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Plans (60) RECEIVED m5rd•U/Ce--rioae Ic3J5-5-em "YSiss;rA MAR8 2016 ID CONFORNIS TO DESIGN CONCEPTI ❑RGEYFORMSNTOOTEDE GN CONCEPT WITH CITYOF TIGARD ❑NON-CONFORMING-REVISE&RESUBMIT BUILDING - _ DO VW t KR DIVISION FAIGoO °OR" ""`� "T ty °� ` 'Ot � � ._.... . ....r- �S -.�+�p}� .. _,_-.- ._z. ....... ....._ _._:..:._......: .___ ....,...- .. .ARV.�.OHNE COX;OOOF,wSl wwE I19•UL _..• BY Mods rukuS Date 13/22/14-.• BF,o" l :12 .. . MIEBRANDT ARCHITECTS IT J1 I \ .11 t ' SC co .12 iSill NE r: VPIJi _ _ *lc rNMI 4,7- t. r\ .` +I J4 11:12 a .17 a ri It €3 / fi .NO Je 8 4417 I? ;ii to J12 at AO 4 rJe - as • s a:1: I cni 5? 12 alis N All0 • . 314 C112 ..., 2 ans 3 ±E__ 21:Ilower �Ill h' ! III k 1 1 : x _1____.......F __ It' SA A 1 , _ fir 0 / 22 :2210 — f' / 0 / -fr _. LOIBnRMSTDD6X4ir 2M5112' 4 90r-0I' . 20'•x' IDcarsoRNSTo DEW' rear REVISIONS AS SHOWN 0 NDN-CONFORMING-REVISE AND f i 1+I LBF W am.r.NO ROW FOC OEM,LONFOROM 1CAS TIE COIN p#R NO AO Nn NT LFU-IE IN %#INFAVN2'Pal,f 2FPOSOLln FSR K NDNDE VU DE CH M Mans Si=alarTNT EL er 1WU NM MOP" V.«lilt 61@ MOM SO MVO I Woos FNeI C•toorr I.VOA CT ENGINEERING INC C Copyright CompuTras Inc.2006 BUILDER: ISSUE DATE: ABOVE FLAN PROVIDED FOR TRUSS POLYGON NW 91/28/14TRUSS CPLACEMENT R ULTTIOONS AND PROJECT TITLE: REVISION-1: OENGINEERED F R FSR .®. 5019-D POLYGON nNc° BUILDING oRD �• RESPONSIBLE Fal ALL NON-TRUSS 5, Limper PIAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING , 5019 / D-D CHECKED BY: DIEsiGNEPJENGI"EER ArPRoOFRE TO pp C p.41:0-.0.14 Y DELVERYLOCATION: SCALE: REVISION-I: DESIGNS PRIOR TOCONSTFRICTION. at . 0.11j1-1I All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. i ,i:-I.' ''• • •,i : - , „ — ...., • , .. ,. , • , .,,,,..: ..___._.„......_........„:..,....,____ .._ , ----- , .. Mitek USA, Inc. Softwarei:Comixatus: . .... ... ..„ .., .. ... . . . ... ... . ..._ . Warnings ::&,0eneral: Notes !,.. . ... . : WARNit4dtt, 1...: :.001104.*and-otistic*.0;irit.iat#01-*ho410b0•60Lie0-00POPetStiotti*: Oitd•Waitnittiberiiie construction commences.• . . . - . 2. '2x4..-000-001000*00:.0Footla. f*ioe-iostaueo**** 0;•,+: 3. 1,4.0.0604**0*..0:-orioogiO..100:iiiiiiiikiliik00#903o. 4_*i0i0044#00*fot,fti0-*. :4t,0.1;.:400106*0•OetM050Str#000010 ,. tho.4****44fel*git**si#4000i..ofloo,#00,044i)got000t: 4. No loadshould be applied to any component thitt tbitek:*Ilitiiii***: completefilitiiierS..063ihit:s(00110e00*-ankloade*e0tetn*n .,.... ...... . ......... ... ... ... . ...... ...... ..... ....„.„ .. . .. ...,r .._... 000fOR1q0.414titiorkt110,-any40,ropOrn.r#•-,, s 1 ,..,...: . ...... ..,.,_ . : 4:, .:0901,07fn4b440...0P.**Otpvpr:an00(0.0**:;0:t0000 (0elt* - ! fikodO4tkil.:'hantlltiigi'•.shiiignent*d't6itallafv400**01net#k:tr • • .,.. ...,,, , , ...... •...•:• -... • - :.,. ,• ••, ••, • •............,;••••. 6i• 'Thf4AteiiigRis94ij$hod:**iecitti;kttle$11aoopslet:to.db:iW ipiuW.T.mikEtCM;400E0 of which will bi-fornisheeistitioi*CtioSt. .,-;.., 11 -, . .... .:;-,i • .:. ,. . _ i GENERAL NOTES,0014.4040-viao•sootf* !lit. .....,.. ..;z., -.. -.:". - -.,..-......,-, .,..,..• r....•,,,:,• .,,,.,..„ .,. ...,.;...... ... .,- t• tikilesigniki00i#00nirpoopoleokaniotois,000,44ia::Iiiiiiiiiit06$134400 bokting*frpopent,..ApplpmbOyioNegogrkpapor*01:4001#0,91: '.'•-' . •. !*!POtahOilOt150.110040rit#11*:01400001W*-414#440:14C5100c4 4- 000:0S=411e0100APPL:an4tiotor..00foslol*foott4.04***-0,...i:.iL.:-.,i: 2',c04:an44t.10',P4c404§.PPOIY01,tvnibraced:•ity0400.4theVentit4tOt . continuous sheathing such as pItwood sheathing(TC)aiidor drywaH(BC). 3. 2x,.104)0citb-oottioitOf lateral EvraciogFequired.8004(#10#0t•V1:: 4. Installation,(ittio*ilsoie-iresppnsilAV of the rospet0.**90040r, S, Design tOttitlitWOUSWarettibotittetlift'alion4aorititi0.#.•arlviOnmeM.--: . ..,,,,„.•:. -,.,„:.• . and are*x VlitOrfilitiifiretil use. , ... . B.,.: 130-90•AsittieneSION bearing at all- •upptift ...thci.iiiiii:S1110•004f T11:400— ..':#', , • neem 7,-• 904494:00.40100!•0004440.104t.4140 is il: Plitii3S• 4611*•100.ilild Of WSW 440i4*Iiii0isi3Onifilla060****00tkt#Ok •• ......2. - •• ..,,. .l. •......,,,..• •.. ,. .. • ••.. ., i-., ' . ....' ••....:: •000000 Wi44100t.*40ifliiiii$: ,,! .: •:.: •.-_... • •••••.- ....;• :-_•_.....- .•,-: . . • ,„-. . '-.9., DikAkiil(rOW4o70-0•1:04004001**L• . .,.„.. __,11.!, -• .'„ ... .:.• ik F.O.;#00.c.000000:01:00deitri4.004*•004i:ESR4414,,.-g$0490011411.00) .1., • -..- , . . ...:0 pilos'e•• :- -. •,.i]..1-,,:k,,,,......•, -• ,., ./..„.4'•' . - ...*,'• .,. . 2 "..,,,,,..-..„, ,.,..,..„,-• -.:„, -- •••-, :-7:•.,:• :',.'l'i.-''':--''.''''',,,loiiig0(6.' 14:',4a„_:::-40;d6).-------•. • 1.1.---.1.ii., ;.;-L,,....).;-E 7 ,,•,;,. , .. • -• -:..7:.:1;,;.. '..,,,..4,4,2,'..;.. :-..-,.;,•40,P.„4- -•;ti.:'..•'•-,1,:•-•:. ' .....-..., . . .., , • ..,.........,..• -...„,,,.. ...:,.7%....-- ..,..'.-.•• .. ". .... •• •- .... • .,.:.• *‘'E:.:.:::,...,.:tilt,7: . . "•:. . ... •• ... .;0, : '•A''': .. ':.:.11 .;:...,...,.'•.-''''...:), .:: ] ,:::...:•, 40.1. .5porsl.i,, ; ,.... . . . :.,.:Tgl.':.:.,•-i:.:-.,.. ,,-:„ ,:-::• .."4 '''':'-'''''S•14:98-?' ..I!-',74:'::-:,:,:t;,0,.,.•e,v.:.:-.. I ...:.R.•.... . . •;,, - .0'-',--- -el.STSW:,-'+'..•-- „:..-,...: 4,C710:„:„-;!.•:,,.,_ •:.' :'.' EXPIRES:.1ritiiii$ IlEllilllllThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 GIRDER SUPPORTING 40-00-00 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 4148TR4 LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2a( 0) 72 2-10-(-1674) 7816 10- 3-(-1410) 6444 7-15-1-6510) 1454 2x6 KDDF 41613TR T2 2- 3"(-10392) 2284 10-11-(-2976) 13558 10- 4•(-8518) 1930 15- 8-1-2600) 7282 BC: 2x8 NODE SS LOADING 3- 4-( -7816) 1752 11-12-(-3640) 16458 4-11-1-1412) 6334 WEBS: 2x4 KDDF STAND) LL - 25 PSF Ground Snow (Pg) 4- 5-1-14262) 3212 12-13-(-3604) 16352 11- 5•(-3160) 726 2x4 KDDF 41&BTR AI TC UNIF LL) 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 20'- 5.5" 9- 6-(-16686) 3770 13-14-(-36041 16352 5-12-( -4581 2058 2x8 OF SS 0: BC UNIF LL( 0,0)+OL( 20.0).. 20.0 PLF 0'- 0,0" TO 7'- 0.0" V- 7.1-136801 3084 14-15m(-2890) 13148 12- 6-( -134) 1118 1111 2x4 !CODE STUD C BC UNIF LL( 475.0)+0L( 343.0)- 818.0 PLF 7'- 0,0" TO 20'- 0.0" 1- 8-( -87561 1986 15- 9.1-1908) 8756 13- 6-( -432) 2098 BC UNIF LL( 0.0)+D1,( 20.0)- 20.0 PLF 20'- 0.0" TO 20'- 5.5" 8- 9.1-11632) 2580 6-14.1-3730) 834 t TC LATERAL SUPPORT <- 12"OC. DON. 14- 7.(-1042) 4764 BC LATERAL SUPPORT <- 12"0C, DON. ADDL: BC CONC LL+DL- 3777.0 LBS 8 6'- 0,0" BEARING MAX VERT MAX HORZ BRG R£QUIREI}BAG AREA re'a'm".'a---.ma'am-----'........... LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) NOTE: 284 BRACING AT 24'0C DON. FORREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1577/ 7108V -65/ 73H 5.50" 11.37 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 20'- 5.5" -1975/ 8881V 0/ OH 5.50" 14.21 KW ( 625) am.masa"ma"`"'st""..--aamaaa'ISa"aamm..� BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked-for net(-5 psf) uplift at 24 "or'spacing.I OVERHANGS: 12.0" 0.0" - ( 2 1 complete trusses required. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed'- 0,100" -'',-- nails staggered at: MAX TL CREEP DEFL - -0.001" @ -1'- 0.0' Allowed- 0.133" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL - 0.132" @ 8'- 11.6" Allowed'. 0.977" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.360" @ 8'- 11.6" Allowed r 1.303" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. LL DEFL - -0.034" @ 20'- 0.0" MAX BORIS. TL DEFL • 0.074" @ 20'- 0.C" @ HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS, NOTE: Design assumes moisture codtent does not to exceed 19% at time of manufacture. 13-00 02 Design conforms to main windforce-resisting 3-08-11 3-08-11 system and components and cladding criteria. i' 1' 1' 1 3-08-11 2-01-09 2-09-13 2-11-09 2-11-09 2-04-09 3-05-11 Wind: 140 mph, h-20.8ft, TOOL-4,2,BCDL-6,0, ASCE 7-10, T 4 T T 1 4' 4' { (All Heights), Enclosed, Cat,2, Exp.B, MPFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-5x10- M-6x8 M-3x5 M-3x10 M-5x6 M18HS-5x16 in the plane of the truss only. • 126 10.00 40' _4- 5 T2 � 7_ h 12 10.00 M-8x16 A C A ,�� M 5x16 a • rn 'v B - �� 1 1 _7l . '( N I 1 N I'll B 1O - 12� 4 13 19 15 A . M-6x8 M-7x12 0.25" M-3x8 M-6x8 M-6x8 0' MSHS-9x18(S) 3777$@ WEDGE REQUIRED AT HEEL(S). l /' F. .1. 1 l k l 3-05-11 2-08-01 2-09-13 2-08-01 2-08-01 2-08-01 3-05-11 • y ) 1 1-00 20-05-08 JOB NAME : 5019-D POLYGON - Al Scale: 0.2942 • ``�5;(7' /1 1NOp/77 6.S- WARNINGS: GENERAL NOTES,unless otherwise noted: �� (!/n^��r C ' -Is 1.Builder end erection contractor Would be whInea Dietl General Notes 1.This design Is based only upon the parameters shown and 4 for an mdlNduai - •r"G. (" Truss: Al and Warnings before construction commences. building conponenL AppIcabOBy of design parameters and proper 2.2x4 comprossion web bracing must be Installed where Shawn+. Noorporeeon of component Is the responsibility of the building designer. �' 2.Designad allB theratio braced at DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction lop and bottom chords to be late 2'o.o.and at 10'0.a respectively unless braced throughout their length by �� Ls the nssponstblaty of the erector.Additional permanent bracing of ggtt �+!'+moo. continuous sheathingh as firedog plywood sueadwher s ewe tlrywat(eC). _ DATE: 11/26/2014 the overall slnuture is the responaibEy of the bvgdMg designer. 3.2x Impact bridging or lateral bracing required where shown SEQ. : 6126045 4,No load should be applied to any component until aper all bracing end 4.Instailatlon of truss Is the responsibility of the respective contractor. "p OREGON Listeners are complete end at no SM.Should any bads greeter then 5.Design assumes trusses are to be used In a non•conoaNe elivlronment, 4- 'rJ TRANS I D: 413216 design loads be applied to any component. and aro tor'dry condition'of use, '�.