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Plans (59) W C 6 m W" W N P 7n Q w Z a ? W z Z 3 = lE 11-U iv c 2. 3cr c ' 5'-31/4" a w � a r ,— C2 GE pp ,a PC. 0 Vicon ` , + N ; r S!' N co o <� BJ1 N ,\,II, a� �74 F° BJ3 -� • N < agie- WAil , !lblik ., kN. i Pi6b. §ggliTp 5 K. 8ITF� R� g< iNii�l!__c7 5 BJ4NI Z BJ3 I.Ai 2. 2 oo ISI', t P- k4 30 BJ1 3 ' I. O. 0011 C1 GE11 ; P4i C N NJ N In64)1/4' T o �k t1 ❑ ❑ ggpotEd omoo r" 916.4 �+ 'o o ® CONFORMS TO DESIGN CONCEPT . 0,--2,.....k. Q °ga ao P PO < 2?., z H 3 3 ❑ CONFORMS TO DESIGN CONCEPT WITH �` z� A s"s t ° z i REVISIONS AS SHOWNkNI v W -y m g °° ° ❑ NON-CONFORMING-REVISE AND RESUBMIT 3 r1 i r ct W G Om so 1 p0-Al THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3: Sr 1 c, Z WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE .p w p„ • n n FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE O1 PC, N ° 0 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY z P r r m n n OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. — no�m'� Ro m m 2 m o`-p . 74 al By: Todd R. Eaton Date: September 19, 2014 -4 allit -+ " h5om N CT ENGINEERING INC r-N &P3z - Cn A immg A1901() t t•e -0' n a AWWO 0, • N Z Z'' � s. r-= 2 X1O 0 in Z i2 WZ Z a = 1 9. g Al n y m L.. 81-9 1 C 3 Cb Cl GE •• q, , 1 'N n — — Q • 1 . Er $ 0 3 cEQ 0ion rrle L 2 Irr N :1,-: Cl ( ) IiJ4 ' 1 .6, , Nco . 51 , I ; li , . • ..,.•will -46 .„ rol . 5 T # 1 ph - urkvi '%N .- . , , 8 iF 6� E§ r, �4 11. . 2 c or ■ilhh. : 1 s _L. Ca," ?: Y y� xi W - 4 I5, " I w n� P2 gli R c; a R. N ® CONFORMS TO DESIGN CONCEPT N "i' • ❑ CONFORMS TO DESIGN CONCEPT WITH ® REVISIONS AS SHOWN 1 NON-CONFORMING-REVISE AND RESUBMIT 3 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE f% Eli WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORIVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. a By: Todd R. Eaton N CT ENGINEERING INC Date: September 19. 2014 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 TPiIWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1_ This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek). iO „ '. sj IC I od r '', s 0:444 b ,l'tk,t-Isrrit(P /— ICI' ;irA l3 Wilt/ EXPIRES WO/IS 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 (Non-Rep) 1- 2=( 0) 50 2.11=(-812) 5219 11- 3=( •213) 1685 TC: 2x6 KDDF M1&BTR; SPACED 24.0' O.C. 2- 3=(-5910) 963 11-12=(-711) 4492 3.12=(-1306) 261 2x4 KDDF #1&BTR T2 3- 4=(-3590 637 12-13=(-653) 3979 12- 4=( -181) 1190 BC: 2x6 KDDF N1&BTR; LOADING 4- 5=(-3201) 603 14-15°) 0) 0 12- 5=(-1187) 277 2x6 KDDF S1ANDR B3 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4080) 801 13-15=(-684) 3961 5-13=( •180) 845 WEBS: 2x4 KDDF STAND DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3654) 745 15.18=(-647) 3784 13- 6=( -87) 678 IC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4112)8. 9= -4158 808 16- 9=(-653) 3596 15- 6.) •696) 87 812 6.16=( -238) 109 BC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 9.10=) 0) 50 7-16=( -167) 1038 ADDL: BC UNIF LL+DL= 50.0 PLF 14'- 0.0" TO 22'- 0.0' V 18. 8=( -63) 223 NOTE: 2x4 BRACING AT 24'0C UON. FOR ADDL: TC CONC LL+DL= 597.3 LBS @ 14'- 0,0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS 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' -331/ 1812V -75/ 75H 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: ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.1 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,M18HS,M18 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = "0.141' @ 10'- 5.5" Allowed = 1.054' MAX TL CREEP DEFL = -0.377' @ 10'- 5.5' Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133' 7-11-11 6-00-10 7-11-11 T f ' '1 MAX HORIZ. LL DEFL = 0.086' @ 21'- 6.5' 2-09 5-02-112-02-05 f f 2-01-12 '1-08-09 3-10-15 f 4-00-12 MAX HORIZ. TL DEFL = 0.179" @ 21'- 6.5' 597.30#0# 12 notE: esigexceedn19's atetimeassums iofure content does manufacture. 12 Q 6.00 6.0017 M-3x4 M-3X8 - M-4x10 Design conforms to main windforce•resisting M 5x6 5 6 system and components and cladding criteria. E' /E) T2 Maly Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, M-6X10 Truss designed for wind loads M-3x8 in the plane of the truss only. /_ _I T _ o M 4x101°11. 1 M-3x8 0 1, - - ..., �' o c 4 'Sa-,--- "" 14 15 16 = o M-3x4+ M-5x8 M-8x10 M-3x8 M-3x10 M-3x4+ a 3.75 **2X WEDGE 2.21 m..-- 12 W!(2) M-3X4 TYP. 12 y y y , 41205# , y 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 y y J, ), y J y 9-10 yt•oo 1-00 2-05-08 8-00 y1-08-08 10-05-08 11.06-08 y * J, y 22-00 1-00 1 00 00 PROpe JOB NAME : POLYGON 4-B NH - B1 Scale: 0.2652 �e3 lyrEitpt9s/kt / .11 WARNINGS: GENERAL NOTES,unless othenvise noted: :�21 t G� G 1.Bulkier end erection contractor should be advised of a6 General Notes 1.This deing hmpbased Applicabilitylypon the of parameters design parameters shown nd and for an individual Truss: B 1 and Warnings before construction commences. per Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,�", 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at lu 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 sheathing(TC)and/or drywet C). ® /�, DATE: 9/8/2014 the overaN structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r. �r �REGdN +V rt 4.No load should be applied to any component until ager all bracing and 4.5.Design ssumeon of ues is s trusses are responsibilityo be sd of a resilective non-corrosive environment, rL �•t... SES(. : 6052939 fasteners are complete and etnonmeshould any bedgreater than and are for"drycondition"ofuse. Q '$Y 14 design loads be applied to any component. 6.Design assumes full bearing et all supports shown.Shim or wedge if r R ` TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the necessary. R 1 L L fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Ie rodded. 6.This design is furnished subject to the irritations set forth by e.Plates shall be located on both faces of truss,and placed so their center upon 1111111111111111111111111111111 TPI/WTCA in SA,InaSCompuTrus which will be 7n6.8(1L)-E request. 9. coincide with joint plate in design helves gee ESR-1311,ESR-1988(MITeq Digits EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION; TRUSS SPAN 22'- 0.11" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1,00 #11,2x6 KDDF 418BTR 72 LOAD DURATION INCREASE = 1,15 1- 2=( 0) 50 2-13=(•825) 2724 13- 3=(•216) 909 BC: 2x4 KDDF N18BTR; SPACED 24.0" O,C. 2- 3=(-3087) 983 13-14=(-721) 2334 3.14=(-957) 360 ZxKDDF g18BTR B3 LOADING 3- 4=(-1598) 563 14-15=(-499) 1519 14- 4=( .95) 398 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 15.17=( 0) 0 16. 5=(-201) 173 TC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 8=(-1521) 540 17.18=(-426) 1323 5.18=1 178) 73 BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 6- 9=(.1167) 6271 18.11=(•453) 12841 15- 8=(-437) 548 8- 9=(•1160) 471 18-11=(•453) 1315 17- 8=(-236) 153 LL = 25 PSF Ground Snow (Pg) 9. 9= 0 0 9.18=(-1O2) 176 NOTE: 2x4 BRACING AT 24'OC UON. FOR 1.12=)-1350) 500 g•18= _ 374 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.12-(-15488) 5500 18.10=(•153) 122 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 BRG REQUIRED BAG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'• 0.0" -214/ 1038V 75/ 75H 5.50' 1.66 KDDF ( 625) Connector plate prefix designators: 22'- C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0.0" -213/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series 9-11-11 ICOND, 2: Design checked for net(-5 sof) uplift at 24 "oc spacina.I �2-00-10� 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-09-08 T MAX LL DEFL = 0.002' @ -1'. 0.0" Allowed = 0.100" 0-02-05 0-03-07 3-05-12 MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' 2-09 2.05-031-10.02-01-12 MAX LL DEFL = -0.081' @ 8'- 0.0" Allowed = 1.054" 4-00-12 MAX TL CREEP DEFL = -0.162' @ 7'- 6.5' Allowed = 1,406" T f 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" 12fffT MAX HORIZ, TL DEFL = 0,086' @ 21'- 6.5" 6.00 7 M 3x4 M 3x8 12 NOTE:Desipn assumes moisture content does Q 6.00 not exceed 19% at time of manufacture. M-4x6 M-4x6 Design conforms to main windforce-resisting a system and components and cladding criteria. o, �, Wind: 140 mph, h=21.7ft, TOOL=4.2,BCDL=6,0, ASCE 7-10, M•1.5x3 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), M-3x5 0 load duration factor=1,6, Truss designed for wind loads co M-3x5 ��77 in the plane of the truss only, 0 / o - y_.r ** 13 14 If- 1•- 1 T o o M•5x6 M 3x8 ":::°- 16 17 c18 ` `r c' M-5x8=M-6x6 M-3x8 0 a 3,75 **2X WEDGE M-3x4 c 12 1'1(2) M-3X4 TYP. 2.21 12 12 1' 1' 1, /, I I I 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 1, k I 1, b ), /' 1-00 2-05-08 8-00 1-08-08 9-10 1-00 10-05-08 11-06-08 y I y 1-00 22-00 1 y 1-00 JOB NAME : POLYGON 4-B NH - B2 \(`',g,0 PROPS Scale: 0.22aoItrINE�p_ �j0 p WARNINGS: GENERAL NOTES,unless otherwise noted: (V ylP 4. Truss: B 2 1.Builder end erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences, building component.Applicability of design parameters and proper CC 7920SPE 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �r 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.sucha respectively unless braced throughout their length by ,� A�.i' , DATE: 9/8/2014 the overall structure Is the responalMnty of the building designer. continuous sheathing such as plywood required rething(re shown andlor drywell(eC). / (A r!. S EQ• . 6052940 4.No load should be applied to any component until after as bracing and 4.Installationbof truss is thor te reseral ponsibility of the espectiveontractor. ¢ 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.QREGON >k ((f TRANS ID• 407654 design loads be applied to any component end are for"dry condition"of use. 41:0'//1, �l 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If �' Y 14 2���.," fabrication,handling,shipment and Installation of components. necessary. II VIII VIII 11111 Mil VIII IIII IIII 8.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. M r1 l 1 TPIIWTCA In SCSI,copies of which wit be furnished uponquest. 9.Plates esscoincde with Joint center liinesg of truss,end placed so their center C b1+- MITek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate In Inches. ( ) 10.For basic connector plate design values see ESR-131 1,ESR-1888(MITelq EXPIRES:12/31/2015 This design prepared from computer input by 11111111111This 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 A1BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8. 9=(-103) 834 8- 4=(-111) 492 BC: -111) 492 2x4 KDDF S1&NDR WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4. 9=) LOADING 4- 5=(-1318) 338 -311) 220 5- 8=(•1504) 335 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 6=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12,0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES) Connector plate prefix designators: 0'- 0.0" •156/ 1038V -108/ 108H 5.50' 1.66 KDDF ( 625) MC,M20HS,MI8HSCN,C18,CN18 (16or no MiTekprefix) = riesuTrus, Inc LIMITEDISTORAGE IBCBCS NOT APPLY CUE 20122 NOT BEING P2'- 0,0" -156/ 103BV 0/ OH 5.50" 1.66 KDDF ( 625) M,M20HS,M18HS,M16 MT series REQUIREMENTS OF 2012 AND IRC NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Pesten checked for net(-5 Dsfl uplift at 24 woe spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100' MAX Ti CREEP 1 MAX LL DEFL = -0.043' @ 14'- 5,8' Allowed = 1.054" MAX TLMAXELL DEFL = 0.002" @ 23'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ 23'- 0,0' Allowed = 0.133" 11-00 MAX HORIZ. LL DEFL = 0,018' @ 21'- 6.5' 11-00 T 1' MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-02-12 5 02 12 5-09-04 NOTE:Design assumes moisture content does 5-09-04 T T not exceed 19% at time of manufacture, T 12 12 6.00 Design conforms to main windforce-resisting 6.00 M-4x6 Q system and components and cladding criteria. 4 � Wind: 140 mph, h=21.9ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i/ M15x3 lad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M O co W/ 5, O 0 �� 8 9 8 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 y J, y 6-11-11 y /, 7-06-03 y y 10-00 y 12-00 y 1, 22-00 1-00 ti\yi oo tO PROre, JOB NAME: POLYGON 4-B NH - 63 Scale: 0.2652 'C + f 15/f /ft? WARNINGS: GENERAL NOTES,unless othervAse noted: P E 1,Builder and erection contractor should be advised of all General Notes 1.Thisdesignco Is based mponerd.Applicability of on the designtperemetersand and proper for peof individual Truss: B3 and Warnings beforewebrad g mut becommences. incorporation of component is the responsibility of the building designer. 