAME : POLYGON 4-B NH - BJ4 Scale: 0,5378 5.<0 IN>ti/�ryp�61.9 �1p WARNINGS: GENERAL NOTES,unless otherwise noted; kr v' I s• .l vr-rf; 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual .7 92 0.p E ("{ Truss: BJ 4 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 responsibiNty of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 4,, 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 bracing required where shown++ ) • (Z 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. 'j7 OREGON ei" SEQ. : 6052955 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, (, 0�lkA. TRANS I D: 407654 design loads as ano controlod to anyand componentscondition"of use. 8,Design assumfor es full bearing at all supports shown,Shim or wedge If ,Q 14 2 5.CompuTrus has no war end assumes no responsibility for theg a fabrication,handling,shipment and Installation of components. Dne sign eoncessary. if �`l n y i 4 V 8.This design Is furnished subject to the Irritations set forth 7.PlatesPassumes be el cateydon uone both drainage Is truss,a ��/ r"1 rl M I IIIII III IIIII(III'IIIII IIIII IIIII(III(III TPIIWTCA In SCSI,copies of which will be furnished upon request. 8. es coincide with joint center of truss,end placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E es. 10.FForrib sic c nnectote size rplf atete in dea design values see ESR-1311,ESR-1988(Weft) 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 N188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.5=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 3.4=(-100) 1180 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS; 12.0' 23.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -44/ 449V -31/ 1868 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 ( 825) 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.) 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 = 0.283" MAX TC PANEL LL DEFL = 0.270' @ 4'- 9.1' Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353' @ 4'- 5.9" Allowed = 0.817' -1 MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 7'- 10.9" 12 6.00177' not Eexceedn19% atetimeof s iure content does manufacture. Design conforms to main windforce-resisting 0 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, sr Truss designed for wind loads o in the plane of the truss only. us m o/- sr MIMIII plena ! o M-3x4 1, ; y y 1-00 PROVIDE FULL BEABING'Jts:2.5.31 8-00 1-11-11 00 PR0 JOB NAME : POLYGON 4-B NH - BJ5 Scale: 0.4665 '� (Na; `0�� w� �l�11� WARNINGS: GENERAL NOTES,unless otherwise noted: -.. 20 P C L t^ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss• BJ 5buildingcomponent.Applicability of design parameters and proper and Warningsmpress beforebracing construction commences. Incorpration ofocomponent is the responsibility of the buildindesigner. �e�p 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)end/or drywall(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++ OREGON b 4.No load should be applied to any component until after all brep ,� dng and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052956 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, /d .4}' 1 Z.t 'E design loads be applied to any component. and are for"dry condition"of use. 8.Design assumes fug bearing at at supports shown.Shim or wedge if t TRANS I D: 407654 5.CompuTrus has no control over assumes no responsibility for the necessary. FR R 1-`" fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. e.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 ines IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMITe SA, ncIn ./CompuT 8which Software 7.6.6(1L Eupon request. 10. late In inch . 9.Digts IForrlbasic de with joint center lines. conneczetoroplfate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- = FORCES 50 2W4/(0) 0q=1.00 BC: 2x4 KDDF 818BTR 1-2=( 0) 2-4=(0) 0 SPACED 24.0" O.C. 2.3=(•50) 15 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 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" -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: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1'• 11.7' -18/ 42V 0/ OH 1.50" 0.07 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 pst) uplift at 24 "pc spacing,] 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' P 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1' Allowed = 0.067" 12 6.00 MAX HORIZ. LL DEFL = -0.000' @ I'• 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 in the plane of the truss only. 1 -4- (ID cc) v PA0 o� 2��11 4►�11 M-3x4 1-00 2-00 'PROVIDE FULL BEARING:Jts;2,4,3j JOB NAME : POLYGON 4-B NH - SJ1 Scale: 0.7112 �� 1��(r�/fP►� ��0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4r� r ! (//! I 1.eulker and erection contredor should be advised of ail General Notes 1.This design Is based only upon the parameter,shown and Is for an Individual P { Truss: SJ1 end Warnings before bracing construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braving must be Inslafed where shown+. Incorporation of component la the responsibility of the building designer. DES. BY• LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at 2'o.c.and at 10'0.0.respectively unless braced throughout their length ,�, " la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). DATE: 9/8/2014 the overall structure la the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ 1 (� 4.No load should be applied to any component until after a6 bracing end 4.Installation of truss Is the responsibility of the respective contractor. '•� OREGON (j/ As SEQ. : 6052958 fasteners are complete end at no time should any loads greeter then 5.Design assumes trusses are to be used Inc non-corrosive environment, L TRANS I D• 407654 design loads be applied to any component. and are for"dry condition"lir use. / (�� ' S,CompuTrus has no control over and assumes no responsibility for the H.