� iLQ S,CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at at supports shown.Shim or g ✓ 7 a P fabrication,handling,shipment and Installation of components. necessary. /�C� 7.Design assumes adequate drainage b provided. "'t;:RML. I- 1�� 11 I II Illll Illil 11111�Il�1181 X111 till S.This design Is furnished subject to the beeltons set forth by a,Plates shag be located on bot feces of tmse,end placed so their anter s TPIMTCA in mei,copies of which will be furnished upon request. g linescoincide Mdk�als center Inches. MITok USA,inc lCompuTrue Software T.B.B(1 L)-E 10.Per basic connector plate design values see ESRd311,ESR•1980(MiTep EXPI RES:12/31/2(15 I 11111111111 This design prepared from computer ((input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DEF/Cg-1.00 TC: 2x4 KDDF 11148TR LOAD DURATION INCREASE = 1.15 1-2-1 0) 72 2-4-(C) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3-(-68) 42 TC LATERAL SUPPORT <- 12"0C. UON. LOADING • BC LATERAL SUPPORT'<- 12"0C. UON. IL( 25,0)+DL( 7,0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRE4'BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. •(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 293V -23/ 81H 5.50" 0.47 KCDF ( 625) 1'- 10.9" -67/ 64V 0/ OR 1.50" 0.10 RUDE ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 9.0" 0/ 32V• 0/ ON 5,50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL "rr, : Des en c ece• or net( ps 1 up i t at 4 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed(- 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.066" 1' '1 MAX BC PANEL LL DEFL = 0.003" @ l'- 9.3" Allowed r 0.142" MAX TC PANEL TL DEFL = 0.003" 8 1'- 3.7" Allowed'- 0.196" 12 MAX BC PANEL TL DEFL - -0.002" 8 1'- 11.9" Allowed'= 0.189° 10.00[7 , MAX HORIZ. LL DEFL - -0,000" 8 1 - 10.9•" MAX HORI2, TL DEFL - -0.000" 8 1'- 10.9" NOTE: Design assumes moisture content does -, not to exceed 198 at time of manufacture. , Design conforms to main windfocce-resisting • system and components and cladding criteria. (� Wind: 140 mph, h-200t, TCDL-4.2,BCDL-6.0, ASCE 7-10, c (All Heights), Enclosed, Cat,2, Exp.B, MliRS(Dir), I duration factor-1,6, o Truss designed for wind loads o N in the plane of the truss only. ( m i . 1: IIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIII o P►a DE 4 • 14-3x4 t J. ), 1-00 3-09 'PROVIDE FULL e£ARING;Jts:2,3,4( Scale: 0.6645 ,\ t..PR.a �S,9 S JOB NAME: 5019-D POLYGON - AJ1 a)� ` �':. WARNINGS: GENERAL NOTES,urdess olherwfse noted:' �� 92III**1 _y I.Builder end erection contractor should be advlsed of as General Notes 1.Thts design Is based only upon the parameters shown and Is for an individual 92,*dual *PE ire Truss: AJ 1 and Warnings before construction commences. building componecL ApplicabONy of design parameters and proper 2.2s4 compression web bracing must be Installed where shown+. Incorporation al component Is the restonsmNNy of the beading designer. / 2.Design assumes the top and bottom chords t be laterally braced at .. DES. BY:; MJ 3.Additional temporary braolng to Insure ctabtly dudrtg constnrcdon r am,and et id'o,o,respectively unless braced throughout their length by .,`,iss.- .:'«r Is the responsibility of the erector.AdtlBional permanent bracing el continuous sheathing such as plywood aheadring(TC)andror dryw■N(SC). -S DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or laterad bracing required where shown++ „ Ci." 4.NO lead should be applied to any component until altar cog breoarg and 4,Installation of truss Is the responsibsNy of the respective contractor. .7/. A_VR EQONt. ^V .S EQ. : 6126046 fasteners are complete end at no time should any loads greeter then S.Design assumes trusses are to be used tee ncn•conoslve enWOnmenl, L.'�l,9y, ON' designloads be and are for'dryfullbecondition'of cue. V TRANS I D• 413 216 applied to any component. O.Design assumes lug bearing at all supports shovm.Shim or wedge if �' 1. Q' 5.CompuTrus has no control over and sesames no responsibility Inc the necessary. C� fabrication,handling,shipment and Ipatas0on of oomponems, 7.Design assumes adequate drainage to provided, • CR RIO- 13.This design Is furnished subject to the limitations set forth by S.Plates shaft be located on both feces of buss,and placed so their center . 11II11 11 11111111 1111I III'dill''III TpiM?CA In BC51,curses of whNhwm be furnished upon request g lines Bits Indica a lolnt plate Iaiinct es M)TekUSA,InclCompuTrusSottwere7.6.B(1L)-E to.For basic connector plate design values see ESR1311,ESR-twee(hi riee) EXPIRES:12/31/2015 • Iliiili tllili This design prepared from computer linput by III II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9,0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq=1.00 TC: 2x4 KDDF 118BTR LOAD DURATION INCREASE = 1,15 1-2=1 0) 72 2-4=(0) 0 BC: 2x4 KDDF 9165TR SPACED 24,0" O.C. 2-3e(-91) 73 L TC LATERAL SUPPORT <- 12"0C. DON, LOADING 7. BC LATERAL SUPPORT c. 12"OC. UGH. LL( 25.0)+01( 7.0) ON TOP CHORD » 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) OVERHANGS: 12.0" 2.7" TOTAL LOAD - 42.0 PSF 0'- 0.0" -38/ 325V -42/ 1278 5.50" 0.52 KDDF ( 625) 3'- 6.2" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSE Ground Snow (Pg) 3'- 9.0" -72/ 104V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.j REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • VERTICAL DEFLECTION LIMITS: 1.L-L1240, TL-L/18-3 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 r 0.133" 12 -,, MAX LL DEFL . 0.000" 9 0'- 0.0" Allowed 0.022" 10.00 MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed' 0.030" MAX TC PANEL LL DEFL - 0.032" @ 2'- 3.7" Allowed•" 0.286" MAX TC PANEL TL DEFL " 0.030" 9 2'- 3.7" Allowed p 0.428" PAO� MAX HORIZ. LL DEFL " -0.001' 4 3'- 8.2" � MAX HORIZ. TL DEFL " -0.001" 0 3'- 8.2^ NOTE: Design assumes moisture content does not to exceed 199 at time of manufacture. o, Design conforms to main windforce-resisting 0 1 system and components and cladding criteria. os 0 Wind: 140 mph, h=20.9ft, TCOL"4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MCFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r" I 'i o lift.." -.5.111 4►��1 "'� M-3x4 i f • l 1 1 Y 1-00 3-09 0-02-11 PROVIDE FULL BEARING,.lts;2,4,3J JOB NAME : 5019-D POLYGON - AJ2 ,ikc.o PR oFeo. Scale; 0.6203 �(�LIIY, ttja WARNINGS: G174ERAL NOTE$,radese otherwise noted; /�� [' ' " 1,Sunder end erection contractor should be advised of ell General Notes 1.This design S based only upon the parameters shown and Is for an individual '92 /17 S 1.P E ' < • Truss: AJ2 and Warnings before construoeon commences. building component Applicability of design parameters)and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Addalonai temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al - DES. BY: MJ2'dc.and at 1e'o,c,respectively unless braced throughout thele length by ; Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlordrywati(bC), '!'�' • DATE: 11/26/2014 the overall structure is the responsleigly ether building designer, 3.2x Impact bridging or lateral bracing required where shown++ -fi n No load should be applied to any component unlit eg bracing and 4.Inalellmlon of truss Is the responsibility of the respective contractor. '}T. vR EGON SEQ. : 6126047 4.fasteners are complete and at no erne should any bads greeter then 0.Design assumes trusses are to be used in a noncorrosive enwscnment, L 4! NA i- ,,,,./4/ design loads be applied to any component. end are lordlyoondRlen"of use, �Q...'Q.j' -�4 TRANS I D: 413216 S.Design assumes M bearing at al supporta shown.Shim or wedge II S.CompuTtus hu no control over and nonunion no responsibility kw the necessa, rsbdoeaon,handling.shipment end Installation of components. 1.Design assumes adequate drainage is provided. SFR R I I`. 1111 �� (�VIII ��1111111111 VIII IIII IIII H.Thin design Is furnished sublet*to me l bbtations set forth by B.Plates shah be loured on both teenof Wss,and placed so their center 1PUWBC rCA In S',copies of winch will be nrrashed upon request. hies coincide With pint center Ones. O.Digits biding*size of pleb in inches. M(TekUSA,InalCompuTruaSoftware 7.6.8(11)B 10.For basic connector plate design values see ESR-1311,ESR-1511e(Mind() EXPIRES:12/31/20'15 II1BIIIIIII1I This design prepared from computer j1nput by tlHl I PACIFIC LUMBER-OC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 116BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5-(0i) 0 BC: 2x4 KDDF 016BTR SPACED 24.0" 0.C. 2-3-(-215) 181 3-4-) -61) 30 TC LATERAL SUPPORT <- 12"OC. UON. LOADING . BC LATERAL SUPPORT <- 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSI DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX KORI BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 80.18. :)SPECIES) 0'- 0.0" -17/ 312V -66/ 185H 5.50' 0.50 KCDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -146/ 222V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -35/ 56V 0/ 01) 1.50" 0.09 LODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18:0 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed- 0,100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed a 0.133" MAX TC PANEL LL DEFL - 0.009" @ 1'- 10.0" Allowed a 0.286" 6 MAX TC PANEL TL DEFL - -0.008" @ 1'- 11.4" Allowed r 0.428" 1 12 MAX HOER. LL DEFL - -0.002" 8 5'- 10.9" 10.00 7 MAX HOR11. TL DEFL - -0.002" 8 5'- 10.9:" NOTE: Design assumes moisture cor,'ent does not to exceed 193 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, m Ij 1 Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, a (All Heights), Enclosed, Cat.2, Exp.B, t4R.TRS(Dir), t load duration factor-1.6, `r1 Truss designed for wind loads in the plane of the truss only. rn i i cl 3 v 0 M-3x4 ,1 Y J. 1 • 1-00 3-09 2-02-11 . (PROVIDE FULL BEARING7Jtat2,5,3,41 VD PROpe . JOB NAME : 5019-D POLYGON - AJ3 Scale: 0.4988 5��` 1 I s/ WARNINGS, GENERAL NOTES,unless otherwise noted: 9 1.Builder end ereodon contractor should be advised of an General Notes 1.TMs design Is based only upon the peremelers shown end If for an Individual 92.o P E e Truss: AJ 3 and Wamints before construction commences. balding component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be Installed where shown n incorporation of component Isthe responsibility arms building designer. 3.AddHonai le bracingto msvre stebAN dodo construction 2.Design assumes the top and bottom chords to be laterally brewed at DES. BY: MJ temporary y g 2'o.0.and at 10'o.c.respectively unless braced throughout their teagQlh by0.1'',4� ��r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endear drywutlBC). I DATE: 11/26/2014 the overel structure la the responelbillly of the building designer. 