2.244 compression web bradng moat be installed where shown*. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure etabity during construction 2'o.c.and et 10'o.e.respedNely unless braced throughout their length by ..+' " r" DES. BY: LJ is the reeponaldaly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatleng(TC)and/or drywall(BC). e1 ORE UN `,, DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impactlabridging or lateral bracing required where shown++ ^c/ 4.No load should be applied to any component until after all bracing and 5.DesignInstallation of truss trus the re responsibilitybeusedIn of the respective contractor. ont environment,manL �'�l' 'I P' 1 r�aN SEQ. : 6052941 deli fastener.to are complete and et no time should any loads greater than end refor"dry condition'of use. ry ` A. design loads be noappliedcontrol to any component 6.Design assumes hrti bearing et ail supports shown.Shim or wedge If *+'1 fL-� TRANS ID: 407 654 5.CompuTrus has no over and assumes no responsibility far the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S T This sI esig In SCSI,copies of which e Irritations fu shed upon request. a tinete shall be a loh oent centetr t ces of truce,and placed so their center 111111 11111 VIII 11111 VIII 11111 11111 IIII IIII MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForribealo connector size of pie design values see ESR-131 1,ESR-1988(Mire EXPIRES:12/31/2015 IIIIIIIIIIIIII This deFIC LsigUMBEn prRep -Bared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE 1.15 IBC 2012 MAX MEMBER FORCES 4WR/3-12c(=1,00 BC: 2x8 KDDF #1&BTR 2. 3=(-1552) 550 12.13=(-433) 1280 12. 4=( -78) 357 SPACED 24.0" O.C. 1- 2=( 0) 50 2-12=(•408) 1318 3-12=(-164) 128 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1349) 497 13.10=(-453) 1318 12- 6=(-177) 168 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 6.13=(-177) 168 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 8=(•1161 471 3.13=( -78) 357 TOTAL LOAD = 42.0 PSF 7. 8 ( 11800) 4710 13. 9=(-164) 128 NOTE: 2x4 BRACING AT 24'OC VON. FOR LL = 25 PSF Ground Snow (Pg) 98-. 0=)-1552) 497 ALL FLAT TOP CHORD AREAS NOT SHEATHED 0.11=(-1650) 550 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.11=( 0) 50 REQUIREMENTS OF IBC OVERHANGS: 12.0" 12.0' 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP BEARING MAX VERT MAX REACTIONSHORZ BRG REQUIRED BRG AREA LOADS ACT NON-CONCURRENTLY, LOCATIONS REACTIONS SIZE SO,IN, (SPECIES) Connector plate prefix designators: AND BOTTOM CHORD LIVE0'• 0.0' -213/ 1038V -76/ 76H 5.50• 1.66 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series 22'- 0.0" -213/ 1038V 0/ OH 5.50" 1.66 KODF ( 625) (COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.081" @ 11'. 0.0' Allowed = 1,406" MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133" 9-11-11 2-00-10 9-11-11 MAX HORIZ, LL DEFL = 0.014" @ 21'• 6,5" 4-01-12 3-06-12 2-03-03 1-00-8€00-05 2-03-03 3-06-12 4-01-1E MAX HDRIZ, TL DEFL = 0.022" @ 21'- 6.5" f T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, 8-00 T 8-00 Design conforms to main windforce-resisting 12 T T system and components and cladding criteria. M-4x6 12 Wind: 140 mph, h=21,7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 6.00 D M-4x6 M-3x4 Q 6,00 (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), g load duration factor=1.8, Truss designed for wind loads 4.0 in the plane of the truss only. M-1.5x3 M-1.5x3 co 0 co o rf T a O M-3x4 12 0.25" 13 g. t o M-7x8(S) M-3x8 M-3x4 O y y y y7-06-12 6-10-08 7-06-12 1, 1-00 y y 22-00 1-00 JOB NAME : POLYGON 4-B NH - B4 ,\�0. 0 PRU/ Scale: 0.2646 \ t. r�/p WARNINGS: GENERAL NOTES,unless otherwise noted: CV `ly/ '• 1.Builder 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 .:�• !92 o*PE 1-- Truss: B4 2.and arnings before construction commences, building component.Applicability of design parameters and proper 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 consttudlon 2.Design assumes the tap end bottom chords to be laterally braced et 1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1(rea o.c,respectively unless bracedttho'ghoul their BC)y ,r rilr!= (09100". DATE: 9/8/2014 the overall structure la the responsibility of the buildingdesigner. continuous •sheathing such as plywood heathIn C and/or drywall(B B 3,2x Impact bridging or lateral bracing required where shown++ '� �, SEQ. : 6052942 4.No load should be applied to any component until after all bracing and 4.Installation oilmen Is the onsibility of the respective contractor. "yam ,�OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to bee.used Inc non-corrosive environment, TRANS I D: 407654 design loads be applied to any component. and are for"dry eMl be ri of use. 5.CompuTrve has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If � -7 r :4 2,Q r`•' fabrication,handling,shipment and Installation of components. necessary, p h b 8.This design Is furnished subject to the Imitations set forth by 8.Platesnshelassumes be locatedd on both faces of truss,and placed so their center n r'S I M� IIIIIIIVIII VIII 11111 VIII VIII In IIII IIII MITe SAINVICA nInC./CO BCSI,copies PUTft19$Ofof which lWafell be furnished 7.6.6(1 L)-�request. 1p.lines coindde with joint center fines. For Digits Indsic connectorate size design of plaInin hvelves see ESR-1317,ESR-1888(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC 12-11-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 50 2. 8=(-556) 3029 8. 3=(-124) 1101 TC: 2x4 KDDF M16BTR 2- 3=(•3426) 635 8- 9=(-483) 2529 3- 9=(-746) 355 BC: 2x4 KDDF S1ANDR LOADING 3- 4=(-2003) 496 9-10=(-398) 1780 9- 4=( -33) 281 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-1784) 473 10.11=(-522) 2546 9- 5=(-105) 126 TC UNIF LL( 50.0 +DL 14.0 - 64.0 PLF 0'- 0,0" TO 6'- 0.0' V 5- 6=(•2020) 501 11- 7=(•803) 3049 5.10=( -13) 288 BC LATERAL SUPPORT <= 12'0C. UON. ) ( ) 6- 7= 3444 687 10- 6=(-750) 308 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 14.0)= 164.0 PLF 8'- 1.0" TO 2'- 11.0" V ( ) 6-11=(•142) 1107 BC UNIF LLTC UNIF ( 50.0)+DL( 40.0)= 40.0 PLF 0'- 10.0" TO 12'- 11.0' V NOTE: 2x4 BRACING AT 24'OC UON. FORBEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TO CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0" 0'- 0.0' -221/ 1145V -49/ 56H 5.50' 1.83 KDDF ( 825) 12'- 11.0' -175/ 1020V 0/ OH 5.50" 1,83 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. (GOND, 2: DesiOn checked for net(-5 Deft uplift at 24 'oc spacing.) "" For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR LOADS AC LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" CM,M2OHS,MI8HS (or16 no eprefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' M,M20NS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0,092' @ 6'- 11.0' Allowed = 0,600" 5-11-11 1' 11.11 5 11 11 f MAX TL CREEP DEFL = -0.179' @ 6'- 11.0" Allowed = 0.800' MAX HORIZ. LL DEFL = 0.076' @ 12'- 5.5" 2-09 3-02-11 03 02.11 T 2 09 1 MAX HORIZ. TL DEFL = 0.125" @ 12'- 5.5' T ( j3320#20# 320# 12 12 NOTassumes 6.00 Q 6.00 looto_ 10 M 4x6 M-6x6 ,ii Design conforms to main windforce-resisting system and components and cladding criteria. �� Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, M-3X5 M-3x5 Trinuss thedplaneed offor thewind trussoads only. 440f M 3x6 si, NINA ® mil M-3x6 c _ M 3x8 M-3x4 ** :'. 10 o - ** M 5X6 *q 0 o M-5x6 **2X WEDGE W1(2) M-3X4 TYP. .J 4.00 4.00 12 12 J' y ) y ), y 2-05-08 3-01-04 1-11-04 2-11-082-05-08 y y J. y y 1-00 2-05-08 8-00 2-05-08 J, y y 1-00 12-11 00 PROpt s JOB NAME: POLYGON 4-B NH - Al Scale: 0.3975 , t INS is WARNINGS: GENERAL NOTES,unless otherwise noted: t . ;92•40PE 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 and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: A 1 2.204 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility to of the allybr building edalgner. npre 2.Design assumes the top and bottom chorda to be laterally braced at f,�a 3.Additional temporary bracing to insure shadily during construction p•o.c.and at 10'o.c,respectively unless braced throughout their length by DES. BY: U Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheatNng(TC)endlor drywall(BC). eractor. 0 QR E div b t DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �c/ 4.No load should be applieda to any component until after all bracing and 5.Design assumes trtion of usses athe re beusty of ed Inthe o none-cective orrosive environment, 4f ON(5 re-:14- TRANS ... SEQ. : 6052943 fasteners completeand at no time should any loads greater than and are for"dry condition"of use. , 1 4 design loads be applied to any component. 8.Design assumes fug bearing at all supporta shown.Shim or wedge if n ti TRANS I D: 407654 5.CompuTnn has no control over and assumes no responsibility for the necessary. ��1111-` fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. ... 6.This design Is furnished subject to the Nmitaaons set forth by a.Plates shell be located on both laces of truss,end placed so their center lines coincide with joint center Ines. 111111 11111 VIII VIII VIII VIII VIII IIII IIII MIITTekU SA,lnc..IICompuTrus I,copies of lSoftware 7.6.6(1 L)-E ch will be furnished upon request. 10.Digits bIndicate slze of connector plate design see ESR-1311,ESR-1988(MITeW In EXPIRES:12/31/2015 11011111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES. 33177R/D3.lOc)1.00 BC: 2x6 KDOF 816878 2-. 3=( 0) 50 2-10=( -096) 0.14=( -39 218 WEBS: 2x4 KDDF STAND LOADING 3=(.3761) 1063 11.11=(•-872) 3715 10- 5=( -33)) 732 LL = 25 PSF Ground Snow (Pg) 3- 5=(-3345) 1989 11. 8=( -872) 3317 10. 5=(-540 353 IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0' V 4- 6=(-3345) 988 6-11=(--33) 353 BC LATERAL SUPPORT <= 12'OC. UON. IC UNIF Ll( 125,0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0' V 5- 7=(.3761) 988 -11=( -33) 732 TC UNIF LL 50.0)+DL 14.0)= 64.0 PLF 14'- 0.0" TO 22'- 0.0' V 6- 8=(-3837) 1069 11- 7=(-100) 218 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 7- 9=(-3830) 1063 NOTE: 204 BRACING AT 24'OC UON. FOR 8- 9=( 0) 50 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 0 14'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 0'- 0.0" -509/ 2253V -77/ 77H 5,50° 3.61 KDDF ( 625) Connector plate prefix designators: 22'- 0.0' -509/ 2253V 0/ OH 5.50" 3.61 KDDF ( 625) C,CN,C18,0618 (or no prefix) = Compu7rus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,N16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psfl uplift at 24 "ox ssacina.J 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 7L CREEP DEFL = -0.218" @ 14'- 0.0' Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'• 0.0' Allowed = 0.100" MAX TL CREEP DEFL = •0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037' @ 21'- 6.5' MAX HORIZ. 7L DEFL = 0.059' @ 21'. 6.5 7-11-11 6-00-10 7-11-11 NOTE:Design assumes moisture content does 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 f Design conforms to main windforce-resisting 597,30# T system and components and cladding criteria. , 597.30# ' 1 6.00 12 M-5x8 M-5x8 12 Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 Q 6.00 load durAll ation'factors;ds Cat.2, Exp.B, MWFRS(Dir), 4114, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1,5x3 m C. o =f= MNo M-3x8 10 0.25" M 3x80 M-7x8(S) M-3x8 y 7-06-12 y 6-10-08 y y y y 7-06-12 1-00 22-00 y y 1-00 JOB NAME: POLYGON 4-6 NH - B5 ,�0 PRo1 Scale: 0.2902,t ? /pt., /Q WARNINGS: GENERAL NOTES,unless otherwise noted: w `//)++CC77 /'y 2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �' !GJ'Ll•�P fes ^' Truss: B5 and Warnings before construction commences, building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. 