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2 1.,,, fabrication,handling,shipment and Installation of components. necessary. provided. p- �n I+ (�.p-. 8.This design Is furnished subject to the imitations set forth by 8.Platesnshall be loumes cateduoneboth faces)of truss, nd placed so their center '✓r RIO- 7. 111111111111111111111111111111111 MITTe SAnInC/COn,pui 9SCSI,copies of Ich will be Software 7.8.6(1 L)-E upon request. lines coincide with 10.For beelc coonnectoroint center Roes. plate design values see ESR-1311,ESR-1066(MITek) 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 111111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 81&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=(-69) 30 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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' -711 322V -14/ 77H 5.50' 0.52 KDOF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = Compu7rus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for netf•5 psft uplift at 24 'oc spacing,' 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'• 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL 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 HOAIZ. LL DEFL = -0,000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'• 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=20.2ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. C.,,- 2a 111 66001 4�'�� - M-3x4 1, y y )' 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2.4.31 �P Q PRO,,�5, JOB NAME: POLYGON 4-B NH - SJ2 Scale: 0.8279 �� ti (N �'`d WARNINGS: GENERAL NOTES,unless otherwise noted: 4w� C��, 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ° stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability DES. BY• LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at td'sc.respectively unless braced throughout their length by po tyP 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++ f7 { OREGON ��/' 4.No load should be applied to any component until after as bracing and 4.Installation of trues Is the responsibility of the respective contractor. .y G SEQ. : 6052959 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, 4Yb design loads be applied to any component and are for"dry condition"of use. /� TRANS I D: 407654 5.Compulorus has no control over and assumes no responsibility for the 8'Deceasassumes full beefing at ell supports shown.Shim or wedge ifn D 1 4 fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage le provided. - R R t k-`" S.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 I,copies of ch Yogi be furnished upon lines ncide IIIIIII VIII VIII VIII VIII VIII VIII'III'III MTe USA,lnc.I/WTCA in 3CompuTrus'Software 7.8 6(1 L)E request 10.FForribats e indicate nectorof platete In Inches. desth joint ign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111110 (III 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 N18BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 50 2.4=(0) 0 BC: 2x4 KDDF M18BTR SPACED 24.0" O.C. 2.3=(•102) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2' -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 11.7' -68/ 144V 0/ OH 1.50" 0.23 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. ICGND. 2: Design checked for net(-5 Dsf) uplift at 24 "op pacing.) 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" MAX BC PANEL TL DEFL = -0.004' @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9° ') MAX HORIZ. TL DEFL = -0"001" @ 5'- 10.9" 0 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=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co v."-- vNM o� �� 4► M-3x4 y y y .1- 1-00 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2.4,3( JOB NAME : POLYGON 4-B NH - SJ3 5�` ��p;PN x�`x Scale: 0.6611 4',:4" ''71,6111' I- _ ,� 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 en Individual -4 ' 7 920 PE r Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper rP 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 end bottom chords to be laterally braced at Vie. DES. BY LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall C). 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++ 4.No load should be applied to any component until after ail bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7, OREGON 16, SEQ. : 6052960 fasteners are complete and at no time should any bads greater 5.Design assumes trusses are to be used in a non-corrosive environment. � ,f,OREGON ts.:` :. design loads be applied to any component. and are for"dry condition"of use. •) 2 �" 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 'y fabrication,handling,shipment end installation of components. necessary. ' B t 7.Design assumes adequate drainage le provided. `- R 1 .