3,2x Impact arresting or lateral bracing required where shown++ 4.No load should be appliedlo any component until after all bracing and 4.Inslegallon of truss Is the responslbaby of the respective contractor. '"je OREGON �(/ .. SEQ. : 612 6 d 9 8 (*Reliant are complete and at no time should any loads greeter than a.Design assumes trusses are o be used m a non•cormsNe environment, 'r7� Q�b design loads be applied to any component and are for"dry condition'of use. _ TRANS I D: 413 216 a.CompuTnq hes no control over and assumes no responsibility for Me 6.ender assumes on bearing d at supports shown.Shim or wedge W r 1'4 2 P fabrication,handling,shipment and Malagdlon of components. tie eignary' FP R I 1„\. 7.Pesign assumes cae d on both Is provided. 6.Tina design is furnished subject to the Imitations set forth by H.Pietas aha4 be bcatWppon bath fovea of Lola,and placed so their center in EMI, es of I III II Oil� I 11111 11111 11111 11111 Wok �.lnc./CanlpuT a software 7.6.6(1 L}E request. Joint center lines. 10.Four basklines Gconn de ctoroplate design vales see ESR-1311.EER-1888(MRaW EXPIRES:12/31/2015 11111111111111 This design prepared from computer Input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" I8C 2012 MAX%EMBER FORCES 4NR/DL;F/Cq-1,00 IC; 2x4 KDDF @16910 LOAD DURATION INCREASE • 1.15 1-2•( 0) 72 2-5•(0) 0 BC: 2x4 KDDF @163T11 SPACED 24.0" O.C. 2-3=(-302) 267 3-4-( -98) 69 TC LATERAL SUPPORT <. 12"0C. DON. LOADING BC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF • DL ON BOTTOM CHORD . 10.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED!BAG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) 0'- 0.0" -10/ 297V -86/ 232H 5.50" 0.48 KDDF ( 625) LL . 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 36V 0/ OR 5.50" 0.06 KDDF ( 625) 3'- 8.2" -207/ 305V 0/ OM 1.50" 0.39 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -83/ 118V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND TRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP COND. Design C ec e' or net( pal) up 1 t at 4 'oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL•L/240, TI-L/leo MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed.- 0.100" -1 MAX TL CREEP DEFL " -0.003" @ -1'- 0.0" Allowed;" 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed. 0.022" MAX TL CREEP DEFL . 0.000" 0 0'- 0.0" Allowed . 0.030" /110.00 MAX TC PANEL LL DEFL = 0.007" 0 2'- 2.3" Allowed'" 0.286" MAX BC PANEL TL DEFL- -0.005" @ 1'- 11.9" Allowed a 0.189" MAX HORIZ. LL DEFL - -0.003" 8 7'- 8.2" MAX HOR1Z. TL DEFL • -0.003" @ 7'- 8.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 00toRind: 140 mph, h=22.5ft, TCDL-4.2,BCDL-6,0, ASC7-10, a (All Heights), Enclosed, Cat,2, Exp.B, MY�FRS(D1r), r` load duration factor=1.6, �,Truss designed for wind loads iin the plane of the truss only. r.I 1 r7 ~0c>0 -r ,t y y y 1-00. 3-09 4-02-11 (PROVIDE FULL BBARING)Jts:2,5,3,4( JOB NAME : 5019-D POLYGON - AJ4 <-, pRoFFt Scale: 0.4119 t�G+�1N. l�t77t. ./0�p- WARNINGS: GENERAL NOTES,unless otherwise noted: II��ef 1 -v-p 1.Builder end erection contractor shook!be advised of all General Notes 1.This design la based only upon the paremetemshown and le for an IndMdual .='92 P T.'" Truss: AJ 4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. tncorporaaon of component is the responsibnty of the building designer. bracing to Insure stability during consconstruction2.Design assumes the top end bottom chards to be laterally braced at DES. BY: MJ 3.Additional temporary is the responsibility of the erector.Additional permanent bracing of 2'o.a and et 117 o.c, asvery unless braced throughout their length by ,/ !e ,.. . DATE: 11/26/2014 the overag structure Is the responsibility of the build designer. IxcoImpact aging g suchr plywood s lted where s owner drywag C). Pe ty alter 9 3.to Impact bridging or labral btednD Melted where ehewn++ i „L SEQ. : 612 6 0 4 9 4.No load should be applied to any component un a8 bracing and 4.i telyrt ion of thus Is the responsibility of the respective contractor. *� OREGON fasteners ire complete and at no time should any loads greeter than 5.Design assumes trusses are to be used m a non-oorrosNe environment, 4 ' �b j(./ TRANS I D: 413 216 design leads be applied to any component, end ere for'dry condition'of use. /,n/.� �,Y 2p 5.GompuTrus hes rho control over and assumes no responsibility for the 8.Doalgn eaaumes full bearing at ill supponis shown.8hkn or wedge if V/fir .7 . felMcatlon,handling,shipment and instapetion of components. 7.Design asserurtes adequate drainage is provided. AlleR LS III��ILII VIII II II 11111��I II1 IIII H.Tina design Is furnished subject to me ill be lens set forth by 8.plates shag be located on both(aces of wss,and placed so their centerI , TPUWiCA In SCSI,copies of which will be furnished upon request. lines comdde with joint center lines. MTek USA,1nc,lCompul'rus Software 7.6.8(1 LrE 19.Digits asiolcate stss of connector plate design vato In alues see ESR-1311,ESR•1948(Wok) EXPIR ES:12/31/2015 11111101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/D)iF/Cq-1.00 PC: 2x4 KID)' O1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6•(0) 0 BC: 2x4 ROOF 4148TR SPACED 24.0" O.C. 2-3-(-388) 351 ! 3-4-1-214) 168 1 TC LATERAL SUPPORT <- 12"0C. UON. LOADING 4-5.1 -66) 30 I BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD- 32.0 PSP DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ',(SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -13/ 3031 -111/ 296H 5.50" 0.48 KDDF ( 625) 3'- 6.2" 0/ 38v 0/ OH 5.50" 0.06 KO,oF i 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -200/ 277V 0/ OH 1.50" 0.35 KDDF ( 625) REQUIREMENTS OF TBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -162/ 241V 0/ 0H 1.50" 0.31 KC,DF ( 625) 9'- 11.7" -29/ 471 0/ OH 1.50° 0.07 KOD£ ( 625) BOTTOM CHORD CHECKED FOR LOPS£LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 paf) uplift at 24 "odcspacinq,l VERTICAL DEFLECTION LIMITS: LL=L/240, TL•L/180 -1 MAX LL DEFL • -0.002" 8 -1'- 0.0" Allowed 0.100" MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed 0.133" MAX TC PANEL LL DEFL • 0.005" 8 1'- 10.0" Allowed- 0.286" MAX BC PANEL TL DEFL • -0.004" 8 1'- 11.9" Allowed • 0.189" MAX HORIZ. LL DEFL = -0.005" 0 9'- 10.9" MAX HORIZ. TL DEFL = -0.005" 0 9'- 10.9" NOTE: Design assumes moisture content does 12 ;' not to exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. cn Wind: 140 mph, h-23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a (All Heights), Enclosed, Cat,2, Exp.B, MNFRS(Dir), op load duration factor-1.6, i Truss designed for wind loads no the plane of the truss only. M • i J, Vii _. =. I i M-3x4 y 1-00 1 3-09 1 6-02-11 y 'PROVIDE FULL BEARING;Jta:2,6,3,4,51 0 PR JOB NAME : 5019-D POLYGON - AJ5 ,o•P4 iNER.9-s/' Scale: 0.3515 � : ''',#/Z$11 N O. WARNINGS: GENERAL NOTES,unions dherwrse noted: �� ,/Z$11•oCC 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 "92 i P G Truss: AJ 5 and Warnings before oonatmceon commences, building component Applicability of design parameters end proper / 2.2x4 compression web bracing must be installed where Gloom•. incorporation of component to the responsibility of the budding designer. i ,�I E . 2.Design assumes the top end bottom charts to be laterally braced ill DES. BY: M.3 3.Additional temporary bracing to Insure stability doting construction 2'ex,and at HO'9.0.reapedivety umbos braced throughout lhalrlengpIS by 'elP ..'. H me reapormlbRry of the erector.Additional permanent bracing of congnuous sheathing such as plywood sheathing(TC)endfor dryweg(BC). ` nn ^n ` /(�� DATE: 11/26/2014 me overall Mature Is the responsibility of the budding designer. 3.2x Impact bridging or lateral brsdng required where shown•+ OREGON �r 4.Na load should be applied to any component until after all Mooing and 4.Installation of truss to the responsibility of the respective contractor. -�t .A aAs S EQ. : 6126050 fasteners are complete and at no We should any loads greater than 5.Design assumes trusses are to be used b a non•corroalvs environment, E" . ..1' TRANS I D 413 216 design boas be applied to any component. and are for"dry condition"of ate. .11.?..);.11." 14. 2�°'' 4. • 5.CompuTnrs hes no control over and assumes no responsibility for the a'oeoesse assumes fug hewing at of supports shown,Shan arweas.SfiC�p feMlcatbn,breidlblg,shipment and Installation of components. T.Design assumes adequate drainage Is provided. `'r 3 rt a.•' 11 S.Thts design b furnished subject to the hmltellone set forth by 5.Plates shag be locatedonboth faces or truss.and planed so their center • I IIIIN VIII ILII ISI VIII VIII IIII qiI IIII MiTek USA,tnc fCompuT 8 Software 7 6.CA in SCSI,copies of width wid be furnished L)-E upon request. 1joint center lines. 0.FForrb sirconnectorolines coincideoplate design values sea ESR-1311,EOR•I905(MITeq 11 EXPIRES:12/3.1/2015 IMO This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 KDDF 416BTR; 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 1- 2-(-10218} 2500 10-11-( -276) 1098 10- 1=(-8986) 2190 5-15-(-3908) 1062 2x6 KDDF @18BTR T1, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3-(-12050) 3038 11-12=)-2414) 10216 1-11=(-3058) 12618 6-15-(-14494) 6396 BC: 2x8 KDDF 018810 3- 4•( -9220) 2374 12-13-(-2756) 11252 11- 2-(-6990) 1804 15- 7-) 4484) 1706 WEBS: 2x4 KDDF STAND; LOADING 4- 5-(-11422) 2964 13-14.(-2766) 11294 2-12•( -902) 180 7-16-) -070) 270 2x4 RODE 018BTR At LL " 25 PSF Ground Snow (Pg) 5- 6•) -9040) 2328 14-15•(-2766) 11294 12- 3=(-1580) 6784 2x6 KDDF 42 8; TC UNIF LL( 50,0)+tL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0"6. 7=(-11654) 2952 15-16=(-1904) 8082 12- 4-(-3632) 998 2x8 DF SS C TC NIP LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 14'- 8.0"V- 8-(-11136) 2726 16- 8-(-1898) 8066 4-13=( -528) 2606 TO UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 14'- 8.0" TO 20'- 8.0"81- 9-( 0) 72 13- 5-) -624) 234 TC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 0.0)+0L( 40.0)- 40.0 PLF 0'- 0.0° TO 20'- 8.0" V 14- 5-) -520) 2652 BC LATERAL SUPPORT <- 12"0C. UON. BC UNIF LL( 500.0)+DL( 340.0)- 840.0 PLF 0'- 0.0' TO 13'- 8.0" V ___-...