7.. /�1// DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and 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 `I ' DATE: 9/8/2014 the overall structure lathe responsibility ity of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "fie,. a 3.2x Impact bridging or lateral bracing required where shown++ '.'I h,., SEQ. : 6 052 944 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 'f aR EG 2 `a 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, _pia t� TRANS I D, 407654 design loads be applied to any component. and are for"dry condition"of use. S.Compu7rus has no control over end assumes no responsibility for the 6.Design sesames Pop bearing at all supports shown.Shim or wedge if /�} j 4 2 �'°�'" fabrication,hendgn0,shipment and Installation of components. necessary, �I 6.This design is furnished subject to the Imitations set forth 7Dealgn esaumea adequate drainage la p truss,vidd and M-.rimy.- . 11- 10111I VIII 11111 11111 VIII VIII VIII 1111 11 TPIIWTCA In BCSI,copies of which will be furnished upon request, 8.lines coincidePlates ncil be with jointn on both faces of placed so their center Plines with center goes. MITek USA,Inc./Compu7rus Software 7.6.6(1 L)-E 190.FForrits basic connectote size r plate desie in gn values see ESR-1311,ESR-1869(MiTek) 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 4WR/DDFICq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=( 0) 50 2.6=(-312) 1385 6.3=( -249) 1361 BC: 2x6 KDDF N16BTR SPACED 24.0' O.C. 2.3=(-1631) 311 6.7=(-303) 1333 3-7=(-1590) 355 BC: 2x0 KDDF S1ANDR 3.4=( -112) 106 7.4=( -120) 113 WEBS: 2x4 KDDF STAND LOADING 4.5=) -10) 5 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -225/ 1094V -58/ 152H 5.50' 1.75 KDDF ( 625) 8'- 0,0" -264/ 1268V 01 OH 5.50" 2.03 KDDF ( 625) "* For hanger specs. - See approved plana ADDL: BC CONC ADDL: BC CONC LL( 322.0)+DL ( 219 .0)= 1541.0 LBS @ 6'- 0.0" Connector plate prefix designators: ICOND. 2: Design checked for net!-5 psf) uplift at 24 'Sc spacing.) C,CN,CI6,CN16 (or no prefix) = pus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL LIMITS: LL=L/240, TL=L1180 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL =DEFLECTIONI@ S:'- L0.0"124 Allowed 0 0.100' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.017' @ 4'- 2.5" Allowed = 0.354' MAX TL CREEP DEFL = -0.036' @ 4'- 2.5' Allowed = 0.472' 4-04-04 3-04 0-03-12 MAX HOAIZ. LL DEFL = 0.005" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008' @ 7'- 6.5' 12 M 1.5x3 NOTE:Design assumes moisture content does 6.00 not exceed 19s at time of manufacture. Design conforms to main windforce-resisting P system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M 3X6 Truss designed for wind loads co in the plane of the truss only. 0 t c v II M 1.1 <i0 a .011111111111.11111113 ® J1 o 6 M-3x4 M-3x8 M-3x5 �1y020# ,1541# y y 4-02-08 3-09-08 y y y 8-00 1-00 tct O PR OFe�, S JOB NAME: POLYGON 4-B NH - AG Scale: 0.4632 ,�� 1N >� WARNINGS: GENERAL NOTES,unless otherwise noted: ' ' �E E 1.Bulkier and erection contractor should be advised of a9 General Notes 1.This design Is based only upon parameters arsho errand is foor an Individual and Warnings before construction commences. building component.Applicability of design P Truss AG 2.2x4 compression web bracing must be instated where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabil during construction 2•Design anasd a10 the top ped vettom chsrbr co be o braced at stability 2'o.c,end at 10'o.e.respectively unless braced throughout their length by /"�' • DES. BY: U Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNn9(TC)andfor drywall C). entractor. 7 ©RECON DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ • C�1 4.No load should be applied to any component until ager at bracing and 5.Deal n on of truss Is es lrueaee are b laced Inof ce ne on r sivspective eemlronment, ". ''� rLO��•• •. S E Q. : 6052945 fasteners are complete and at no time should any loads greeter than and Design for"dry trusses a e use. 1 4 design loads be applied to any component e.Design assumes full bearing at ell supports shown.Shim or wedge If (�tis t TRANS I D: 407654 5.CompuTrus has no control over and oneumes no responsibility for the necessary. �+l(7 V,1,^ fabrication,handling,shipment end Installation of components. 7•Design assumes adequate drainage Is provided. E.This design Is furnished subject to the Imitations sat forth by 5.Plates shall be located on both faces of truss,and placed so their center lines 11111 VIII IIID 11111 VIII 11111 11111 IIII Welt USA,lnc./CompuTrus(Software 7 6 6(1L)-E ch will be furnished upon request to For coincideindicate con of design values see ESR-1311,ESR-7688(MReq EXPIRES;12/31/2075 IIIIIInn, IIIII Ii This designLUMBER-BprepCared from computer input by LUMBER SPECIFICATIONS IC: 2x4 ECIF C1TIOR TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KOOF A16BTR LOAD DURATION INCREASE = 1.15 1.2o( 0) 50 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12'0C. VON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OCATIOG MAX VERT MAX TIOZ BRG REQUIRED BRG AREA) OVERHANGS: 12.0' 0.0" LOCATIONS /ACTI97S REACTIONS45I5E 0 F ( 625) 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 KW ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 ODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICONO. 2: Design checked for nett-5 on 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 = 0.133" f 1-11-11 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 = -0.003' @ I'• 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 D 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 0 d. in the plane of the truss only. Co 0 of r 4 111 o'_ 2►.1 /►��4 M-3x4 J, y 1-00 1PROVIDE FULL BEARING:Jts:2,3.41 6-00 y J OB NAME: POLYGON 4-B NH - AJ1 �, OD PR0ck- Scale: 0.6954 c IN S� WARNINGS: GENERAL NOTES,unless otherwise noted: J p2•lo PE �' Truss: AJ 1 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 =92 P E 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. - ,...e- //I/ 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 � • DATE: 9/8/2014 the overall structure la the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TCs and/or drywall(eq. A! 9 3.Ix Impact bridging or lateral bracing where shown++ ! �, SEQ. : 6052946 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. .�,� OREGONfr fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, '7/' TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if �© 14 2 �t`v. fabrication,handling,shipment and installation of components. necessary. �L� A. 6.This design Is furnished subject to the Irritations set forth 7.Design6. lates shall be assumes adequate on ne both drainageces la f truss,and a. lv/:�Ly n�+ eir center III VIII Ong VIII 1111111111111 MITe SAlnBCSI,copies of which lnc.lCoTnpuT s Software 7.6.6(1 L)E be furnished upon request. 10.Ines Digitsor Indicate de sizer oth fpplate e�m n heluestaea ESR-1311,ESRd so-1968 e9S(MITeW Pit L EXPIRES.12/31/2015 This design prepared from computer input by IIIII II III IIII PACIFIC LUMBER-BC TRUSS SPAN 12'- 11.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 7=(•421) 1520 7. 3=(-106) 554 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.0, 2- 3=(-1727) 474 7. 8=(•363) 1268 3. 8=(-687) 302 WEBS:B E: 2x4 KDDF S1ANDA 3- 4=( -716) 176 8- 9=(-359) 1282 8. 4=( -51) 353 2x4 KDDF STAND LOADING 4- 5=( -717) 190 9- 6=(-415) 1536 8. 5=(-701) 298 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•1742) 483 5. 9=(-104) 560 BC LATERAL SUPPORT <= 12'0C. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ** For hanger specs. • See approved plans 0.0' -110/ 667V -56/ 64H 5.50' 1.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0' -64/ 541V 0/ OH 5.50' 0.87 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. C,M2OHS,M18HS (or no prefix) = riesuTrus, Inc ICOND, 2: Desian checked for net(-5 pati uplift at 24 "oc spacina.l M,M20HS,M18H8,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 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" 6-05-08 6 05 08 f 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 MAX HORIZ. LL DEFL = 0.042" @ 12'• 5.5" T 12 MAX HORIZ. TL DEFL = 0.068" @ 12'- 5.5" 12 IIM-4x4 4 6.00 NOTE:Design assumes moisture content does 6.00 not exceed 19% at time of manufacture. 4.0" 4 W-70(. 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, (All Heights), Enclosed, Cat.2, Exp,6, MWFRS(Dir), load duration factor=l6, M 3X4 Truss designed for wind loads M 3x4 in the plane of the truss only. gyp' I. �� po �e wee M-3x4 M-3x4 pi �s 411' o o M 5x6 6 M-5x6 M-3x8 GIre. Al_4 o o ..-.. o o **2x WEDGE W/(2) M-3X4 TYP. 4.00 IZ.. 12 4.00 12 12 J' y 1, 2-05-08 3-10-04 4-01-12 2-05-08 1, y y 1, y 1-00 2-05-08 8-00 2-05-08 y J, y 1-00 12-11 40 PROFe s JOB NAME: POLYGON 4-B NH - A2 Scale: 0.4089 Q3`` 'IN* 4Q WARNINGS: GENERAL NOTES,unless otherwise noted: tt' OPE 1.Builder and erection conlrador should be advised of as General Notes 1.This design e comp based only Iupontn the of perimeters shown rs a and p oforr an individual Truss: A2 and Warnings before construction commences. Incorpgraoon of component Is therespsign par of the band pr deal00ner. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced et 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by /.:'� t,, DES. BY' LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywa9(BC). �} OREGON b W 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 appled to any component until after at bracing and 4.5.Design ecaumeses Is ase respo beuaetl n e norrcor�rayseiva ern ctornent, / �1, 14 ty, SEQ. : 6052947 fasteners are complete and at no time should any bads greater than Ded gra fsr"drytrses condition"are use. ftA design loads be applied to any component. 6.and assumes full bearing at all supports shown.Shim or wedge if � y�� V TRANS I D: 407 654 6.CompuTrus has no control over and oneumec no responsibility for the necessary. II fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design le furnished subject to the Irritations set forth by e.Plates shall be located on both laces of truss,and placed so their center 111111111111 IIIII IIIII 11111 IIID 11111 II TPI/WTCA In BCSI,copies of which will be furnished upon request. B.Digits s nes coincide ejoint piete center in values USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,URA 9513(MITeIt) EXPI RES;12/31/2015 1E1141This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KOH A16BTR TRUSS SPAN 6'- 0.0" BC: 2x4 KDDF N168TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WN-5v( Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 1-2=( 0) 50 2-6=(-40) 99 6.5=( 0) 18 2.3=(-182) 25 5.7=(-90) 209 5.3=( O) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=( -23) 30 3-7=(-215) 93 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 OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- Connector plate prefix designators: LL 25 PSF Ground Snaw (Pg) 3'- 10,9" -85/ 3778V -14/07OH 1.50" 0.12 KDDF ( 625) C,CN,CI8,CNI8 (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. ICOND, 2: Design checked for net(•5 paf) uplift at 24 "on soacing,1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=LJ240, TL=L1180 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' T MAX LL DEFL = 0.007" @ 2'- 3.8' Allowed = 0,170" 12 MAX TL CREEP DEFL = -0.014' @ 2'- 3,8" Allowed = 0.226" MAX LL DEFL = 0.000' @ 4'• 9.8' Allowed = 0.078" 6.00 MAX TL CREEP DEFL = 0.000" @ 4'- 9.8" Allowed = 0.105" MAX HORIZ, LL DEFL = •0.005" @ 4'- 9.8" MAX HORIZ. TL DEFL = 0.008' @ 4'• 9.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, M-4X6 ') Design conforms to main windforce•resisting system and components and cladding criteria. w o Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, eD (A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), - load duration factor=l.8, 1e Truss designed for wind loads in the plane of the truss only. aiiiiill o� IIIE7 o� III a M-3x4 0 i V-3)(4 M-3x4 M-3x5 y yy y y 2-03-12 0-01-12 2-04-04 1-02-04 I l L. y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4"7( JOB NAME: POLYGON 4-B NH - AJ2 � �,�o PRoF�s Scale: 0.5854 �1G'h(�r,_ �j0 WARNINGS: GENERAL NOTES,unless otherwise noted: ,lq nbjlQ 1•Builder and erection contractor should be advised of e9 General Notes 1.This design is based only upon the parameters shown and is for an individual CS T r s S: AJ2 C q end Warnings before construction commences. building component.Applicability of design parameters and proper � �F L 2.204 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 at DATE: Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c.respectively unless braced throughout their length by � . 