�- IIIIII VIII VIII VIII I III VIII VIII(III(III 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 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. DigitsIndicate clze of platete in Inches. MITek USA,Inc./CompUTrum Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MiTeW EXPIRES:12/31/2015 IHOIIIIIII'I 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 KDOF k1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-42) 57 3.5=(-209) 152 BC: 2x4 KDDF M1&8TA SPACED 24,0" O.C. 2.3=(.87) 72 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 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 BAG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0' -79/ 425V -28/ 86H 5.50' 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.2' -32/ 276V 0/ OH 5.50' 0.44 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND, 2. Design checked for net(-5 psf) uplift at 24 'OC soacin0.I 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 ' 1' 12 MAX HORIZ. LL DEFL = 0.000' @ 6'- 5.5" 4.00[7 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 -/ system and components and cladding criteria. Pr Wind: 140 mph, h=20.3ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _...mllggillIllIllIllIllIllIll toed duration factor=l,6, Truss designed for wind loads in the plane of the truss only. N 0 N Li, ^"-- 1 a ,/- 2 ►�5 - M-3x4 M-1.5x3 y i, ), 6-05-08 0-03-12 J, y J, 1-00 6-09-04 JOB NAME : POLYGON 4-B NH - Cl Scale: 0.5738 \co INS ss/6 WARNINGS: GENERAL NOTES,unless otherwise noted: . 7/ 7/7 Yy-rrr��/ �'. 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 -7.9241i5// e PE Truss: C and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,/` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY• LJ2'a.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d DATE: 9/8/2014 the overall structure is the res ndbi of the buildingdesigner. 3.2x impact bridging lateral bracing "wali�c>• po sty p g required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 4..OREGON v,/' SEQ. : 6052961 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used In a non-corrosive environment, it. "r'!,1 ZdN A, design loads be applied to any component. end ere for"dry condieon"of use, 1 4 TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handAnecessary. RI )t. ng,shipment and Installation of components. 7.Design au assumes adequate drainage is provided. +l 8.This design is furnished subject to the Irritations sat forth by 8.Plates ahall be located on both faces of truss,and pieced so their center (VIII El VIII VIII II II 0111111111 III IIII IIII TPIANTCA in SCSI,copy of which will be furnished upon request. Ones cdicae with joint ain Inches.9. indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19813(MITel EXPIRES;12/31/2015 1111111111 IIllllllIll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2=) 0) 36 2.5=(-42) 57 3-5=(-210) 155 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.4=(24.1-88) 75) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 6'- 9.2" -321 277V 20/ e7H 5.50' 0.68 KODF OH 5.50" 0.44 KDDF ( 625 ) LL =25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for nett-5 esti uplift at 24 "on spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF 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 TO PANEL LL DEFL = 0.121" @ 3'- 5.2" Allowed = 0.386' 6-05-08 0-0 3-12 MAX TC PANEL TL DEFL = -0.159' @ 3'- 5.3" Allowed = 0.580" 12 MAX HORIZ. LL DEFL = 0.000' @ 6'- 5.5" MAX HORIZ. TL DEFL = 0,000' @ 6'- 5.5" 4.00 I ' NOTE:Design assumes moisture content does not exceed 1906 at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 3 4 system and components and cladding criteria. X 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. t` 0 N Lu) ' o� gra 2� ►�5 0 M-3x4 M-1.5x3 y ), 6-05-08 0-03-12 I y I 1-00 6-09-04 JOB NAME : POLYGON 4-B NH - Cl GE scale: 0.5738 `Cj�'CI © F INE sS/3�1. WARNINGS; GENERAL NOTES,unless othenvise noted: •° 6/I4 - 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 - •P E r Truss: Cl GE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.21(4 compression web brsdng 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 latera y braced at F Is DES. BY: LJ R the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by po ty p continuous sheathing such es plywood sheathing(TC)and/or drywali(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++ OREGON � 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibitity of the respective contractor. ,} b, SEQ. : 6052962 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, �'Gj .74 GO\ 4:- TRANS loads be applied to any component end arefor"dry condition"of use. © 1 4 TRANS I D: 407 654 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full besting at all supports shown.Shim or wedge If A�1_, �� fabrication,handling, necessary. '�%4`h r `t k„. shipment and installation of components. 7,Design assumes adequate drainage Is provided. 1.. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed as their center I IIIIII VIII VIII VIII IIID VIII VIII IIII IIIITPI/WTCA in SCSI,copies of which will be furnish(d upon request. nose coincide with joint center Ines. EXPIRES:12/3112015 9.Digits Indicate size of plate In Inches. MITek USA,Ina/Com uTrus Software 7.6.6 1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITeW 111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/ODF/C sl 00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2-5=(-33) 36 3-5=(-160) 124 BC: 2x4 KDDF 818BTR SPACED 24.0" O.C. WEBS; 2x4 KDDF STAND 3.4=(60) 470 0 LOADING TC LATERAL SUPPORT " 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <0 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'. 0.0" -74/ 369V -21/ 67H 5.50" 0.59 KDDF625) 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 M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: DesiOn checked for net(-5 psfl umlift at 24 "oc soecing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" 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" 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 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), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, 0 N U, r,,,,,_ O ,f- 20E34 ams -' 0 M-3x4 M-1.5x3 4-11.08 0-03-12 , ), y 1-00 5-03-04 �� 0 PR Open JOB NAME : POLYGON 4-B NH - C2 Scale: 0.6028 � g/l s�©9 WARNINGS: GENERAL NOTES,unless otherwise noted: ffs3 C2 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual 4 T 92 0 e PE S' Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng 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.end at 10'o.c.respectively unless braced throughout their length by f,�� dr °"' continuous sheathing such as plywood aheething(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 bradng required where shown++ S /1 4.No load should be applied to any component until alter all bracing and 4.Installation of trues is the responsibility of the respective contractor. 'V A OREGON 4(/'° E Q bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, (J 2p OREGON .k.04.. design loads be applied to any component end are for"dry condition"of use. ob 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 D 7 4 '3P fabrication,handling,shipment end installation of components. 7. Denesessary. provided.ien R`r 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locaten assumes dueonboth faces ise esof truss,and placed so their center rl 1.. I VIII VIII VIII VIII VIII VIII VIII III III) TPI/VYfCA In SCSI,copies of which wm be furnished upon request. cdndde with joint center Ines Digi 9.Digits Indicate size of plate In Inches. 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!2Up 15 EMI!'III' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC; 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 36 2.5= 3-5.(-161) 127 BC: 2x4 KDDF k1&BTA SPACED 24.0" O.C. 2-3=1-70) 50 ( 33) 36 3.5= -181 WEBS: 2x4 KDDF STAND 3-4=( .7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0' -72/ 368V -21/ 6BH 5.50" 0.59 KDDF ( 625) M-1.504 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 5'• 3.2" -25/ 213V 0/ OH 5.50' 0.34 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 gsfl uplift at 24 'oc sgecing.l Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,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,MI6 = MiTek MT series 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 = 0.039' @ 2'- 10.2" Allowed = 0.281' 1' MAX TC PANEL TL DEFL = -0.044' @ 2'- 8.2' Allowed = 0.421" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.5" 4,0017 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 system and components and cladding criteria. 4 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, P (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. csi 0 U1 c; m a. 2 IIII Rraill5 M-3x4 M-1.5x3 3, y ), 4-11-08 0-03-12 y 3. y 1-00 5-03-04 R p JOB NAME : POLYGON 4-B NH - C2 GE Scale: 0.6026 �� D pnr y'y�Fs.. IxpWARNINGS: GENERAL NOTES,unless otherwise noted: 45rccr]]]r �I1 ! -v 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 en individualCC' T 0 PE lr- Truss: C2 GE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the bulking 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: L J2'o.c.and at 10'o.c.respectively unless braced throughout their length by , is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)andlordrywell(9C). DATE: 9/8/2014 the overaa structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ 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. QREG(�N 41 SEQ. : 6052964 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, 1': "74 (1C.....1,10'. necessary. �� design loads be applied to any component. and are for"dry condition"of use. TRANS S 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 V 1 4 1 fabrication,handling,shipment and Installation of components. necessary. provided. A��R I i ` 6.This design Is furnished subject to the limitations set forth by 8.Platesshallbe locassumes ated onebdoth fecesi of truss,and placed as their center ,�7' 1�1• urnished upon lin VIII II II VIII III IIIIII VIII VIII IIII IIIIMITTPI/MRCA In SCSI,copies of e USA,lnc./CompuT s wh1Softwarech will be f 7.6.8(1 L)E request. 10.For basic s connectoroplate design values see ESR-1311,ESR-1868(MiTek) de with jint center lines. 9 Digits indicate size of plate in inches. EXPIRES:12/31/2015