-„_„_- _ BEARING MAX VERT MAX H081 BRG REQUIRES BRG AREA TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0,0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT=24"0C UON. FOR== IC CONC LL) 250.01+DLI 70.0)- 320.0 LBS @ 14'- 8.0" 0'- 0.0" -2468/ 10325V -147/ 1058 5.50" 16.52 KCDF ( 625) ALL=FLAT TOP CHORD=AREAS�NOT SHEATHEDHADM: BC CONC LL+DL- 3564.0 LBS @ 14'- 8.0" 20'- 8.0" -1988/ 8182V 0/ OH 5.50" 13.09 KCOF ( 625) OVERHANGS: 0.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. KURD. 2: Design checked for net{-5 psf) uplift at 24 "oc seacingd Caution: Note bearing area requirements. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL•L/240, TL-L/11.0 Join together 2 ply with 3"x.131 OIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, nails staggered at: MAX LL DEFL - 0.102" @ 8'- 10.7" Allowed = 0.988" I 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.263" 8 11'- 11,0" Allowed - 1.317" 9" oc in 1 row(a) throughout 2x4 top chords, @ HANGER BY OTHERS TO APPLY MAX LL DEFL - 0.001" @ 21'- 8.0" Allowed'" 0.100" 5" oc in 2 row(s) throughout 2x8 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed 0.133" I 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in 1 row(s) throughout 2x4 webs. MAX NORIZ. LL DEFL- -0.027" @ 20'- 2.5" MAX RORIZ. TL DEFL - 0,056" @ 20'- 2.5" 2-04-13 3-06-14 8-08-10 5-11-11 T T Q T ' NOTE: Design assumes moisture content does 2-08-05 3-03-06 2-07-09 3-03-13 3-00-05 2-06 3-02-11 not to exceed 194 at time of manytacture. f T 12 3208 020T f Design conforms to main windfdree-resistirA 12 system and components and cladding criteria. 10.00 Q 10.00 ) M18HS-5x16 M-3x5 M-3x10 M188S-5X16 Wind: 140 mph, h-21.7ft, TCDL=4.2,B0L*6.0, ASCD 7-10, 4 5 (All Heights), Enclosed, Cat.2, Exp,B, MY_RS(Dir), 47 T3 load wow Trussduration designedfforowind6loads in the plane of the truss only. M-6x10 \\14-3X5 M-7x10 /- 1 A l IsNink.a B0 Aiihk. ''' W V7Y1 0 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1.5x3 'o -M-10x10 -.:14-10x10(8) k l y / / 43,564@ 0 , y 2-04-13 3-02-02 3-03-13 3-00-05 3-02-01 2-06 3-00-15 / / l 20-08 WEDGE REQUIRED AT NEEL(S). 1-00 OD JOB NAME : 5019-D POLYGON - B1 Scale: 0.2552 ','��' NQpN Q�6pc. ,5, WARNINGS: OBNBRAL NOTES,wises otherwise noted: 1.Builder and erection contractor should ha advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndividualP E S'' Truss: B 1 and Warnhps before construction commences. building component Ap14lcabiiily of design parameters and proper / 2.2x4 compression web bracing must be Installed where shovm+. Incorporation of component Is the responsibility of the bu8dmg designer. ,/s 3,Additional temporary bracing to Insure stability during ceoslredoo 2,Design assumes the top end bottom chords to be laterally braced at / J DES. BY: MJ A the real temporay of the ematan sure sta Additional permanent nent bracingof 2'o.o.and at 10'0.0.respectively unless braced throughout their length by p continuous sheathing such as plywood sheathing(TC)angor drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.Os impact bridging or lateral bracing required where shown++ SEQ. : 6126052 4.No toed Maid be applied to any component until alterali bracing and 4.installation or truss is the responsibility of the respective contractor. ,, 0 f3E{yQ fasteners are complete and at no time Should any loads greater Men 0.Design aseumee Mies are to be used in a non•conoslve envlroomem, 7 Nit 1`41 TRANS I D: 413 216 dnsgn odds be appsed o any Wmponent. end are for"dry condition'of use. t '9.y Q ' S,Compelrtu hes no control over and assumes no respons3Gay for the B.Design assumes NB bearing at a)supports shown.Shan or wedge d Q 14 2 `om,S- fabrication,heediIng,shipment and Installation of necessary. p A. n i o t, " I!f p®®®® E e.This design Is b,rnished sut4actto the 8nytaeena setcforth byte B.Plates shall be locatemes d on booth feces nage leof truss,s,aand placed so their center 'r7! 4 lines coincide wen Joint center Mee IIII�(III1I � .1 I(1111 ®I'IUI'�{ M T k USA,InCA in C/ComgpuTrue Software 7.8.es of which wet be 8(1 L)-E request In.For basic connector plate design values see EOR-1311,ESR•10e8(MITeq 8 Dgha Indicate site of plate In Inches. EXPIRES:12/31/2015 11001111111 This design prepared from computer (input by PACIFIC LUMBER-BC : LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cpl-1.00 TC: 2x4 RODE 81&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-4=(C) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3-1-56) 53 i TC LATERAL SUPPORT <- 12"OC. UON. LOADING I BC LATERAL SUPPORT <- 12"OC. UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOBO BAG REQUIRED BRG AREA DL ON BOTTOM CHORD • 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -51/ 296V -23/ 81H 5.50" 0.47 )(EDF ( 625) 1'- 10.9" -117/ 108V 0/ OH 1.50" 0.17 KCDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KGDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing.' REQUIREMENTS OF IBC 2012 AND IRC 20I2 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed r 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX Ti CREEP DEFL - -0.003" 8 -I'- 0.0" Allowed r 0.133" 1-11-i1 MAX TC PANEL LL DEFL " 0,003" @ 1'- 0.0" Allowed 1, 0.131" 1' T MAX TC PANEL TL DEFL - -0.004" @ 1'- 1.5" Allowed .= 0.196° MAX BC PANEL LL DEFL - 0.008" 8 2'- 8.6" Allowed 4 0.254" 12 MAX BC PANEL TL DEFL = -0.021" 8 3'- 3.8" Allowed = 0.339" 10.00 7 MAX HO1IZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" 8 1'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resistirg 7 system and components and cladding criteria. ,� o, Wind: 140 mph, h-20ft, TCDL•4.2,BCDL=6.0, ASCE 7-10, 0 (A11 Heights), Enclosed, Cat.2, Exp.B, %A:FRS(Dir), o load duration factor-1.6, C Truss designed for wind loads ea in the plane of the truss only. 1 M h N t O o �� ►��4 M-3x4 • i. 1 l 1- 1-00 'PROVIDE FULL BEARING;Jts:2,3,4I 6-00 i , JOB NAME : 5019-D POLYGON - BJ1 Scale: 0.6655 `S ti.101Ne�``9/O WARNINGS: GENERAL NOTES,unless otherwise noted: �� iliZE i_ 9- 1.Builder and erection contractor should be advised of all Demirel Notes I.This design Is based only upon the parameters shown and Is for an Individual 4' 92.a PE r T r u S S: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web brachia most be installed where shown+. Incorporation of component Is the responsiblily of the balkHng designer. 2.Design assumes the top and bottom chords to be laterally braced 01 .. 3.Additional temporary bracing to Insure stably dudng constnrdlon Y o.a and at f 0'on.respectively unless braced threughoul Mak fenqth by DES. BY: MJ Is the responsibility of the erector.Additional permanent leasing of `'�"-' Pe continuous sheathing such es plywood shoe where)arldM+MYerfa BO). S.. DATE• 11/26/2014 the overall structure Is the responsibility of the buliding designer, 3.to Impact bridging Is of-lateral bracing required where shown++ • 4.No Mad should be applied to any component until after all brae than and 4,Installation of trues Is the responsibility of the respective contractor. tr '- OREGON AJ SEQ. : 6126053 fasteners are complete and at no time should any loads greeter than s.Design assumes trusses ore to be used M a non•conostve environment, L y k. and ere for condition"of use. " TRANS I D• 413 216 design bads be aped to any component G.Design aseuirree fug bearing at all supporta shown shim or wedge g <� 14. �0<� b.Corri(ruTrvs has no control over and assumes no respondDkdy tontine necessary. [� 1 v" fabrication.handling.shipment and Indeletlon of components. 7.Design assumes adequate drainage Is ed. iWii R 10-- III ya}1� mill e.This design Is furnished subject b the Anitatione set forth by 0.Plates shell be located on both faces o truss,end pieced so their anter - i I��I�i00I IIID'III I II�II�I VIII'III I,1 TPIA4ffCA In BCSl,spies of which will be famished upon mud. 9.lines coincide size of plate In inches. MiTekUSA,Inc.ICompuTrusSoftware 7.6.6(1L)-E 10.For basic dmnoctorplate design values see ESR-1311.EBR-1900WITek) EXPIRES:12/31/2)15 IHN1 This design prepared from computer),input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg- 1.00 TC: 2x4 HOHOU010BTR LOAD DURATION INCREASE- 1.15 1-2-{ 0) 72 2-4"(Ci 0 SC: 2x4 ROOF @IOBTR SPACED 24.0" 0.0. 2-3.1-91) 62 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. IL) 25.0)+01,( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - -42.0 PSF 0'- 0.0" -27/ 347V -44/ 1321) 5.50" 0.55 HDDF ( 625) 3'- 10.9" -125/ 135V 0/ OH 1.50" 0.22 KGDF 1 625) LL - 25 PSF Ground Snow )Pg) 6'- 0.0" 0/ 58V 0/ OR 5.50" 0.09 KLDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COMD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1E0 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 IL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed'" 0,I33" 3-11-11 MAX LL DEFL - 0.000" @ 0'- 0,0" Allowed u 0:078" 1 MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed;= 0.105" MAX TC PANEL LL DEFL - 0.025" @ 2'- 2,2" Allowed))" 0.305" 12 MAX BC PANEL TL DEFL - -0.035" 6 3'- 1.4" Allowed- 0.339" -, 10.007MAX HORIZ, LL DEFL- -0.001" 6 3'- 10.5" I( MAX HORIZ, TL DEFL - -0,001" 6 3'- 10.5E NOTE: Design assumes moisture content does not to exceed 19b at time of manufacture. Design conforms to main windforce-resistir'g system and components and cladding criteri, o Wind: 140 mph, h-20.9ft, TCDL-4.2,BCOL-6.0, ASCE 7-10, co 1 (All Heights), Enclosed, Cat,2, Exp,B, MR;FRS(Dir), o load duration factor-1.6, to Truss designed for wind loads in the plane of the truss only. n t 0 M-3x4 f, i • • b y y 1-00 6-00 , 'PROVIDE FULL BEARING;Jta:2,3,41 • JOB NAME : 5019-D POLYGON - BJ2 Scale: 0.5693 � �G }Q��q�`Ss�p WARNINGS; GENERAL NOTES,unless otherwise noted; � �AA�`�fr`of ( �^y" ct 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an mdrnduel 72 e•P E Truss: BJ2 and Warnings before construction commences, building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabNlydudng construction 2.Cosign assumes the top and bottom chords to bo laterally braced at DES. BY: MJ Is the responsibility temp kty y b aof erector.nure s abItonal permanent structi of 2'a,a end a110`oro,respectively unless braced Ihmughout their length by `tea" - , .- continuous sheathing such as plywood sheathmg(TC)and/or drywell(BC). !'_.� DATE: 11/26/2014 the overall structure Is the reaponsibltty of the bonding designer. 