9/8/2014 the overall structure Is the responsibility of the building designer. continImpuect ous sheathing such as plywood sheathing(TC)and/or drywali(BC. ir S E 0. : 6052948 4.No load should be applied to any component until after at bracing and 4.1 stallatiInstallation hues Is the responsior lateral bility of the where shown 4' fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, .6_ - 14 2 TRANS I D: 407654 design loads be applied to any component end are for"dry condition"of use. �1 v1�1,I ON a S[ 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /^ '7 r y 4 -2�� -7 TRANS fabrication,handling,shipment and Installation of components. necessary. provided. V �y I VIII(II VIII 11111111111111 III VIII VIII VIII(III(III 8 TPI/WrCA iThis design n BCSI,copies of which sown be a 7.6.6(10-Esr quest.furnished subject to the Imitations set forth by 8.Plates olnddb with joint cent both lines faces 7.Design assumes adequate drainage lof truss,and placed so their center r7 L. MITek USA,Ina/Com8.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see 556-1311,ESR-1888(MlTeig EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIII'�I PACIFIC LUMBER-BC 0 FORCES 4 IBC 2012 MAX MEMBER FWR1DDF1Cq=1.0 TRUSS SPAN 6'- 0.0" 1.22( 0) 50 E.BE(• OR) 198 8.5=( 0) 0O LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=(-280) 62 2.7=(•228) 424 6.5=) 0) 51 TC: 18 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2.3=( -52) 43 5-3=(•430) 273 BC: 2x4 KDDF STANTR WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -561 381V -221 107H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" O.O' LL = 25 PSF Ground Snow (Pg) 6 _ 11.1" S0/ 148V Of OH 5.50'148V 0/ OH 5.50' 0.24 KDDF 4 KDDF ) 625) Connector plate prefix designators: MC,M2OHS, 18HS (orM18 no eprefix) = riesuTrus, Inc REQUIREMENSTORAGE OF IBCS2012 ANDLIRCU2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing. M,g20HS,M18H9,M18 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 BOTTOM CHORD CHECKED FOR 1SPAC LIVE LOAD. TOP 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 = 0.018" @ 2'- 3.8' Allowed = 0.254" 5-11-01 f MAX TL CREEP DEFL = -0.028" @ 2'- 3.8' Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.014" @ 4'- 9.8" MAX HORIZ. TL DEFL = 0.017' @ 4'- 9.B" 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting Asystem and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r- load duration factor=1.6, c Truss designed for wind loads M-4x6 N in the plane of the truss only. IIS 7 SI A CI M-3x4 v o .,-�E a Q /-o ►- tk-3x4 M-3x4 M-3x5 y J,J, y ), 2-03-12 0-01-12 2-04-04 1-02-04 y y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,7,4) PCO PR Opt POLYGON 4-B NH - AJ 3 Scale: 0.5450 cam, .-IN i ��9 JOBNAME: � �P�WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.b Meldaemsbased only/upon the etpa ameters shown nd d I vforr sof Individual _920 Truss: AJ 3 and Warnings beforewebravin construction t commences. Incorpmatlon of component is the responeibiary of the building designer. �"" 3.2x4 corral tempo web baedgg must e stshlIly wheregshown+. 2.Design esaumes the lop end bottom chorda to be laterally braced et • 3.Additional temporary bredng to insure stability during construction 2'o.c.and at 1 n'o.c.reepectivey unless braced throughout their length by DES. BY: LJ Is the responelbialy of the erector.Additional permanent braving of continuous sheathing such as plywood shesthing(TC)and/or drywall C). OREGON kr DATE: 9/8/2014 the overaa structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving reof quired where shown++ "c✓ 4.No bad should be fete ad to any component until after as bracing and 5.Design n ssumesss trusseths ere to beulsed Inta noncorrosive environment, 4/ 414•ur 1 � _ $E Q. : 6052949 fasteners are complete end at no time should any loads greater than and are for"dry condition"of use. �`/.A 6. design boder be oappliedcontrol to anycomponent and sg.Design assumes full bearing of all supporta shown.Shim or wedge if "vl�+"'t'y r.j``�„ TRANS I D: 407654 5.CompuTrus hes no war end assumes no remponents for the necessary. fabrication,handling,shipment and a limleaon of components. 7.Desisn assumes adequate drainage is provided. 9.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 11111 11111 VIII 11111 11111 IIII IIII ITek CA In SCSI,copies of which w a famished upon request. 156. 0/For baa cconnedor pin a des values see ESR-1311,ESR-1985(MITeq EXPIRES:12/31/2015 MITek USA,Inc./CompuTrus Software7.6.8(1 L)-E IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' TC: 2x4 KDDF 016BTA LOAD DURATION INCREASE 1,15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF N16BTR SPACED 24,0" D.C. 2- 2=( 0) 50 2- 9=(-476) 2794 9- 3=(-124) 981 14- 6=(•37) 153 WEBS: 2x4 KDDF STAND 3=(-3187) 585 9.10=(.411) 2348 3.10=(-884) 206 LOADING 3. 4=(-1687) 349 10.13=(•209) 1469 10- 4=( 0) 297 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4- 5=(-1142) 303 11.12=( 0) 0 4.13=(-617) 187 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-15511 5- 7=(-19) 31111 9) 3 14-17=( -9) Si 13-15o) 0) 75 14. 70(•229) 1272 13- 5=(-137) 727 OVERHANGS: 12.0' 12,0' TOTAL LOAD = 42.0 PSF 7- 8=( 0) 50 13.14=(•219 1230 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 13- 8=(-3551 157 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0" -156/ 1038V -108/ 108H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22 0.0" -156/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-00 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0,100" 11-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' T T MAX LL DEFL = -0.089' @ 6'• 8.8' Allowed = 1.054" 2-09 4-01-08 4-01-08 5-00-02 5-11-14 MAX TL CREEP DEFL = -0.180" @ 6'- 8.8" Allowed = 1.406" MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' 12 12 T MAX TL CREEP DEFL = -0.003" @ 23'• 0.0" Allowed 0.133" 6.00[7 HM-4x4 Q 6,00 MAX HORIZ, LL DEFL = 0.057" @ 21'- 8.5' 4�p 5 MAX HORIZ. TL DEFL = 0.096" @ 21'• 6.5' 0%1444 notEexceedNOT :Design19%sate timeiofumanufacturedoes Design conforms to main windforce-resisting 111 M-3X4 system and components and cladding criteria. M-3x4 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �` load duration factor=1.8, M-3X5 Truss designed for wind loads in the plane of the truss only. yA IIIIII c M-3x5 �� - - �" 10 m o 2�f M 5X6 0 13 t o M-3x4 O o� 11 12 14 " o **2X WEDGE M-1.5x3 :11-4x4 M-3x4 0 W/(2) M-3X4 TYP. M-5x8 -44.00 12 1, 1, /, /, 1, 1, ,i 2-05-08 4-01-08 3-10-08 0-06-08 5-00-02 5-11-14 1-00 2-05-08 8-00 11-06-08 /,. -00 yy 10-10-04 0-04-12 11-01-12 , 1, 1-00 22-00 y y 1-00 JOB NAME : POLYGON 4-6 NH - BV3 �,,�o PRop� Scale: 0.2512 <j,/ .‘r/gar.CJ� INE �0/�, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t• c 92.OPE S•^' Truss: BV3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .' 3.Additional temporary bracingto Insure stability duringconstruction 2.Design assumes the topand bosom chords to be laterallybraced at DES. BY: LJ �° ry ty Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DATE: 9/8/2014 the overall structure is the responsibility of the building designer.ner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.2z Impact bridging or lateral bracing required where shown++ ;A CC- SEQ. : 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - -�� A OREGON 6052951 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, / -tel t r ��a `V TRANS I D• 407654 design loads be applied to any component. and are for"dry condition"of use. I et' 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 Q 1 4 p �.' fabrication,handling,shipment and Installation of components, necessary. p r-, t 'I?) 6.This design is furnished subject to the limitations set forth by 8.Plates shall assumes located adequat e fa ceslof truss,and placed so their center f'1., 1-�'(} I 1111111111111111111111111111111111 k CA nwhich BCSI,copies of request. TSUSAlnG/COpGTru9 Software 7.6.6(1L)E lines coincide with joiM center lines. DigitsindatefpIinches.. sic connector led design values see ESR-1311,ESR-1888(MiTeq EXPIRES:12/31/2015 II This IFdIC LUMBesign pER-Brepared from computer input by IIIIIIIIIIIIC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTA BC: 2x4 KDDF &BTR SPACED 24.0' O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 42.0LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -69/ 286V -7/ 47H 5.50' 0.46 KDDF ( 625) PSF 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,g20HS,M18HS,M16 MiTek MT series LIMITED EMENTSAOF IBCS2012 IRC NOT BEINGAMET. ICOND. 2: Design checked for net(-5 nsfl uplift et 24 "oc specina.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 TO PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097' MAX TO 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" @ I'- 10.9• MAX HORIZ, TL DEFL = 0.000" @ 1'- 10.9" 1 11 11doesn notEexceedn19% atetime lu ofmanufacture re . 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=1.8, Truss designed for wind loads in the plane of the truss only. 0 v, of- 0 M-3x4 J. y 1, 1-00 (PROVIDE FULL NEARING (ts:2.3.41 8-00 (Gr"O P R OFA JOB NAME: POLYGON 4-6 NH - BJ1 Scale: 0.6001 ��'� )NQ WARNINGS: GENERAL NOTES,unless otherwise noted: �" o J�o®.PE r 1.Bulkier and erection contractor r should be advised of as General Notes 1.buildingThis pin component.Apps based licaubility ofn the parameters shown and dealgn parameters and l Istor peer individual Truss" BJ and Warnings before construction racing commences. Incorporation of component le the responsibility of the building designer. • 2.2x4 compression to alon web naval be Installed where shown+. 2.Design assumes the top and bottom chords to be laterety braced at •g, 3.Additional temporary bracing to insure stability during construction 2 o.c,ed at 10'o.e.respectively unless braced throughout their lengthby • ' DES. BY LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(ISC). �� OREGON t DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `i/ 4.No load should be applied to any component until after all bracing ed 4.5.Design assumes trusses are to beon of truss is the usedInthe a non-cective contractor.orrosive ive a vironment, / ;_A " 1 -Z ..... SEQ. : 6052952 fasteners are complete ed et no time should any beds greater than and ere for"dry condition"of use. Q design loads be appoed to any component. 6.Design assumes Poli bearing at all supports shown.Shim or wedge It i '� TRANS I D: 407 654 5.CompuTrus has no control over and assumes no responsibility for the necessary. PFR R f y` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ished upon 1111111 IN 11111111 11111111111111111 TPI/WTCA in BCSI,copies of USA,Inc./CompuTrus(Software 7.6.6(1 L)-E request. 9.Digits 6 lines coincide cannector plate design inches. see ESR-1311,ESR-1988(MITeIQ EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IC: 2x4 KDDF CATION TRUSS SPAN 8'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2.4o(OF/Cq=1.00 BC: 2x4 KDDF N16BTR 1.2=( 0) 50 2.4=(0) 0 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 2.3=(-59) 61 BC LATERAL SUPPORT <= 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. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: 8'--3' 149/ 139V 0/ OH 1.50" 0.22KDDF ( 625) C,CN,CI8,CN18 (or no prefix) CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0,10.0'9' 9( 39V 0/ OH 5.50" 0. 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 nsf) uplift at 24 "cc 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" 0 -1'- 0.0" Allowed = 0.100' NAX 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 D NOTE:Design assumes moisture content does not exceed 19% at time of manufacture" 3 Design conforms to main windforce-resisting -, system and components end 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. NIc O cm co O,, 4 INO/- O illo"- M-3x4 110.- 114 l y 1-00 (PROVIDE FULI BEARIN tts'2,a 41 8-00 y JOB NAME : POLYGON 4-B NH - BJ2 ,�� PROF`i Scale: 0.6001 � ��� `/° BJ2 WARNINGS: GENERAL NOTES,unless otherwise noted: (� '71,5/Ir(� � '6� Truss BJ 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual �' T 92®*P E r' and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the to end 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 DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. contiInuous sheathing such as plywood sheething(TC)and/or drywall(BC), e shown++ 4.No load should be appled to any component until after all bracing and 4.I stallationact bof trusstris thor e responsieral bility required the respective contractor. `'rt / SEQ. : 6052953 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, ,4 1'OREGONN A. TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. r 5.CompuTme has no control over and assumes no responsibility for the 8.Design assumes lull bearing at as supports shown.Shim or wedge if Q 1 4 '/(. ty` fabrication,handnng,shipment and installation of components. necessary. 4'_ 8.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. M�r.,, + ` I 11111 11111 11111 III I 1111 11111 1110 1111 III TPIANTCA In BCSI,copies of which will be furnished upon quest. 8.linesecolndde with joint center linesB awea,end placed so their center c t( M4 MITak USA,Ina/CompuTrus Software 7.6,6(1 L)-E es. 10.For G. ibasits c connector icate size oplate desiglate in n values see ESR-1311,ESR-1886(ufiTek) 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 4WR/DDFICRc1.00 TC:: 2x4 KDDF LUMBERSPECIFICATIONS1-2=( 0) 50 2.40(0) 0 DDF N16BTA LOAD DURATION INCREASE = 1.15 2.3=03) 73 BC: 2x4 KDDF A16BTR SPACED 24.0' O.C. 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 BAD REQUIRED WIG AREA 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' -491 422V -22/ 108H 5.50' 0.67 KDDF ( 625) 5'- 10.9' -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 82V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,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 Deft uplift at 24 ' c soaCinu. flEOUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 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 TLMAXELL DEFL = 0.000' @ 0'- 0.0' Allowed = 0,078' 5-11-11 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105' MAX TC PANEL LL DEFL = 0.088' @ 3'- 2.2' Allowed = 0.395' f '1 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = -0.000' @ 5'• 10.9' 6.00 -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /414 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TOOL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Nr Truss designed for wind loads o in the plane of the truss only. m ro o� v Ili ►II4 0 M-3x4 y J, 1-00 (PROVIDE FULL BEARING'Jts:2.3.4I 8-00 c,c PR04-, JOB NAME: POLYGON 4-B NH - BJ3 Sala: G,575i 5J5 , WARNINGS: GENERAL NOTES,unless otherwise noted0 92 II PE t' 1.Builder and erection contractor should be advised of as General Notes 1.Thisddesign Is based Applicabilityhe of parameters algeter shown n and is ffoorp aen individual Truss: BJ 304 and Warnings before construction commences. incorporation of component is the responalbiaty of the building designer. armm� • 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ` ,ps 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.e.respectively unless braced throughout their length by /'.;' DES" BY: W Is the responsibl8y of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �REGdN a �, DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t o SEQ 4.No load should be applied to any component until after all bracing and 5.Installation assumes trussess is s are to be used inlity of to the corespecci lve ve contractor.environment, 4/ J� ZOO 1�!,F- S E Q. : 60529 54 d fasteners are complete and at no time should any bads greater than end are for"dry full bearing of use. 1'4 �� ts design bade be applied to any component. 8.Design assumes full bearing et all supports shown.Shim or wedge If TRANS I D: 407654 5.CompuTrus he no control over and assumes no responsibility for the necessary. MFR R 1 t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. S.This design is in SCSI,copies of which will Irritations set n rth request. S fines Mates shall eelocated wlth joint on both meas of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII(III(III MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E O. basic connector plate design Inches. see ESR-1311,ESR-1988(MITek) EXPIRES:12/3112015 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF TRUSS SPAN 8'• 0.0" BC: 2x4 KDDF C16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC LATERAL SUPPORT <_ SPACED 24.0" O.C. 1.2=( 0) 50 2.4=(0) 0 ING BC LATERAL SUPPORT <_ 12'OC. UON. 2-3.(-127) 92 12"OC. UON. LL( 25.0)+DL( 7.0)LONDTOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS0'. 0.0 -58/ 480V -29/AC 139H 5.50" 0.77N KDDFP(C625) Connector plate prefix designators: C,nnectorCpl8 (or no prefix) =dCesignators: Inc LL = 25 PSF Ground Snow (Pg) 7' 1.7" 4/ 2218VV 0/ OH 5.50" 0.16 KDDF ( 625) M,M20HS,M18HS,816 = MiTek MT series 7'• 11 7" g4 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL /checked 0/ OH 1.50" 0.35 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, !COND. 2: Design for net(-5 osfl uplift at 24 "oc soacing,1 D BOTBOTTOM OMTCHORDHCHECKED KIDEFOR ORA1OPSF LIVE VE•LOAD. TOPTLY. VERTICAL DEFLECTION LIMITS: - 0.0" Allowedlo = 0.100"ed80 MAXTOP LL DEFL = 0.003" @ -1'- 0.0" MAX TL CREEP DEFL = -0.003" p .1'- 0.0" Allowed = 0.13333" 7-11-11 MAX TC PANEL LL DEFL = 0.270' @ 4'- 9.1" Allowed = 0.544" MAX IC PANEL TL DEFL = •0.353' @ 4'• 5.9' Allowed = 0.817" 12 MAX HORIZ. LL DEFL = -0.001' P 7'• 10.9" 6.00 -- MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" rof 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.e, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads o`r in the plane of the truss only. 4 m o,- 4 ice, 9,--- �111111111111111111111111111111111111111111111111........ -,.. o o....41M-3x4 4-� 1-00 •0) ID U_ :_:;I Q'Jts: 3 8-00 JOB NAME: POLYGON 4-B NH - BJ4 �,)D IPN 6:; ir WARNINGS: Scale: 0.5376 (�7^ Truss• BJ 4 1.Builder and erection contractor should be advised of all General Notes 1.GENERAL NOTES,selene otherwise the parameters a ad: �~� �/J i/y s/�� and Warnings before construction commences. This design IS based only upon the design ar shown and Is for an Individual !,44 ( / 2.2x4 compression web bracing must be Installed where shown., Incorporationbdlotcomponentent. ppIsithereeponeldpty of the bonding designer. r o �P E. r 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 DATE: :9/8/2014 is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'do.respectively unless braced throughout their length by the overall structure Is the responsibility of the building designer. 11111."- continppuous sheathing such as 1an �.4 S E Q. : 6052955 4.No load should be applied to any component until after all bracing and 4.Installation act boftruss or lateral Is the responsibility required threspectvecontraor cI C) EG TRANS 6 0: 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, • 407654 design loads be applied to any component end are for"dry condition"of use. 77xAt 'QRE•GON (j 5.CompuTrus has no control over and assumes no responsibility for the �` 6.Design assumes fug bearing at all supports shown.Shim or wedge If � fabrication,handing,shipment and installation of components. necessary. ✓,© '�� .�4 2�� T� I III VIII VIII IIID ILII VIII VIII IIII IIII 6.This design Is furnished subject to the Initaoons set forth by 7.Plates assumes be located eded o ne othifec a tol ose, TPINYTCA In SCSI,copies of which will be furnished upon request. 9.Mese coincide ticenter hliv ss of truss,and placed so their center t {� I�`„ MITek USA,Inc./CompuTfus Software 7,6.6(10-E 910.Forlts basic connete ctoe rplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 ThisIFdesign prER-eparedBC from computer input by PAC IIIIIIIIIIIIII IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 8'- 0.0" 1-MB( 0) 50 4W8!DO) 0 LUMBERSPECIFICATIONSKDDLOAD DURATION INCREASE = 1.15 2.2=(•170) 116 TC: 2x4 KDDF d16BTR SPACED 24.0" O.C. 2-3=(.170) 0 BC: 2x4 KDDF N16BTR LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DLD 7.N) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL .ON0 BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF O'. O,S• 441 449V 311 IONS SIZE' 0.72 KD(S ( IES) OVERHANGS: 12.0" 23.7" 7�. g,2' 0/ 101V 01 OH 5.50' 0.16 KOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 19.2' -212/ 0V 0/ OH 5.50" 0. 6 KDDF ( 625) C,CN,CI8,C18 (or no prefix) = CompuTrus, Inc LIMITEDISTORAGES IBCBCS 012 ANDLY CU2 T2 NOT BENIAL M,M2OHS,M18HS,M16 = NiTek MT series REQUIREMENTS OF 2012NOAND IRC 2012TNOT BEING MET. CONE. 2: pass n checked or net -5 .sf u lift at 24 'on s'ac VERTICAL DEFLECTION LIMITS: L1=11240, TL=11180 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 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. 8 9'- 11.7• Allowed = 0.283" MAX TO PANEL TL DEFL = •0.353• @ 4'- 5.9" Allowed = 0.817' MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mphLBAS (All Heights), Enclosed, Ca .2 Exp , MWFRS(Dir), load duration factor=1.6, •mro Truss designed for wind loads in the plane of the truss only. in c') 0 oL5► M-3x4 1-00 0 ., 8-00 1-11-11 ((' ,,R1~O, PR OFF S �INS /p JOB NAME: POLYGON 4-B NH - BJ5 Scale: 0.4665 a !!8Eit7 'yy GENERAL NOTES,unless otherwise noted: ... .. WARNINGS: ,�" building component. abiey of design parameters and proper 1.Builder and erection contractor should be advised of all General Toles 7.This design is based only upon the parameters shown and la foranindividual and Warnings before construction commences. Incorporation of component is the design of the building designer. 1-- Truss: BJ 5 2.2x4 compression web bredng must 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.and at 10'o.c.respectively unless braced throughout theirhlength)Y OREGON 1,,, � ,809111.1W Is the responsibility of the erector.Additional permanent bracing of continuous sheathingesuch as plywood shhehIng(re)shown+ (BB DES" BY: 8/ the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required 44- S EQ DATE: 9/8/2014 60 2 9 5 4.No bad should be appeed to any component until after 9 bracing and 4.Installation of 5.Design assumes ss is the trus es are to be used in anon-corrosivevernlronment, /6 4}* 1 A Q 9.- TRANS S E Q. ; 6052956 fasteners are complete and at no time should any bade reeler than end are for"dry condition"of use. f design loads be applied to any component.assumesnt. 8.Design assume full bearing at all supports shown.Shim or wedge if RIO- 8. `�� TRANS I D' 407654 5.Comp tlOn,has no control over and no responsibility for the 7 Design a sumes ads uate drainage is provided. 11 • fabrication,handling,shipment and installation of components. q 8.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center v IIIb VIII VIII IIIb 1111 MTITek SA,InPI/WTCA inI,copies of 7.6.6(1 L)-E request.ch will be furnished upon 5.O,Forrpiete design value see ESR-1311.ESR-1988(MITek) EPIRES:12/31/2015 1111111 VIII VIII IIIIi l limlill This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC IC: 2x4 KDDF g1$BTA TRUSS SPAN 2'- 0.0" U: 2x4 ECIF CATION LOAD DURATION INCREASE'- 1.15 IBC,2012 MAX MEMBER FORCES 4WR/D0F/Cq=1,00 TC LATERAL SUPPORT <_ SPACED DING O.C. 1.2=( 0) 50 2.4=(0) 0 BC LATERAL SUPPORT <_ 12"OC. VON. - 12'OC. UON. LOADING 2.3=(-50) 15 OVERHANGS: 1RT LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 0.0' DL ON BOTTOM CHORD = 10.0 PSF OCATIOG MAX VERT MAX HORZ SIG REQUIRED.IN. SPG(SPECIES)ES VHAS plate prefix.0' designators: TOTAL LOAD = 42.0 PSF LOCATIONS'- REACTIONS REACTIONS4SIZE 0.48 C,CN,C18,CN18 (or no prefix) 0'• 0.0" -76/ 301V -7/ 47H 5.50" 0.48 KDF ( 625 ConnectorCnpae MiTekdMatseorssu7rus, Inc LL = 25 PSF Ground Snow (Pg) 1'• 1.7' -29/ 42V 0/ OH 5.50' 0.04 IMF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 • 11.7' -18/ 42V 0/ OH 1.50' 0.07 IMF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CrND resit vie ,e o n t - f l f a 4 °.c s :c OM D KEOR 1-11-11 BOTBOTTOMTCHORDHCHECKIDEFORAIOPSF LIVE LOADVE-LOAD.NON-CONCURRENTLY.. VERTICALMAX DEFLECTION LIMITS: . 