3.2x Impact brldgmg or lateral bracing required where shown++ h n c' SEQ. : 6126054 4.Na load should be applied to any component until after ail bracing and 4.Installation of truss la the responsibility et the respective contractor. y�. w u'SE�7( N� ��(/ fasteners are complete and at no lime should any loads greater than 8.Design assumes trusses ere to be used Ina non.coroalve environment 'H TRANS I D: 413 216 design loads be applied to any component. and are 1or'dry condition"of new, I '9)' rtt, :4 8.CompoTms has no coMrai over and assumes no responslblmy for the 6.Design assumes(ail bearing at at euppoms shown.'Shim or wedge II .�'� ¢, !abdication,handling,shipment and installation of components. necessary. e is p /� P o t s - 11 I1I111I e.This docket Is furnished subplot to the limitations set forth by 8.PlatDeses and be n locatedpon both faces s ai grand placed so their center n VIII 111 11111 III II II VIII IIII IIII IIII M78kk US,Inain sCompuT B Software 7.6.6(11)..6 1,copies of which will be furnished upon request. Ones 10.For bas c connectorte size incide whit ff pia designt center n values see ESR-1311,ESR-1988(Musk)es. .' 9.Digits Indicate size of late In Males. EXPIRES:12/31/2015 1111113 This design prepared from computer "Input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDE/Cq-1.00 TC: 2x4 KDDF 41OBTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 72 2-4"(C?) 0 BC; 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3"(-137) 115 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 1858 5.50" 0.64 KQDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -106/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND DAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 - BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed,- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed? 0.133" MAX TC PANEL LL DEFL - 0.161" 8 3'- 7.2" Allowed:= 0.479" 5-11-11 MAX TC PANEL TL DEFL - -0.145" 8 3'- 4.9° Allowed.. 0.718" 4 T MAX HORIZ. LL DEFL - -0.002" 0 5'- 10.9:" MAX HORIZ. TL DEFL - -0.002" 8 5'- 10.9" I( NOTE: Design assumes moisture content does 12 )� not to exceed 196 at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), load duration factor-1.6, m Truss designed for wind loads o f in the plane of the truss only. v 0 I us • ; m Is P O M - I. r 1•<� i O M-3x4 ; } } ,1' 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,31 ��t p PR-OFF4£. . • • JOB NAME : 5019-D POLYGON - BJ3 Scale: D.46BB `c� QIN `9 WARNINGS: GENERA(.NOTES,urieno otherwise nowth t. 0/Z5/P 2,�,.. 1.Builder and erection contractor should be advised of 00 General Notes 1.This design Is based only upon the parameters shown end m for an individual -�+�•tiPE .1 and Wamings before construction commences. building component Applicability ofdesign parameters end proper Truss: BJ3 2.Sad compression web bracing must be Installed where shown+. Incorporation of component Is the responeibUity 01 the bbgdloH noNener. . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and BoHom chords to be laterally braced e DES. BY: MJ 2'0.00.and al 10'o.0.respectively unless braced throughout Chet length by .,,je ' 6 the responsibility of the erector.Additional permanent bracing of continuous sheathing suds as plywood sheathing(TC)and/or drywapC). • ,y " It DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 8.Sc Impactbrldging or lateral bracing numbed where shown++ /,. 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the resp nsi Iy of the respective contractor. 74; OR.GO N to SEQ. : 6126055 fasteners ore complete and 81 rad time should any loads greeterthon 5.Design assumes busses are to be used Inc norhoorrosNe envkonment �9.y 2�� ,� TRANS I D 413 216 design loads be applied to any companent nand ate for'dry condbbn'of use, / t� • 5.CompuTres has no control over and assumes no responsibility for the S.Design esseruumes Na bearing at lig snppnds shown.Shim or wedge H �' n�� Q�F- fabrfation,headlhq.shipment end installation of components. 7.Design assumes adequate dralnage b provided. " r'F FR 10- IN I1II �I(I� 6.This design Is furnished noblest to the Imitations set forth by a.Plates thrall be located on both feces truss,end placed as their center ISI VIII III III 111 I 111111111111 MI77 ek USA,Inc IContppuT B Software es of which will be furnished 6 6(1 LEn request. 9.0.For lines cackle with Joint center Ones. baindicate size sic nnectorop ate In values sea ESR-1311,ESR-1988 NITA) 111E 111 111 U EXPIRES:12/31/2615 This design prepared from computer -input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&8TR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-5=(Q) 0 BC: 2x9 KDDF 81&BTR SPACED 24.0" S.C. 2-3=(-24S) 222 3-4-( -91) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD " 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF { 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KQDF ( 625) 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 3V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ), BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spat nod AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/10 MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed,= 0.100" ,' MAX TL CREEP DEFT. = -0.003" @ -1'- 0.0" Allowed`.- 0.133" MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed L 0.481" MAX TC PANEL TL DEFT. - -0.077" 8 3'- 2.4" Allowed". 0.722" i MAX HORIZ. LL DEFT. = -0.003" 0 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10,9," 12 • NOTE: Design assumes moisture content does 10.00 17' not to exceed 19% at time of manui'acture, O. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a (All Heights), Enclosed, Cat.2, Exp.B, MwFRS(Dir), i load duration factor"1.6, } o Truss designed for wind loads in the plane of the truss only. I m i o 1 5.m. / • o M-3X4 Jy 1.00 6-00 y 1-11-11 y • (PROVIDE FULL BEARINGIJts:2,5,3,4) JOB NAME : 5019-D POLYGON - BJ4 Scale: 0.4119 LJ {G\*1�/N ��S�t: WARNINGS: MINERAL NOTES,unless otherwise noted: �� r�f �� ' 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and N far es Indh4dual P Truss: BJ4 and Warnings before construction commences. building component.Applcabiaey of design parameters and proper . 2.bre compreaston web bracing must be Installed where shim 1.. Mco poratton of component b the rosponsibmly of the building designer. / '. 3.Additional temporary bracing to Insure stsbildy dhMng construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: Mi A the responsibility tempora ob ace ng to Inr.ure Additional permanent Maung of r o.0.and at 10'o,d,respectively unless braced throughout theirlenggih by aontinuousahaething such as plywood sheathing(TC)and/or drywall(BC). .. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown. S EQ. : 6126056 4.Na load should be applied to any component untd after all bracing and 4,Installation of truss is the responslblNy erg*respective contractor. 9 RECON M ((� fasteners are complete and at no Uma should any loads greater than B.Design assumes trusses are b be used b a nen-corrosive envkntrnent \.. TRANS I D: 413 216 design bads be applied to any component. end am for"dry condWan"of use. / � ♦ r pp -{'.�` 5.CompuTrua hes no control over and assumes no responsibility for thene P.Design assumes fog bearing at al supports shown.Shim or wedge$ /•'t (' 4.! fabrication,handling,shipment and Installation of components. 7.Designaasssumes adequate drainage le provided.ry. '< ( (.�t L �� IIIII SII��III I IIIII fill I III B.This design is furnished subject to Me limitations set forth by 9.lines Platesshallbe located on both faces of truss,and placed so their center . TPIANTGA In SCSI,copies of which will be furnished upon request, 9.Ctgdacoindbate sizeofplacenterlines. e M Niches. MITek USA,Inc/f ompUTrus Software 7.6.6(1 L)•E 10.For basic connector plata design values see ESR-1311,ESR-1989(MiTep EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer nput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 HAX MEMBER FORCES 4NR/DDP/Cq-1.00 TC: 2x4 KDDF 415BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5.10'} 0 BC: 2x4 ROOF 114BTR SPACED 24,0" O.C. 2-3-(-336) 303 3-4-1-109) 56 TC LATERAL SUPPORT <= 12"0C. DON. LOADING . BC LATERAL SUPPORT <- 12"0C. UOt4. LL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 POE DL ON BOTTOM CHORD- 10.0 POE BEARING MAX VERT MAX BORZ BOG REQUIRED BOG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -261/ 392V 0/ ON -1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -63/ 93V 0/ OH 1.50" 0,15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc .! . spacing BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 • MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed" 0.100" MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowedw 0.133" '' MAX TC PANEL LL DEFL - 0.064" 6 3'- 4.9" Allowed 0.481" MAX TC PANEL TL DEFL - -0.072" 0 3'- 2.4" Allowed.. 0.722" MAX HORIZ. LL DEFL- -0.005" 0 9'- 10.5" MAX HORIZ. TL DEFL - -0.005" 8 9'- 10.9" NOTE: Design assumes moisture content does not to exceed 199 at time of manufacture: /-3x4 Design conforms to main windforce-resistir'g system and components and cladding criteria. Kind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat,2, Exp.B, MKFRS(Dir), cs load duration factor-1.6,I Truss designed for wind loads . min the plane of the truss only.o1 F I 1 .1 r-1I.1 Kiiii on l y 1-00 6-00 3-11-11 'PROVIDE FULL BEARING;7ts:2,5,3,41 �� p..PRopE . . JOB NAME : 5019-D POLYGON - BJ5 �" ',,alit. s�o Scale: 0.3515 \. is • GENERAL NOTES,unless otherwise noted: ' .92,1•bE•. WARNINGS: � � ,��.r E. 1.Builder and erection contractor should be advised of all General Notes 1.ThIs design Is based only upon The parameters shown and 4 for an Individual Truss: BJ5 and Wamings before construction commences. building component Applicability o design parameters end proper 2.2n4 congression web bracing must be installed where shown*. Incorporation of component Is the responsBdWy of the bolding designer. 3.Additional temporary bracing to Insure Mobley dosing construction Design assumes the top and bottom chords to be laterally braced at 2'd.0.and at 10'o.0.respechrely unless braced throughout Meir length by : DES, BY: MJ is the reaporrsPoNky of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(IC)and/sr drywelt(BC), tip (� DATE: 11/26/2014 the overall structure is the responsibility Ogre building designer. 