0.0" Allowedlo = 0.133" ed80 TOP LL DEFL 0.003" @ -1'- 0.0' MAX TL CREEP DEFL = -0.003' @ -1'- 0,0' Allowed = 0.133' 12 MAX BC PANEL LL DEFL = 0,001' @ 1'- 0.1" Allowed = 0.050' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0,067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9• 6.00 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 factsr=1.6, '' Truss designed for wind loads o in the plane of the truss only, 0/- 0 ' 111 o 2►�� 4►�1 M-3x4 1-00 2-00 '10V 0 ULL : .1 G' ts' 4 3 OD PRpFF JOB NAME: POLYGON 4-B NH - SJ1 WARNINGS: Scale: 0.7112 Truss• SJ 1 1.Builder and erection contractor should be advised of alt General Notes GENERAL NOTES,unless upon the parameters shown and is for an se noted: Gh V 9/e e v�� and Warnings before construction commences. building cThis omp nen.n is based Applicability of design parameters end proper /r C9 �N 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer.individual (,� �5 tq. DES. BY: LJ 3.Additional temporary bracing to insure stability during constructionDesign assumes the top and bottom chorda to be laterally braced atG,,P Aii DATE: Is the responsibility of the erector.Additional permanent bracing of 2.Deal 9 8 201 4 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by the overall structure is the responsibility of the building designer. continuous sheathing such as Q S E Q• : 6052958 4.No load should be applied to any component until atter all Merin and 3.2x Impact bodging or lateral bracing d sheathing(TC) uired respective where shown and/or eC). -,,dr'r-0, , , p 1. TRANS Q : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Incnon-corrosive environment, Installation4. of truss is the responsibility of the respective contractor. ;� I D: 407654 design loads ba eppped to any component „6.OREGON 5.CompuTrue has no control over and assumes no responsibility for the and gn asre sumes full bearing at all supports shown.Shim or wedge if -tel b fabrication,handling,shipment and Installation of components. 6.Design s p e. !© '1.. 14 0�'� ,4 IIIIIIIVIIIVIIIVIIIVIIIVIIIVIIIIIIIIIII sMTe SATPIANTCA inlnc./C copies of which will tweefure r6.61Lupon E�request, e lines oi�dde8.Plates shall elocated on swith ajoint centerlines. i faces in hes7.Design assumes adequate drainage lof osis�andpkcedsotheircenter FARI;L� e�P ( ) 10.For basic connector plate design values ass ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 This FIC LUdesignMBpER-Brepared from computer input by C IIIIIIIIIIIIII IBC 2012 MAX MEMB2R(FORCES 50 2w4r(0)IOQ_1.00 TRUSS SPAN 3'- 11.7' 2.E=(-69) 30 TCMBER 4PKCIFICATIONS LOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF A1BTR BC: 2x4 KDDF 91& SPACED 24.0" O.C.BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.N) BN TOM CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 9.2" -3/ 36V 141 OH 5.50' 0.10 KDDF ( 625) 3 TOTAL LOAD = 42.0 PSF 1'- 9.2" 220V 4) 77HH 51,50' 0.52 KDDF KDDF ( 625) OVERHANGS: 1p.e" g.a' 3'- 11.7' -44/ 94V 01 LL = 25 PSF Ground Snow (Pg) s„c I. Connector plate prefix designators: ,, ,e. .t Ate ,ed o e - °s u.l ft a C,CN,CI6,CN16 (or no prefix) = CompuTrus, Inc 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0 M,M20HS,M18HS,M16 = MiTek MT series 6.00[7VERTICAL DEFLECTION LIMITS: LL=LJ240, TL=L1160 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = •0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.050° MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1" Allowed = 0.067" MAX HORIZ, TL DEFL = -0.000' 0 3'- 10.9' NOTE:Design assumes moisture content dues '' not exceed 19e 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 77-10, o (All Heights), Enclosed, Cat.2, Exp.B, )r load duration factor=l.6, "t Truss designed for wind loads in the plane of the truss only. m o v c' ��� 41691 0 M-3x4 1-00 2-00 1.11.11 ':0 )_ B ,.' s'2 3 �,�,o PROFF�, 4-B NH - SJ2 Scale: 0.8279 tfNEfit9,51/ g04.� JOB NAME: POLYGON ��' 2..PE �' GENERAL NOTES,unless otherwise noted: WARNINGS: d .Bulkie buildingon the rs hown and is for an onat component.ocomponent is th responsibility pn parameters and des 1.endand areseor oconredor on be ncof all 6enaral Notes 1' ng oot eAp kala lheofdpram the building designer.and Warningsron we brads coon commences. shownt ',�, , 2.Design assumes the top and bottom chords to be laterally braced a Truss: SJ 2 2.2x4 a resp temporary web bracing er to Insurmust e denarychinstalled ords construction 2'o.c.end at 10'o.c.respectively unless braced throughout or heir lengthb y OREGON �� 3.la the nal (a DES. BY: LJ b the responsibility of the erector.Additional permanent bracing of continuous sheathing lateraluasra�dnaaaegWeed where shown*+� the overall structure Is the responsibility of the building designer. 3.2x Impact bridging �Ll �� 1 �b� -}- 5.Designpassumes trusses are to be used Inc noncorrosive environment, DATE: 9/8/2014 4.No load should be applied to any component until alter as bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than and are for"dry condition"of use. Orly y, k S E Q. : 6052959 design loads be applied to any component 6.Design assumes bearing at all supports shown.Shim or wedge If C rl rk VO TRANS I D: 407654 5.CompuTrusio,has no handling, pl over end nssumes no reomponents for the 7 DDee ign necessa umes adequate drainage is rovided. fa isce ig,is farmsshipmentc to theInstallation Initations set of components. 6.This CA in SCSI,copies of which will ho fumlahedforth by 0.Plates shall be ul+o request 9. Digits Ind set slzelood on fnt coo both anes..feces o�b�s,and placed so their center EXPIRES:12/311201.5 I 111111 VIII VIII VIII 11111 VIII VIII IIII II MiTelt USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-Iger pdITeYJ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER ICATIONS SPECIF LU: 2x4 ECIF C1TIOR TRUSS SPAN 5'- 11.7" BC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FOR 2-4c0W /D0q=1.00 SPACED 24.0" O.C. 2-3=( 2)) 50 2-4=((0)) 0 TC LATERAL SUPPORT <= 12'OC. UON. 2-3=(•102) 47 BC LATERAL SUPPORT <= 12'OC. UON. LOADINQ LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA OVERHANGS: 12.0° 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN.Connector plate prefix designators: LL TOTAL LOAD = 42.0 PBF 0'- 0.0' -50/ 311V -22/ 108H 5.50" 0.50 KEW ( 625 (SPECIES ) Connec 8,CN18 (or no prefix) = CompuTrus, Inc 25 PSF Ground Snow (Pg) 1'- 9.2' 46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) M,M20HS,MiBHS,M18 = MiTek MT series 5'- 11.7' -68/ 144V 0/ OH 1.50" 0.23 KODF ( 625) 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 WI uplift at 24 'on spacing,( 12 BOTBOTTOM OMTCHORD DHCHECKIDEFORORA1OPSF LIVE•LOADIVE LOAD. TTOP OPTLY. VERTICALMAX DEFLECTION LIMITS: - 0.040, llowed80 6.00 EP DEFL = 0.002" @ -1'- 0,0" Allowed = 0.100' MAX TL CREEP DEFL •0.003" @ •1'- 0.0' Allowed = 0,13333" 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" NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. a Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), ro load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co Of- 4 IriO O ►1 4�-�� - M-3x4 - y y 1-00 2-00 3-11-11 y (PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : POLYGON 4-B NH - SJ3 �,�a RRo�� Scale: 0.6611 ,,,, t,'/!s// cs�Q WARNINGS: GENERAL NOTES,unless otherwise noted: ��// !L 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual kr and Warnings before construction commences. building component.Applicability of design parameters and proper � �:PE Truss: SJ 3 2.2x4 compression web bredng must be installed where shown+• Incorporation of component is the responsibility of the building designer. DES• BY: L,1 3.Additional temporary bredng to Insure stability during construction • 2.Design assumes the top and bottom chords to be laterally braced at / DATE: 9/8/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length b y , the overall structure Is the responsibility of the building designer. 4/411116."-- continuous sheathing such as plywood sheathing(TC)and/or drywell(SC. 4/r SEQ. : 6052960 4.Na load should be applied to any component until after all bracingand 4.Installationsot bridging or laterale bracing responsibility of the where shown++ fasteners are complete and at no time should any bads greater tan 5.Design asumesof strrusss tes are to be used In a noncorrosive environment, _ id_OREGON ` � TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. vl ^t✓ 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes NII bearing at all supports shown.Shim or wedge if L/a "�}�' 1 4 2-, .1- fabrication,handling,shipment end installation of components. necessary. I II 11111 VIII 11111 11111 11111 VIII(III(III S.This design Is furnished subject to the Imitations set forth by 7.Designlatesassumes caadequatedon otc drainage is rovls.and �dYy�[+. t {y TPINYTCA In BOB],copies of which will be furnished upon request, 9.Ones coincide with Joincenter both �Ines.of truss, pieced so their center "C t„y MITek USA,InC./COmpUTTue Software 7.6.6(114-E 1a0.For basiigits c connector plate desie In gn values see ESR-131 1,ESR-1998(Welt) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIII�I PACIFIC LUMBER-8C IBC 2012 MAX MEMBER FORCES 4WRIODFICq=1,00 TRUSS SPAN 6'- 9.2' 022( 0) 36 B.R:(ORC) 57 R/DDF/Cq= 152 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2:(•80 72 IC: 2x4 KDDF &BTR SPACED 24.0' O.C. 2-3=1 0) 0 BC: 2x4 KDDF #1&BTR WEBS: 2x4 KDDF STAND 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 : BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD ° 42.0 PSF 0'- 0.0" -79) 425V -281 86H 5.50' 0.68 KDDF ( 625) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 6'- 9.2" -321 276V 01 OH 5.50" 0.44 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Desian checked for net(•5 pen uplift at 24 'oc spacing.) C,CN,CI8,CN18 (Sr no prefix) = CompuTrus, Inc flEOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 M,)120HS,M18HS,M18 MiTek MT series 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 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 3 MAX TC PANEL Ti DEFL = -0.161" @ 3'- 5.3' Allowed : 0.580' MAX HORIZ. LL DEFL = 0.000' @ 8'- 5.5" MAX HORIZ. TL DEFL : 0.000" @ 6'- 5.5' 12 4.00 G," NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1"5x3 4 Dsystem andfcomponentsiandicladdingrcriteria. Wind: 140 mph, h:20"aft, TCDL=4.2,BCOL:6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1111 load duration factor=l,8, Truss designed for wind loads in the plane of the truss only. 0 N 1 CI 00005 co 0 2� M-3x4 M 1"5x3 J. 1' 6-05-08 0-03-12 y J, y 6.09-04 1-00 O PROEM, rs JOB NAME : POLYGON 4-6 NH - Cl Scale: 0.5738 /':„,„ gll °�-�. GENERAL NOTES,unless otherwise noted: t / =92!0 PE. t' WARNINGS: This upon the 1.Builder and erection contractor should be advised of e8 General Notes 1.building g componentponent Applicability of parameters parameters and proper an individual Truss: Cl and Warnings before construction commences. Incorporation of component is the responsibilityrof the bonding designer. A� 2.204 compression web bradng must be Instated where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to insure stability during construction 2•o.0.and at 10'a.c.respectively unless braced throughout their length by l'. DT" BY: 8J Is thetheoverall astructure tr cur oftheerecto.Addoftl permanent bracing of continuous sheathing such as plywood sheathing(TC)endlor drywall(BO). OREGON �'(C!� of the DATE: 9/8/2014 e adshouldd be Is the responsibilityny until after allalbradn and 4.Installation of act trues Is lateral the responsibility of the ired where spective ontractor. 4.No should an to any componentg 5.Design assumes trusses are to be used in a non-corrosive environment, fasteners are complete and at no time should any loads greeter than and ere for"dry of use. �� ��� 1.4. ��� S E Q. : 6052961 design loads be applied to any component. S.Design assumes condition"bearing at all supports shown.Shim or wedge if 4104 4 R i t TRANS I D: 407654 5.C has no control over and assumes no responsibility for the necessary. • fabdca0on,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center lines colndde with joint 1111111 INT VIII IIIA VIII 1111 IIII TPIIWUCA In SCSI,copies of which will be furnished upon request 10.For basic coo edorople enter In values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/201.5 MiTek USA,InalCompuTrus Software 7.8.8(1 L)-E IL Digits IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IC: 2x4 KDDF RTA TRUSS SPAN e'- 9.2" BC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 43-5e)-/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0' 0.C. 1.2=( 0) 36 2.5=(-42) 57 3-5=(-210) 155 2-3=(-88) 75 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=( -7) 3 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M•1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 6'- 9.2' -32/ 277V 20/ 87H 5.50" 0.68 KDDF 5.50' 0.44 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONQ. 2: pesian checked for net(-5 oaf) uplift at 24 "on sgacina.I C,CN,CI8,CNI8 (or no prefix) = ries rue, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ •1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ •1'- 0.0" Allowed = 0.133' 6-05-08 0-03-12 MAX IC PANEL TL DEFL = -0.159' @ 3'- 5,3" Allowed = 0.580' 12 4.00 G"- MAX HORIZ. TL DEFL = 0.000' @ 6'- 5,5" NOTE:Design assumes moisture content does M-1.5x3 not exceed 19% at time of manufacture. 