3.2x Impact bridging or lateral bracing required where shown*+ !? 4.No bad should be applied to any component anti after ell bracing and 4,Insteeeaen of truss Is Ile responsibility of the reepeceve contractor. RI=�Q ' kki SEQ. : 6126057 • fasteners am complete and at M ems should any loads greater than 5.Design assumes oases are to be used in a nen-corrosive emironnrant, '` . '41k '‘ design beds be applied to any component. end an for"dry condition"of use. �Q. 2� A- T R�lt3 S I D: 413 216B.Design eaaumes full bearing at egsupporie shown.Shim orwedge If 1'4 5.CompuTrua hes no control over and assumes no nsponsblimy!or the necessary. 'AYl� fabrication,handling,oMpment end Installation of components. "CR R I k-`" 7.Design assumeslbladequate drainage to sal. • O.This design is furnished subject to the limitations net fodh by 8.Plates shall he locatedonboth faces o fnas,and pieced so theft center IPI ILII VIII I 11111111111111 Il illi MITek USA,In nc/Compares pmpuTres Software 7 6.6(11)-E request. In.Pod bait cotnneelines cOlnokle�dorprate desjoint rilgnn values see ESR-1311,EHR.198110 ReR) EXPIRE&12/31/2015 111110101111This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 40-00-00 STUB HIP-D SETBACK 6-00-00 FROM END NALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 8168TR( LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=1 0) 84 2-11-(-1842) 5290 3-11-4 -142) 354 10-15-(-3912) 1384 2x6 KDDF 816BTR T2, T3 2- 3-4-6104) 2080 11-12>1-2906) 7344 11- 4-4 -360) 1548 BC: 2x6 ROOF 816BTR LOADING 3- 4-1-6046) 2122 12-13-1-2916) 7186 11- 6=(-2330) 1236 WEBS: 2x4 RODE STAND( LL - 25 PSF Ground Snow (Pg) 4- 5-1 0) 0 13-14-1-2180) 5262 6-12-) 0) 376 2x6 KDDF 82 A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO I0'- 0,0" V 4- 6=(-5374) 1936 14-15-( -78) 146 12- 7-1 0) 340 TC UNIF LI( 100.0)+DL( 28,01= 128,0 PLF 10'- 0.0" TO 38'- 0.0" V 6- 7-1-7426) 2884 7-13-I-1578) 796 TC LATERAL SUPPORT <" 12'0C. UON. PC UNIF LI( 50.0)+01,1 14.01= 64.0 PLF 38'- 0.0" TO 40'- 0.0" V 7- 8-4-6040) 2392 13- 8=4 -346) 1670 BC LATERAL SUPPORT <" 12"0C. UON. BC UNIF LI( 0.0)+01( 40.0)- 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9.4-1166) 482 8-14-1-4818) 2056 ' _ 9-10-4-14421 566 9-14>( -104) 314 : = 6 -_ -= TC CONC LL( 416.7)+DL( 116.7)- 533.3 LBS 8 10'- 0.0" 14-10-(-1124) 3200 n NOTE: 2x4BRACINGAT 24"0C>UON. FOR TC CONC LL( 416.7)+01,( 116,7)- 533.3 LBS @ 38'- 0.0" ALL-FLAT=TOP ®-CHORD=AREAS NOT SHEATHED BEARING MAX VERT MAX HOZ BRG REQUIRED BRG AREA "......---_... LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1053/ 3438V -93/ 178H 5.50" 5.50 KDDF ( 625) OVERHANGS: 20.0" 0.0" 40'- 0.0" -1477/ 3777V 0/ OH 5,50" 6.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. res qn c ec e. or nettP ps upit at 'oc s acres 4 nails staggered at: VERTICAL DEFLECTION LIMITS: LL=1/240, TL-L/180 -"r- 9" oc in L row(s) throughout 2x4 top chords, HAX LL DEFL " 0.005" 8 -1'- 8.0" Allowed = 0.167" 9" oc in 2 roils) throughout 2x6 top chords, MAX TL CREEP DEFL- -0.005" 8 -1'- 8.0" Allowed - 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL " 0.206" @ 19'- 0.6", Allowed " 1,954" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL " -0.398" 8 19'- 0.6" Allowed- 2.606" 9" oc in 2 row(s) throughout 2x6 webs. •• For hanger specs. - See approved plans MAX BORI2. LL DEFL -0.061" 8 39'- 9.2" MAX HORIZ. TL DEFL = 0.097" @ 39'- 9.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.7ft, TCDL=4.2,BCDL-6.0, ASCE/7-10, 9-11-11 28-00-10 1-11-11 '( (All Heights), Enclosed, Cat.2, Exp.B, MtFRS(Dir), 5-01-04 4-04 0-0607 6-08-01 7-02-08 7-02-08 6-11-08 1f 11- 11 load duration factor-1.6, Truss designed for wind loads f T f f f f 4 T f 9-10-12 in the plane of the truss only, l 533.308 12 *533.302 6.00 p M-7x8($) M-4x6 5 M 6x9 045" M-3x8 M-4x6'10.00 y _ a T 2'3:,, M-4x8 M-1.5x3 ° i','',::::# 4' M t M 0 0 A 1 ‘1111 / M • o 40 IP -r 1 /M-3x8 M-3x8 1.25" 0.25 M-6x8 +* M-7x8(3) M-7x8(S) M-1.5x4 1' J. Y ), y , 9-03-08 9-09-02 9-07-06 9-09-02 1-06-15 1-08 40-00 JOB NAME : 5019-D POLYGON - Cl �, �i PROF Scale: 0.1594 ��y r1�/1�r+r. s�a.. WARNINGS: GENERAL NOTES,unless olherwlse noted: �( v��tn�" -vim' 1.Butler and ereglon contractor should be advised of all General Notes 1.ThIs design Is based only upon the parameters shown and Is for an Individual 92 fp ` 1''' Truss: C 1 and Warnings before construction commences. building component.Applicabmy of design parameters end proper 2,244 compression web bracing must be Installed whore shown+. Incorporation of component Is the responsibility of the building designer. j" 3,Additional temporary Orating to hnsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced d DES, BY: MJ A the real temporary of the erector, m stonai ypduring n co bradrro of 2'o.6 and at tie'o,o,respectively union braced throughout their leenrggtth by DATE: 11/26/2014 the overall structure la the responsibility S continuous sheathingosuch lb plywoodrequired where s bilit ++ 'CC S E 6126059 4.No pad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �+ • OREGON V Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non•corroshro environment, •4p' TRANS I D: 413 216 design loads be rippled to any component. and are for'dry oondI800'of tree. f tZ 5.CompuTrue has no control over and assumes no reaponsibtty for the 6.Design asaumee full been;at at supports shown.Shim or wedge 8 - a)' 14 t,.. fabrication,handling,shipment and installation of WmpoMnb, 7.necessary. roto provided. o 1 f 6.This design Is furnished subject to the Battatbns set form by a.Platesnshaft beetotate�dpon both facet of truss,end placed so their center �� n`�� II IIII ILII IIID IIIA VIII IIII IIII IIII MRe1t USA,)nc/CompuT s Software TPI/W7CA In Batt copies of which wal be furnished 6.6(1 L)-E request. 1r lines. 0.For bIndicate "k Connshe r or prate delines coincide with joint signnvalues see ESR.1911,ESR-1011(Mff'eq . EXPIRES:12/31/2015 111E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 11(BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-11.1-1168) 2607 11- 3-) 0) 261 15-10-1 --363) 1164 BC: 2x4 KDDF 115818 SPACED 24.0" O.C. 2- 3-(-3054) 1164 11-12-(-1170) 2604 3-12-( -447) 338 10-16.1-1;654) 681 WEBS: 2x4 KDDF STAND; 3- 4-(-2557) 1052 12-13=1 -963) 2560 12- 4=6 -200) 761 2x6 KDDF 02 A LOADING 4- 5-1 0) 0 13-14-1 -885) 2430 12- 6-1 -592) 205 IL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 4- 6-(-2200) 1023 14-15-6 -682) 1880 6-13-1 -42) 158 • TC LATERAL SUPPORT <- 12"0C, UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2541) 1068 15-16=1 -59) 76 13- 7=1 -63) 271 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8=(-2090) 881 7-14-1 -638) 297 . 8- 9=1 -849) 479 14- 8=1 -165) 819 - LL- 25 PSF Ground Snow (Pg) 9-10-(-1129) 485 8-15-(-1540) 560 NOTE: 2x4 BRACING AT 24"0C UON. FOR 9-15.1 -82) 434 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX BORE /MG REQUIREL BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) OVERHANGS: 20,0" 0,0" 0'- 0.0" -283/ 1886V -132/ 227H 5.50" 3.02 KDDF 1 625) 40'- 0.0" -205/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) COND. : Des go checked for net(-5 ps up at or spacing, ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/183 MAX LL DEFL - 0.022" 0 -1'- 8.0" Allowed:, 0,167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed 0.222" MAX LL DEFL - 0.174" 0 18'- 9.0" Allowed- 1.954" MAX TL CREEP DEFL - -0.326" 0 18'- 9.0" Allowed - 2.606" MAX HORIZ. LL DEFL - -0.070" 8 39'- 9.2" MAX HORIZ. IL DEFL - 0.109" 0 39'- 9.2" NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. . Design conforms to main windforce-resisting 13-03-11 22-08-10 3-11-11 system and components and cladding criterJa. 11 1 Wind: 140 mph, h-22,5ft, TCDL-4.2,BCDL=6.0, ASCII,7-10, 6-10 6-01-04 0-09 07 5-05-04 5-09-11 5-09-11 5-07-15 3-11-11 (All Heights), Enclosed, Cat.2, Exp,B, M42FRS(Dir), 1 1 11 1 1 1 1 1 load duration factor.1.6, 13-02-12 Truss designed for wind loads in the plane of the truss only. 1 12 1 M-5x6(5) M-4x612 M-9x6 M-3x4 0.125" M-3x5 Q 10.80 6.00 p S 6 M-5x6(5) - j e ) 0.25" u-3x5 A at a • .m-, fn 71„' f 4 13 1/\/\/\ ... -i , " 15 6 : -' o' �M-3x8 M-1,5x3 0.25" 1,4-3x4 0.25' M-3x8 M-5x8(S) M-5X6(S) M-1,5x3 6-08-04 1 6-01-04 1 7-10-11 7-08-15 y 7-10-11 1 3-08-02 yl-osy 40-00 �,,�.C1. pRQFF�,. JOB NAME : 5019-D POLYGON - C2 �4``GAN :IS/. Scale: 0.1596 ! �}' WARNINGS: GENERAL NOTES,unless otherwise noted: V 9n�/nZ r ` :� 1.Builder and erection contractor should be edWed of all General Notes 1.This design Is based only upon the parameters shown and Is for an Indhedual C -74 .r E . r Truss: C2 and Waminga batare construction commences. building conlponem.Appircabldty of design parameters and proper / ; 2.2x4 compression web bracing must be Installed where dhows... Incorporation of component Is the responsibility of the budding designer. ,/ / S Additional temporary bracing to Insure stability during construction Design assumes the lop and bosom chords to be laterally braced a{ .4410011"/;''''-' 460000P •. DES. SY: MJ is me rosponsfbtly of IN erector.Additional permanent bracing of 2'c.c,and al 1r 0.0.Such Cs ely unless traced throughout their len�hggt��by r� continuous sheathing such as Firmed mad sheathIng(TC)anter drywa9(SC), DATE: 11/26/2014 the overall stnadure Is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4,Na load should be applied to any component stilt alter all bracing and 4.Installation of tress la the responsiblety of the respedat contractor, 'poi 4. �O�rw. � S EQ. : 6126060 fasteners are complete and et no time should any hada greater than 5.Design assumes trusses are to be used in a non•corroslve environment, design loads be applied to any component. and are for"dry con beanNon•of use. ,7!}. TRANS I D: 413216 S.Compulius has no control over and assumes no responsibility for the B,Design assumes fug bearing at all supports shown.Shim or wedge If h QyQ necessary. /WCrl ��,,• :agitation,handling,shipment and installation of components, 7,Design assumes adequate drainage la provided. - 6.lits design is furnished sub)ed to the ambitions set farm by B.Plates shall be located on both faces of truss,and placed so their center i #I#111111#lllll IINI#11111 li##I{II#I PAmfurnished upon ramROOS coincide with joint center lines.9. MiTek USkc lCompu7rua Software T6 )E 10. Indicate eh For baconnectordictate designvalues see 66R•1311,ESR•199e(WOO . EXPIRES:12/31/2015 VIII I 11This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq-1.00 i TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1,15 1- 2-( 0) 84 2-12-(-1326) 2620 12- 3-( 0) 261 11-17=(11654) 832 BC: 2x4 KDDF #1&BTR SPACED 24.0. 0,C. 2- 3-(-3054) 1398 12-13.1-1327) 2617 3-13-( -447) 278 1 WEBS: 2x4 KDDF STAND: 3- 4-(-2557) 1317 13-14.4-1226) 2589 13- 4-( -215) 759 2x6 KDDF #2 A LOADING 4- 5-( 0) 0 14-15-(-1076) 2446 13- 6-( -594) 238 LL( 25.0)+DLI 7.0) ON TOP CHORD - 32.0 PSF 4- 6-(-2200) 1232 15-16-) -838) 1885 6-14-( -42) 238 PC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-2552) 1307 16-17-1 -64) 76 14- 7-( -154) 288 BC LATERAL SUPPORT <• 12"OC. DON. TOTAL LOAD . 42.0 PSF 7- 8-(-2090) 1048 7-15.1 -638) 344 8-10-( -854) 559 15- 8-( -207) 832 • 'LL- 25 PS) Ground Snow (P9) 9-10-( 0) 0 8-16-(-1551) 667 NOTE:- - ............................• - 2x4BRACINGAT24" - .. -- OCUONFOR 10-11-(-1129) 596 10-16•) -51) 445 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-11-( -478) 1164 •••s----------------.....-•-•.....--• LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BRG REQUIREC,BRG AREA OVERHANGS: 20,0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. )SPECIES) 0'- 0.0" -374/ 1886V -132/ 228H 5.50" 3.02 KCAP ( 625) *. For hanger specs. - See approved plans 40'- 0.0" -314/ 1670V 0/ OH 5.50" 2.67 ODE ( 625) !COND. 2: Design checked for net(-5 oaf) uplift at 24 'or spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL4/163 MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed r 0.167" MAX TL CREEP DEFL " -0.021" @ -1'- 8.0" Allowed=. 0.222" MAX LL DEFL - 0.211" 8 13'- 2.7" Allowed- 1.954" MAX TL CREEP DEFL - -0.326" 8 18'- 9.0" Allowed r 2.606" MAX HORIZ. LL DEFL - -0.079" 8 39'- 9.2i" MAX HORIZ. TL DEFL - 0.110" 6 39'- 9.2" NOTE: Design assumes moisture content does not to exceed 193 at time of manc.facture. 16-07-11 17-04-10 5-11-11 Design conforms to main windforce-resisting 4 { system and components and cladding crited(a, 6-10 6-01-04 3-08-07 2-01- 04 5-09-11 5-09-11 3-07-15 2-01-13 3-09-14 1 4 4 4 4 4 f f T f Wind: 140 mph, h•23.4Pt, TCDL•4.2,BCDL•6.0, ASCE 7-10, 13-02-12 SUPPORT TOP CHORD AT .71.5 4-00 (All Heights), Enclosed, Cat,2, Exp.B, MyiFRS(Dir), load duration factor-1.6, 12 5 9 12 inuss thedplaneeofned for thewind trussoonly. i 6,00(7' 14-4x6 M-5x6(S) M-4x6 ! M-3x4 0y 25" 8 M-3x5 0 Q 10.00 1,1-5x6(S) 0.25" /\/\/ M-3x5 1 1 m 1 A m o N o2 ' 14 1' 6 ,,,,f' -r. a /M-3x8 M- 1.5x3 t.25" M-3x4 0.25 M-3x8 M-Sx8(S) M-5x6(S) M-1.5x3 1 l Y y y y y i 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 1`l ..1- 1-08 1-08 40-00 •JOB NAME : 5019-D POLYGON' - C3 �‘,,51/I��P °FF , Scale: 0.1556 .C. ��4`_sLJ �`j, WARNINGS: GENERAL NOTES,unless otherwise noted: �� A�'�i"5 r C 0 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an indbiduei 7 G C G Truss: C 3 end 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 response:48y of the bulldog desppner. / < s;*4400011 temporary bracing to Mauro alabtey during construction 2.Design assumes the top and bottom chords to be laterally braced a( DES. BY: MJ 2'o.e.and at 10'0.0.respectively unless braced throughout theirleayyt�h�by Is Hie responsibility of the erector.Additional pen :lent bracing of continuous sheathing such es plywood sheathing(TC)andfor drywa8(SC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredotqg required whore shown*+ Nt OREGON CoQ 4.No load should be applied to any component until alter aI bracing and 4.Installation of truss Is the respponsibility of the respective contractor. :. SEQ. : 612 6 0 61 fasteners are complete and at no lIme should any bads greeter then S.Design assumes trusses ere to be used In a noncorrosive environment, ':1t, design bads be emptied to any component. end are for"dry condition'of use. �/ .'9 2Q :��-. T RA N S I D: 913 216H.Design assumes full bearing a ah supporta shown.shim or wedge H �+ S.Comm:: s has no control over and assumes no responsibility for the emissary. L fabHoation,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 11:3 RIO- 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center I�IIII VIII I I IIH 1111111111 III IIII IIII MIT�i3USA, rtc CompuTrus Software 7.8.6(iL)E A In SCSI,copies of which will be furnished upon request. 1Ones coincide with joint center Ries. 0.For b Indicate ccotnnectoropla e design values see ESR-1311,ESR-Inns(Weld EXPIRES:12/31/2015 1 1111111This design prepared from computer 4input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0,0 IC; 2x4 HDDF HI6BTR LOAD DURATION INCREASE - 1.15 1- 2=(-2974) 1263 1- 8=) -998) 2604 2- 8=(-294) (359 BC: 2x4 HDDF 816BTR SPACED 24.0" O.C, 2- 3=(-2696) 1189 8- 9=) -731) 2179 8- 3=(-135) 1544 WEBS: 2x4 KDDF STAND 3- 4-(-1906) 971 9-10=( -725) 2133 3- 9=(-784) ,485 LOADING 4- 5-(-1906) 971 10- 7=4-1003) 2535 9- 4=(-549) 1280 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSI' 5- 6=4-2696) 1189 9- 5.4-784) 5485 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=4-2974) 1263 5-10=1-135) '545 TOTAL LOAD = 42.0 PSF 10- 6-4-294) ;359 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRE BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0,0" -243/ 1680V -217/ 217H 5.50" 2.69 KL.F ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED 81 700 2012, 40'- 0.0" -243/ 1680V 0/ OH 5.50" 2.69 KW ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. . COND. : Des go c ec.e• or ne - psf) up i t at 4 od spacang. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/leip MAX LL DEFL • 0.177" 8 20'- 0.0" Allowed.? 1.954" MAX TL CREEP DEFL = -0.324" 8 20'- 0.0" Allowed?- 2.606" 4 MAX HORIZ. LL DEFL - 0.070" 8 39'- 6.5" MAX HORIZ. TL DEFL • 0.116" 0 39'- 6.5" NOTE: Design assumes moisture content does not to exceed 19% at time of mant(facture. Design conforms to main windforce-res£stir.)g 20-00 20-00 system and components and cladding criterga. { 1' 1 6-10-14 6-05-11 6-07-07 6-07-07 6-05-11 6-10-14 Wind: 140 mph, h=24.2ft, TCDL•4.2,BCDL=6.0, ASCO 7-10, (All Heights), Enclosed, Cat.2, Exp.B, M4FRS(Dir), T 4 ( 1 load duration factor-1.6, r 12 12 Truss designed for wind loads 6.00 p M-4x6 Q 6.00 in the plane of the truss only. 4,0" : M-5x6(5) �' 14-5x6(S) 3.1 s 0.25" 0.25" r 3 5 My ( M-1.5x31 + /Nip.6 i rn m • i _ , MN _ ' o **^ B • ,25" M-3x4 M-3x8 •* o o M-3x8 M-3x4 • M-5x8(5) j Y • Y 10-02-09 y 9-09-07 y 9-09-07 Y 10-02-09 l y 40-00 • pes JOB NAME : 5019-D POLYGON - C4 NGIN$14. 4., ,6f. Scale: 0.1605 1112$ ° WARNINGS; GENERAL NOTES,unlessoiherwtse noted: 7C.. .t]�]�+_P� 5 r1.Builder and erection contractor should be advised of all General Notes 1.This design Ie based only upon the pesmeters shown and is for an individual Truss: C 4 and Warnings baton construction commences, building component.Applicability of design parameters and preper 2.2x4 compression wob bracing must be Installed where shown+. Incorporation of component le the responsibility of the building Sea mer. 2.Design assumes the top and bottom dlords to be laterally braced ai on DES. BY: MJ 3, Addition el Is the responsibilitytemporary f rinbra atm rector.Additional to Insure Mobility srman�t brduring acing of r o.0.and el td'o.0.respectively unless braced throughout their length_by �'",,� .,, :% "• DATE: 11/26/2014 continuous sheathing such as plywoodsheeting(FC)endior drywall). (r the overal structure Is the responsibility of the buiMlrg designer. 3.2x impact bridging or lateral bracing required where shown++ etl .. 4.No load should be applied to any component unlit ane et bracing and 4.Installation of truss Is the responsibility elite respective contractor. .�'9... QREGON to S EQ. : 6126062 fasteners are complete and at no time should any toads greater then b.Design assumes trusses are oho used Ins non-corrosive environment Y� ,� 29N TRANS z D• 413 216 design loads be applied to any component, and are for"dry condnbn'of use, S.Compuyrus has no control over and assumes no responslbttty for the 6.Design assumes full beating et all supports shown.Shim or wedge H A` 14. P fabrication,handling,shfpmeot and Installation of components. Design eceaury. `✓1. . �� 7.Doc ne assumes adequate drainage to provided. R R It� 8.This design Is furnished subject to the lmite8ons set forth by 8.Plates shalt be located on both feces Ohms,end pieced so their center t IIIIII��I I II1I1 IIII Mill��II��IIII II 11�1� TpbyYFCA in OCSI copies of which will be famished upon request, fines codle with joint fp center lines, . 111 III 1`[11[ 11111 11 1I1 g,DigsinddIndicate size of a In Inches. M?ek USA,Ino.lCompuTms Software 7.8.8(1 L)-E t0.For basic connector ate design values see ESR-1311,ESR-158e(Wok) EXPIRES:12131/2 15 IIIIIIIllll111This design prepared from computer !input by PACIFIC LUMBER-BC , • LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 40-00-00IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cly=r1.00 TC: 2x9 KDDF 116BTR LOAD DURATION INCREASE . 1.15 (Non-Rep) 1-2=(-1826) 392 1-4=(-326) 1334 4-2=) -228) 1,004 BC: 2x8 KDDF 6168TR 2-3=(-1334) 328 4-5=( -38) 84 4-3=1 -432) 1(878 WEBS: 224 KDDF STAND; LOADING 3-5-1-1498) 348 2x6 DF SS A LL - 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORS BRG REQUIRED BEG AREA TC LATERAL SUPPORT 24"OC. UON. BC UNIF LL( 475.0)+DL( 343.0)= 818,0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE 80.1N. ((SPECIES) BC LATERAL SUPPORT C- 12"OC. UON. 0'- 0.0" -618/ 2784V -51/ 96H 5.50" 4.45 KCDF ( 625) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -563/ 2508V 0/ OH 5.50" 4.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. NOTE: 2x4 BRACING AT 24"0C CON. FOR ALLFLATTOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "os:spacing.' ....................=....eMama AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LLL/240, TL-L/1PO MAX LL DEFL = -0.007" 8 3'- 5.1" Allowed 0.254" +* For hanger specs. - See approved plans ( 2 ) complete trusses required. MAX TL CREEP DEFL= -0.013" 8 3'- 5.1" Allowed L 0.339" II Jnails staoin together 2red plat:y with 3"x,131 DIA GUN • ggeMAX HORIZ. LL DEFL = 0.001" 0 5'- 10.3" 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL = 0.001" 8 5'- 10.3)' 111 6" oc in 2 row(s) throughout 2x8 bottom chords, �i 9" oc in 1 row(s) throughout 2x4 webs. NOTE: Design assumes moisture content does not to exceed 192 at time of manuYacture. 