3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. O eU u7 , f • 0 X5 -/ M-3x4 M-1.5x3 y y /, y y 6-05-08 0-03-12 1-00 6-09-04 y JOB NAME : POLYGON 4-B NH - Cl GE ����0 PRp Scale: 0.5738 17/g// �/tr_ �/O WARNINGS: GENERAL NOTES,unless otherwise noted: j (j"4 �i Truss: Cl GE 1.Builder end erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters end proper PE r 2.2u4 compression web brectng 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 at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout theirInQCby �v _ �rersair. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required and/or d (lie Ara^"" SEQ. : 6052962 4.No load should be a any component3.2x Impact bridging or lateral bracing required where shown++ -• fasteners are complete al no time should any beds greeter than d 5.Design assumes of trusses are fo be used of a noncorrosive environment, - yam A �� N TRANS I D: 407654 design loads be applied to any component. end are for"dry condition"of use. '7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �� �' 1.� Z,OR �'•� fabrication,handling,shipment and Installation of components. necessary. n p LA- 7. ilti n is furnished subject to the limitations set forth 8. lates all be located on eir center BCSI 11111 VIII VIII VIII VIII IIID VIII ILII ILII 6 TPINVfThis G11n nc./C mpuTfopies ofus Softwareich will 7.6,6(1 L)E�furnished upon request. 10.Design r coincide connector size roint centere Ines.th lues �seetrussESR-13111,ESRaced so,1898(MLTs �n n I MITek USA,Inc/ComO.Digits Indicate size of plate In inches. W EXPIRES:12/31/2015 This design prepared from computer input by 11E1111111This LUMBER-BC TRUSS SPAN 5'- 3.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=1 0) 36 2.5=(-33) 36 3.5=(-160) 124 BC: 2x4 KDDF N18BTA SPACED 24.0' O.C. BC: 2x4 KDDF A16BTfl 2.3=3-4.(-67) 47 0) 0 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CLOBEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD D = 42.0 PSF 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'. 0.0' -74/ 369V -21/ 67H 5.50' 0.59 KDDF ( 625) OVERHANGS:. 12.0' 0•Q" LL = 25 PSF Ground Snow (Pg) 5'- 3.2' -241 212V 0/ OH 5.50" 0.34 KDDF ( 625) Connector plate prefix designators: ICOND. 2: Desi checked for nett-5 Qsfl uplift at 24 'oc soecinQ•I C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.040' @ 2'- 10.2' Allowed = 0.281• 4-11-08 0-03-12 3MAX TC PANEL TL DEFL = •0.045" @ 2'- 8.2' Allowed = 0.421' MAX HORIZ. LL DEFL 0.000' @ 4'• 11.5' 12 MAX HORIZ. TL DEFL = 0.000" @ 4'• 11.5' 4.00 v NOTE:Oesign 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=8.0, 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 L f co 1110-1 �5 '-/ O� 2►� 0 M-3x4 M-1.5x3 1, ), 4-11-08 0-03-12 ; ), y 1-00 5-03-04 Q\tDP R Opt JOB NAME: POLYGON 4-B NH - C2 Seale: 0.6026 w .ce�lg%! 0 9 WARNINGS: �' =aaa GENERAL NOTES,unless otherwise noted: Z 0.PE r 1.anWarningsennbe erection construction con be advised of all General Notes 1•This ilding(component.Applicability of designtparameterssand p proper individual Truss: C2 and mpresbefore construction commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top end bosom chords to be laterally braced at �a 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaliC). �" 111 OREGON D Cr DATE: 9/8/2014 the overall structure is the responsbitty of the building designer. 3.2x Impactlbridging or lateral bracing required where shown++ ke 4.No eed should be an to any component should after all bracingaand 5.Design asson umf ees Is trusses are to be used in of a non-corrosivcontractor. envirroonment, ��: J y" y 4 �,CG��'{-. SEQ. : 6052963 fasteners are complete and at no time should any beds greater than and are for"dry condition"of use. design loads be applied to any component a.Design assumes tali bearing at all supports shown.Shim or wedge if � �.` ` TRANS ID: 407654 5.CompuTrus has no control over and assumes no res Pneldety Corti e 7.Deafens lianas adequate drainage is provided. bar fabrication,handling,shipment and Installation of components. y 8.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 111111 11111 1111111111 111 VIII VIII IIII II MITe LISA,Inc./CompuTrusSCSIiSoftware 7.6.6(1 L))--E request. ,a lFoeih sicciconnectoroplate design values see ESR-1311,ESR-1 see(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF g16BTR TRUSS SPAN 5'- 3.2" BC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24,0" O.C, 1.2=( 0) 36 2.5=(•33) 36 3.5=(•161) 127 2.3=(-70) 50 TC LATERAL SUPPORT <= 12'0C, UON. LOADING 3-4=( •7) 3 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 0'• 0.0" 72/ 368V -21/ 68H 5.50" 0.59 KDDF ( 825) Vertical members (Uon). 5'- 3.2" -25/ 213V 0/ OH 5.50' 0.34 KDDF ( 625) LIMITED REQUIREMENTSGE OFIBCSNOT 20112 ANDLY IRCUE TO THE 2012 NOT BEING MET. Connector plate prefix designators: OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0,( Connect8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 M,M20HS,M18HS,(or = MiTekprMT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL 0.002" @ -1'• 0,0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 3-�2 MAX TO PANEL LL DEFL = 0,039" @ 2'- 10.2' Allowed = 0,281' 4-11-08 0 MAX TC PANEL TL DEFL = -0.044' @ 2'- 8.2' Allowed 0.421" 12 4.00 2 MAX HORIZ. LL DEFL = 0,000" @ 4'- 11,5" MAX HORIZ. TL DEFL = 0,000" @ 4'- 11.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=loft, TCDL=4.2,BCDL=6,0, ASCE 7.10, Li n (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 CV V1 r/- cq -- 1I O� I O x5 M-3x4 M-1"5x3 y b y y 4-11-08 0-03-12 1-00 5-03-04 y JOB NAME : POLYGON 4-6 NH - C2 GE R,,r.n PRo��' Scale: 0,6026 t J�1i��4 sj0 WARNINGS: GENERAL NOTES,unless otherwise noted: (,V ,�y3 �Ji 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual and Warnings before construction commences, building component.Applicability of design parameters and proper 7920$PE $_PE f Truss: C 2 G E 2.7x4 compression web brednp 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 top and bottom chords to be laterally braced at DATE 9 Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.much a respectively unless braced throughout their length by /8/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywail(8C). SEQ. : 6052964 4.No load should be applied to any component until after all bracing and 4.Installataction of truss is the or eresponsiral bility of the ired espectve contractor, 4 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, �� �OREGON TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. '9d tx 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 ''� '7 1 4 !l-o� ��� febdcatlon,handling,shipment and Installation of components. necessary, ,1 9.This design is furnished subject to the limitations set forth 7.8. 'IslesDesigshall be located on assumes adequate drainage is provided. ill b`i �, d so their center IIIIII 10011110111111111 III VIII IIID VIII VIII VIII IIII 1111 TPIAM CA In BCSI,copPuT 9 SoftWeres of which will be furnished 7.6.6(1 L)E request. tU.DFm beak cafe s erof plae bion inchelueh faces s see ESR-3ttruss,and utre ESR-1888(MITek) C r l n MITek USA,Inc./Com 9 lines Indicate size of plate In Inches. EXPIRES.12/31/2015 ., 1, --, MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL12-211_UPPER Fax 916/676-1909 POLYGON 4ABC 11/2012 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R35370856 thru R35370860 My license renewal date for the state of Oregon is June 30,2014. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 1 4 fiR S.TSN Digital Signature EXPIRATION DATE:06/30/14 I October 26,2012 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 4 Mile MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 2-21 1_UPPER Fax 916/676-1909 POLYGON 4ABC 11/2012 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R35370856 thru R35370860 My license renewal date for the state of Washington is August 1,2014. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. .45i.S.Ttyr, qP ti WAS;1 t 4 L" ;, dr t itioy i October 26,2012 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. S Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 PL12-211_UPPER FG FLOOR TRUSS 1 1 R35370856 Pacific Lumber&Truss Co.,Hillsboro,Ore Job Reference(optional) 7.250 s Aug 25 2011 MTek Industries,Inc. Fri Oct 26 10:06:30 2012 Page 1 ID:Fz9QzgfpnlT1tgjap2TkUryPYh_ITFUeM2nJD7JzVh5RtMDdGrkHxontoJdkfZUIQyPYRd 1 1-0-0 I 11-0-12 I I 1-2-0 I 10-10-0 1 Scale=7:36.3 1.503 II 7.503 II 1.553 II 1.503 I I 1.5X3 II 1.553 II 1.503 II 1.5X3 II 3x6 FP= 1 2 3 4 5 1.5X!II 215= i/\: 6 7 6 9 10 11 72 13 14 1521 TI o o e C e 16 17 18 19 20 `rt e e 34 33 32 31 30 29 28 _ 27 26_ 24 3x8— 356— 306 FP= 3x5= 1.503 II _ _ 1.54 5P= 355 3K5 3x5— 305— 406= y5— 3x5= I ]A-12 8-11-12 12 7d-12 0-7-0 10-7-0 I 12-1010 Plate Offsets(X.Y): [1:Edae.0-1-81.[8:0-1-8.E•ge] [29:0-1-8.Edge] 2-to-0 I LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.34 28-29 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.53 28-29 >492 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:111 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E WEBS 4 X 2 DF Stud/Std end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 35=664/0-5-8 (min.0-1-8),23=990/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1265/0,3-4=-1265/0,4-5=-2252/0,5-6=-2252/0,6-7=-2969/0,7-8=-2969/0, 8-9=-3443/0,9-10=-3443/0,10-11=-3800/0,11-12=-3800/0,12-13=-3802/0, 13-14=-3802/0,14-15=-3584/0,15-16=-3584/0,16-17=-3122/0,17-18=-3122/0, 18-19=-3122/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/684,33-34=0/1788,32-33=0/2652,31-32=0/2652,30-31=0/3443,29-30=0/3443, OF S. Z jA 28-29=0/3688,27-28=0/3833,26-27=0/3721,25-26=0/3380,24-25=0/2797, Q (:', — i f, 23-24=0/1035 WEBS 2-35=-932/0,2-34=0/815,4-34=-732/0,4-33=0/650,6-33=-560/0,6-31=0/445, C 8-31=-734/0,21-23=-1410/0,21-24=0/1282,19-24=-1187/0,19-25=0/455, ``* a G 16-25=-362/0,16-26=0/285,10-29=-496/46 ?-, NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. N fyj 3{)413 <v 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � hiSTiz 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��ON kl-V,��j be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)468 lb down at 18-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard c^<(":: E'fig:f2 1)Floor:Lumber Increase=1.00,Plate Increase=1.00N.1.44 -57 Uniform Loads(plf) Vert:23-35=-5,1-22=-50j�7; Y Concentrated Loads(Ib) Vert:19=-468(F) _ -<2 E"' �� 4E S. Digital Signature EXPIRATION DATE:06/30/14 i October 26,2012 A WARNING.Verify design,psxrtxaretexs GndRt 171 T85 ON Th sADD INCLUDED ICIEtt'R12,F"' PAW.Id1'7.747E BEFORE uss. l Design valid for use only with Wel(connectors.lbs design is based only upon parameters shown,and is for an individual buildingcoca Applicability of design parameters and proper incorporation of component component. is for lateral support a yis respng onsibility to insureu of building designer con not tions designer.Bracing showne erector.Additional permanent bracing of the overall structure is the responsibility Additional of the building designer.For general guidance ce rethe gard nig of the R�T fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 IQnbe Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Greenback Lane,Suite 109 Citrus Heights,CA,95810 If Southern Pine(SP or S1 ]lumber is specified,the design values are those effete( 't/21j12 by AL or proposed rey SPE, r Job Truss o,Ore Truss Type Ply BC /2012 PL12-211_UPPER FT1 FLOOR TRUSS 22Qty 1 JobPOLYGON Reference4A(ootio11nall Parc Lumber 8:Truss Co.,Hillsbor7.250 s Aug 25 2011 Mitek Industries,Inc. Fri Oct 2610:06:31 835370657 2012 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_mgptri3Q4XFAbfGH?MtSATNtsLSTcDfmz.1JlsOyPYRc 2-0-0 i 2-0-0 11 2-0-0 1 1-5-4 ii 1-2-0 II 1-8-8 I I 1-94) I I Scale=1:37.3 1.5x3 II 3x8 FP= 3x4= 1.5x3 II 3x6= 1.583 II 1.5x3 II 3x8= 7.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 12 13 14 6 7 8 9 70 11 1 2 3 4 5• ® a\ P -\ j _ n `31 � e :III6 7c1 21 18 3x4= 3x4= 3x10= 3x8 FP 354= = 1.5x3 II 3x 17 3x5= 3x6= 3x70= 34 SP= 8-11-12 9t-479 I 7a-12 0---0 100-7-0 I 12-10-0 I 7x12 Plate Offsets(X.Y): f6:0-1-8.Edael.f20:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a Weight:99 lb FT=0%F,0%E BCDL 5.0 Code IBC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 4 X 2 DF 2400E 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 DF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 DF Stud/Std REACTIONS (lb/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=-4422/0,9-10=-4422/0, 10-11=-4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728, �,� 15-16=0/1532 �4S v'N�+SH 1-T WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,1315=-1767/0,13-16=0/1438,11-16=-1094/0, C) 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 ,_}1 ,. NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to .^ ; be attached to walls at their outer ends or restrained by other means- { 010 0, 4•(-,, tiff LOAD CASE(S) Standard ticktD PR Ore Os I i .q �R � , Digital Signature EXPIRATION DATE:06130114 J October 26,2012 e i .......... ®WARNING-Verify design puramders and READ NOTES ON TEES. INCLUDED ATM REF PAGE gt1174F73 BEFORE OSE. � Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MwTek" is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Suite 7 Greenback Lane 77 , 109 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/1PIi Quaflly Crftede,DSB-89 and BCSI Building Component 7 7 i7s Heights,CA,95610, e Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. if Southern Pine(SF or Shp)lumber is specified,the design vies are those effective 901/2012 by ALSC or proposed by SPIB, • Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 PL12-211_UPPER FT2 Floor Truss R35370858 1 1 Pacific Lumber&Truss Co.,Hillsboro,Ore Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:32 2012 Page 1 Zoo ID:Fz9QzgfDnffltgjap2muzyPYh_FsNF3242rgN1DorTZ4Ohihw4LkStLj3wCz2b0SyPYRb 1 I I 2-5-4 II 1-2-0 II 1-0-0 1 Scale=131.3 1.5x3 II 3x6= 1.54 II 3x4= 1.54 II 3xa= 1 2 3 4 5 6 7x3 II 3x6= 9x3 II 9 at 7 , 9 51 e ►- 14 354_ 13 12 11 3x8= 1.5x3 0 3x4= �- 3x8= 3x4= I 9-1-4 7-9-12 7 -12 184-041,213-01-17-_012i 44 1 18-9-3-0 I 0-1-8 Plate Offsets(X.Y): 14:0-1-8.Edgel.[12:0-1-8 Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.26 11-12 >832 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.42 11-12 >524 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.l&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=802/0-4-4 (min.0-1-8),10=802/0-4-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2872/0,3-4=-2872/0,4-5=-3464/0,5-6=-3464/0,6-7=2880/0,7-8=-2880/0 BOT CHORD 14-15=0/1721,13-14=0/3464,12-13=0/3464,11-12=0/3430,10-11=0/1723 WEBS 2-15=-1858/0,2-14=0/1242,4-14=-806/0,8-10=-1860/0,8-11=0/1248,6-11=-594/0,6-12=-229/358 NOTES ,o,R.S.TiA, 1)Unbalanced floor live loads have been considered for this design. <Z," C1WAS)WAS)/ 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ;j -•--_ } . 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks ,,R 1 to be attached to walls at their outer ends or restrained by other means. t." 1 y ,1, LOAD CASE(S) Standard -it0 -P 3k)'t fO� .4 , bISTtt 1 1.(0 PROFe ,d, r. ...!•141 �f --- / i 0. 0.. ,�� ir Digital Signature I EXPIRATION DATE;06/30/14} October 26,2012 A WARNING-Veri(fy design parameter*anti READ NOTES ON nix Al INCLUDED NaTEN R.EFRRENCE PAGE 11.7473 BEFORE firlaDesign valid for use only with Mgek connectors.This design is based onlyuponparametersr Applicability of designgsponsi shown,and isforane individual buildingicomponent. PP ity g parametersdualweb and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the B�L�■[ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek. ek. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualily Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95810 If Southern Ririe(St's or SPp)lumber is specified,the design values are those effecgyg /Ot/2ttt2 by AUL or proposed,by SPIP, • Job 2-211_UPPER Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370859 PL1FT3 Floor Truss 7 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Od 2610:06.33 2012 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-j2wdGN4gc8VugyQg6nvwFuTFP8pU4AX3Rdo8wuyPYRa 2-&U I I 2-53 I I 1-2-0 II 1-3"4 1 I Scale=1.31.0 1.503 II 3x6= ISYS II 3x4= 1.5x3 II 344= 1.5x3 II 34= 1.513 II 6 7 8 9 2 3 4 5 e I \ / 9 O c ee 172 14 13 12 11 0 304= 318= 1.533 II 314= 338= 334= 9-1-4 8 1-0 I 7-9-12 183.12 P-11-121 I 8-1 I 7512 0-7-0 0-7-0 -0-4 0-1-0 Plate Offsets(X.Y): 14:0-1-8.Edael.112:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a Weight:80 lb FT=0%F,0%E BCDL 5.0 Code IBC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Stu BOT CHORD 4 X 2 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 DF Stud/Std/Std REACTIONS (lb/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-183210,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 S.Tj NOTES 41 V�),. \ASt(I f' 1)Unbalanced floor live loads have been considered for this design. �"r, �1 4t 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks . to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '�' Ir 30496- `` des 4'.01STkR �� 31O:NrAL OD PR -\ANG N ape.Ss/ 4€ x �9 16: • c` vilf- ORE ,4 e: R s."Ct416' s Digital Signature EXPIRATION DATE 06/30/14 J October 26,2012 s t-ijit A WARNING-V. design parameters and READNOM ON TINS AND INCLUDED NUM RSPERENCE PAO8 MU-7478 BEFORE L&5E Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component k responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability lity during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 77777s Greenbackea, L ne,Suite Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. If Southern Pecs(SP or SPp)lumber is specified,the design values are those effective 601/2042 by ALC or proposed by SPWP, 4 Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 PL12-211_UPPER FT4 1 Floor Truss 1 R35370860 Pack Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:33 2012 Page 1 2-6-0ID:Fz9QzgfDnlTl tgjap2TkUzyPYh_-j2wdGN4gc8VugyQgBnvwFuTlb8td4Ay3Rdo8wuyPYRa I Seale=1:21.7 1.5=3 II 1 _ 3i4= 2 1.5x'3 II 3 A 4 5w4= 1.5x3 II �: A 6 n � l I 1 P I I I I I III I I I I �� Y I r 9 MS O _i Y n, 9346= r ,►1.543 II 3x44 = LOADING(psf) SPACING 1-7-3 LOLL 40.0 Plates crease 1 3 CSI DEFL in (loc) I/deft Lid TCDL 10.0 TC 0.18 Vert(LL) -0.07 8-9 >999 480 PLATES GRIP Lumber Increase 1.00 BC 0.30 Vert(TL) -0.12 8-9 >999 360 MT20 220/195 BCLL 0.0 Rep Stress!nor YES BCDL 5.0 Code IBC2009/TPI2007 (Ma 0.59 Horz(TL) 0.02 7 n/a n/a (Matrix) LUMBER Weight 57 lb FT=0%F,0%E TOP CHORD 4 X 2 DF No.t&Btr BRACING BOT CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 4 X 2 DF Stud/Std end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 0-4-4 except(jt=length)7=0-4-8,7=0-4-8. (lb)- Max Gray All reactions 250 lb or less at joint(s)except 10=554(LC 1),10=554(LC 1),7=554(LC 1),7=554(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-548/0,1-2=-1069/0,2-3=-1069/0,3-4=-1668/0,4-5=-1668/0 BOT CHORD 8-9=0/1619,7-8=0/1118 WEBS 5-7=-1207/0,5-8=0/594,3-9=-593/0,1-9=0/1169 NOTES 1)Non Standard bearing condition. Review required. �„aVit S.TN 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 7i/'• 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. tr I . 1 LOAD CASE(S) Standard °/ ?049,6 . ,, :4 fST)Sz x `St° rALt'`�' 1,,49P- . / ..OK Digital Signature I EXPIRATION DATE.06/30/14 J October 26,2012 ®WARNING•Vest"design pre,'zfne er,and READ NOME ON 77//6 AM F INCLUDED ItIIIEK Design valid for use only with MiTek connectors.This design is based onlyupon PAGE compone BEFORE tom. Applicability of design parameters and proper incorporation of component parametersspshown,and is forsig a individual buildingi .B component. shown is for lateral supportponen}¢responsibility of building designer-not buss designer.Bracing shown i" of individual web members only.Additional temporary bracing to insure stabilityduringconstruction b the res erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance r erector. tion,quality control,storage,delivery,erection and bracing,consult ANof th 7 Qua regarding of the Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. egarding �!"@k Quality Criteria,DSB-89 and BCSI Building Component R if Southern Plste(SP or 's (umber is ss-ai--d,the des., values are these effective 1t1/2+1t2 a-AL or, s x,''.s W PM 7777 Greenback Lane.Suite 109 Citrus Heights,CA,95610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION b 4 8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 Center plate on joint unless x,y (Drawings not to scale) Damage or Personal Injury offsets are indicated. mugDjmenSlOns are In ft-in-sixteenths. es1446, 1. Additional stability bracing for truss system,e.g. A I laces to both sides of truss 1 2 3 diagonal or X-bracing,is always required. See BCSI. pPY and fullyp embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I -1/16" 4 bracing should be considered. � •• ti? 3. Never exceed the design loading shown and never OIRalor O stack materials on inadequately braced trusses. r1 4. Provide copies of this truss' 11.1 design toh building and designer,erection supervisor,property Or all other interested parties. For 4 x 2 orientation,locate BOTTOM CHORDS plates 0- 8 7 truss.from outside 6 5 5. Cut members to bear tightly against each other. edge of 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitablyprotected from THE LEFT. the environment in accord with ANSI/TPI 1. connector plates. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT *Plate location detailsavailable In MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed at time of fabrication. . Unless expressly noted,this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: 10.Camber is a non-structural consideration and is the The first dimension is the plate camber ry otruss fabricator.ct.General practice is to camber for dead loada deflection. 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 11.Plate size,orientation to length.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 inate type,are minimum platingn and locationcidimensions. the parallel to slots. designations are as follows: 12.Lumber used shall be of the species and size,and LATERAL BRACING LOCATIONin all respects,equal to or better than that Southern Plne lumberspecified. SYP represents current/old values as published Indicated by symbol shown and/or by AWC in the 2005/2012 NDS 13.Top chords must be sheathed or purlins provided at by text in the bracing section of the SPp represents SPIB proposed values as provided spacing indicated on design. output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15,2011 14.Bottom chords require lateral bracing at 10 ft.spacing, w if indicated. SP preseeapproved/new values or less,if no ceiling is installed,unless otherwise noted. with effecc tive ve date of June 1,2012 (2x BEARING and No 2 and lower grades and smaller sizes), 15.Connections not shown are the responsibility of others. all MSR/MEL grades 1611 16.Do not cut or alter truss member or plate without prior approval cl oan engineer. Indicates location where bearings ©2012 MiTek®All Rights Reserved 17.Install and load vertically unless indicated otherwise. (supports) occur. Icons vary but where number sectionbearings indicatesOccur.joint Main 18.Use of green or treated lumber may pose unacceptable number Min size shown is for crushing only. environmental,health or performance risks.Consult with P roject engineer before use. ►_� 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Industry Standards: is not sufficient. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MI DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, eire e 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate MiTek Engineering Reference Sheet:MII-7473 rev.09/04/2012 Connected Wood Trusses.