3-06-14 2-05-02 f T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 p Wind; 140 mph, h-20.7ft, TCDL=4.2,BCDL-6.0, ASCI 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, M1:?RS(Dir), load duration factor-1.6, 3x9 Truss designed for wind loads 3 in the plane of the truss only. • 0 o All, 0MM 11 a ® �I 1 I► 0 M-4x10 M-3x10 t k y y 3-05-02 2-06-14 1 ,1 6-00 KEDGE REQUIRED AT HEEL(S). ' JOB NAME : 5019-D POLYGON - C GIRD � �o�s�. Scale: 0.4496 NQIN,`/t./cpryp7 s/0. tylIggWARNINGS: GENERAL NOTES,omens otherwise noted: 9n2..f 1 .`.� 1.Solider and emotion contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and b for an Indivitlual n. '_.72��.P Truss: C GIRD and Wamtnga before construction commences building component.Applicability a design parameters and proper 2.2x4 compression web bracing must be Installedwhere shown+. Incorporation of component Is the responsibility of the Wilding esigner. DES, BY: MJ 3.Addmonal temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 1s the responsibility of the erector.Additional permanent bracing of 2'o.0.and a110'o.e,respectively unless braced throughout their length by ,r DATE: 11/26/2014 the overee structure is the recomm uousridgin or bracing egrehshowier dryvraa 4 responsibility of the building designer. 3,2x Impact bridging Or laleMl required where shown++ sP SEQ. : 6126063 4.No load should be applied to any component urea aper all bracing and 4.Installation of truss Is tho respponsl:llay of the respective contractor, y OREGON [(/ fasteners are complete and al no time should any loads groaner than B.Design assumes busses are to be used in s non-corrosMe environment, �„ ii9{I 4�0+' j` TRANS I D: 413 216 design mads be spelled to any component and era for'dry condition'of use, 1n r AA S 5.Compumme has no control over and assumes no responsibility for the 6.Design assumes MI bearing at as supports shovel.Shim or wedge If v. .1:4.. 'G l�T fabrication,handling,shipment end Installation of ne nary. `. components. 7.Design assumes adequate drainage bprovided. ' 'R.A 0-. No 6.Thio design Is furnished sNdect to the limitations set north by 6,Mahn shad be located on both feces ofm iss,and placed so their center 111111111111141111111 NNTe USA,1naWIPATCA In sCompuT 8 Software I,Copies of which will be furnished 6 6(1L)•E request 9.0.ForrJoint canter Ines, lbasic cohos miriade nnector at plate desllpn Inches. ssee ESR•011,HSR-1966(MRA) EXPIRES:12131/2015 i Illlllllllllll This design prepared from computer !input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/DQF/Cg-1.00 TC: 2x4 KDDF 81LBTR LOAD DURATION INCREASE = 1,15 1-2-) 0) 72 2-6-(q) 0 BC: 2x4 KDDF BiLBTR SPACED 24.0" O.C. 2-3=3-4a(-190) 138 TC LATERAL SUPPORT <m 12"0C. UON. • LOADING 4-5-( -54) 28 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF • ' DL ON BOTTOM CHORD- 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX 0082 BAG REQUIRED,BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, OSPECIESI LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 355H 5.50" 0.60 K4DF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ ON 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -136/ 193V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.1" -29/ 47V 0/ OH 1.50" 0.07 KRDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. lCOND. 2: Design checked for net(-5 psf) uplift at 24 "on spec ng.! -,, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/16.0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed a 0.100" MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed!= 0.133" MAX TC PANEL LL DEFL - 0.067" @ 3'- 4.9" Allowed'- 0,481" MAX TC PANEL TL DEFL - -0.075" 8 3'- 2.4" Allowed 0.722" MAX HORIZ. LL DEFL - -0.007" 8 11'- 10.4" MAX HORI2. TL DEFL- -0.007" 8 11'- 10.4j" NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. 12 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 140 mph, h-24.2ft, TCUL-4.2,BCDL-6.0, ASCI 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, M1,:FRS(Dir), 1load duration factor-1.6, oTruss designed for wind loads , o in the plane of the truss only. • • ) M 4'1- Y►"4 o -0, <' M-3x4 1 ). l J' 1-00 6-00 5-11-02 • !PROVIDE FULL BEARING;Jta:2,6,3,4,5! • F JOB NAME : 5019-D POLYGON - CJ10 Scale: 0.3108 � �{,� :IN yp,q�4'0' WARNINGS: GENERAL NOTES,unless otherwise noted: �� .''('�r 6(,f 1 .g2'IPE ) r I' 17 t. 1.Builder and erection oastrador should be advised of all General Mates 1.This design is based only upon the Aerometers shown and Is for an Individual . s before construction commences. 8a01ina component.Applicability of design parameters and Koper !j Truss: C J 10 and Warnings tncotporoga of component b the responsibility Mlle buildingdeslgnar. nee'.- . 2.2x4 compression web bracing moat be Installed whore shown*. 2.Design assumes the top end bottom chortle to be laterally braced at 3.Additional temporary bracing to insure slowly during construction Zen.and at 40'a.o.respectively unless braved throughout thafrl length by DES. BY: MJ Is me rosponsmnry glare erector,Addtilon,)permanent bracing of oongnaoes ahealhing such es plywood sheMhing(TC)andlor drywall O). / tr DATE: 11/26/2014 the overall stnrdure Is the responsibility of the bulking designer. 3.2x impact bridging or laterel bracing required WW1)shown++ OREGON / 4.No load should be applied to any component until eller all bracing and 4.Installation of buss Is the rmponsiblq of the respedi a o0MrhUor. .7' SEQ. : 6126064 Intonate am complete and at no time should any bads greater than 5.Design aaeumaa bueses are a ho used In a nomconoslve enaronmeM, -'1,,�y q N . .� design keds be applied to any oomponen6 and are fol"dry tbli bearing et use. TRANS T D: 913 216 0.Con puTrus has its control over and assumes no respons@eay forth* 9.n045190 assumes IUR Deering et at supports shown.Shim or wedge W !t 0 fabrication,handling,shipment and instillation of components. 7.Design assumes adequate drainage Is provided. Fthl 0- 9es .This dign Is furnished cabled to gra amilatlona set forth by B.Plates shall be located on both faces of Miss,and placed so their center l be furnished upon 11111111111111111111111111111111111 MTITPeINVIGA SAnlnc/Contig T 8or IS moftware 7.8.8(1 L1 E request. 8.10.lielde with joint center Nies. nes bain �nnedorpete design values see ESR-1311.ESR-1 g88(MRep 1 EXPlRES:17J31124i5 11111101 • This design prepared from computer ;input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF 01413TR LOAD DURATION INCREASE • 1.15 1-2-) 0) 72 2-5-(0) 0 BC: 2x4 HOOF $14BTR SPACED 24.0" O.C. 2-3-(-333) 305 1 3-4-1-109) 56 TC LATERAL SUPPORT <- 12"0C. 001). LOADING BC LATERAL SUPPORT <- 12"0C. UON. LI) 25.0)4DL( 7.0) ON TOP CHORD • 32.0 PSF DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED ERG AREA OVERHANGS: 12.0" 2,8" TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) 0'- 0.0" -22/ 374V -112/ 2971) 5.50" 0.60 ROOF ( 625) LL - 25 PSF Ground Snow 199) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KD1F I 625) • 5'- 11.2" -263/ 393V 0/ OH 1,50" 0.50 HOD)' ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0,0" -75/ 100V 0/ OH 1.50" 0.13 ROE 1 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 or spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1&0 y MAX LL DEFL - -0.002" A -1'- 0.0" Allowed'iii 0.100" MAX TL CREEP DEFL - -0.003" A -1'- 0.0" Allowed;= 0.133" MAX LI. DEFL • 0.000" a 0'- 0,0" Allowed,- 0,023" MAX TL CREEP DEFL - 0.000" A 0'- 0.0" Allowed- 0.031" MAX TC PANEL LL DEFL • 0.064" 0 3'- 4,9" Allowed= 0.401" MAX TC PANEL TL DEFL • -0.072" 8 3'- 2.4" Allowed.- 0.722" MAX HORIZ. LL DEFL • -0.005" A 9'- 11,2" MAX HORIZ. TL DEFL • -0.005" 0 9'- 11.22" 12 NOTE: Design assumes moisture cortent does 10.00 7 not to exceed 194 at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. r N Wind: 140 mph, h-23.5ft, TCDL•4.2,BCDL-6.0, ASCE"7-10, bl o (All Heights), Enclosed, Cat.2, Exp,B, M)FRS(Dir), '.., load duration factor-1.6, co Truss designed for wind loads in the plane of the truss only. I 1 t ,. I 1 M N I , O. �( o M-3x4 y 1, l y 1-00 6-00 4-02-12 • • (PROVIDE FULL BEA1ING;Jts:2,5.,3,41 JOB NAME : 5019-D POLYGON - CJ11 scala; 0.3524 �5�`rGN]�p"�fiDfiC�r60,-, WARNING,: GENERAL NOTES,ones,otherwise noted: - f^(!� 'F,/N✓!.r I.Dueler and eredloe contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is Ion an Individual ' PE Truss: CJ11 end Warnings before construction commences. building component.Appncabtlity of design parameters and proper 2.204 compression web bracing must be Installed where ahem+. Incorporation of component Is the responsibility of the building designer. DES. BY: MJ A Addmanai temporary bracing to Insure stebstty Minn wnalrudlon A Design assumes the top and bottom Marcie to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10' in suchrespas ply o unless braced rQ)nnmd dl length by continuous bridgisheatng )bpywgnequre when dditibuilding ++ MCr SEQ. : 6126065 4.No load should be applied to any component until ager all bracing and 4.lostapelion of trues Is Me reeponsOghy of the respective contractor. (��{�� w fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a non•corroslve environment, r. TRANS I D: 413 216 design loads be applied to any oomponeni. end aro for"dry condition'of use. ' �9 0 {� 5.CompuTran has rro control over sod assumes no responsibility(or the S.Design assumes full bearing al al supports shown.Shim or wedge If d 14 2• Q,! fabrication,hmidimg,shipment and Installation of c necessary' A-'� L 111111111111111111 e B.This design is furnished stilled to the limitations set components. 7,Plates assumes calon adequate drainage feces b provided,s,s `►7! p 4 1I11t (�1Ir Ippl II 11pp11I�ff�1� II{ TPDWTCA In SCSI,copies of which wig be furnished upon request. 8,lines comm a ag beFeuded ah Joint canto lines.o1 trues,end placed so their soler 11111 �I�II ILII p�tl III I IIIII ILII alI IIII MITek USA,Ina/ComptlTnrs Software 7.6.6(11}E 10.Digits rbasic conned of Tate design Inches. see ESR•1311,ESR-1S$8(MiTeS) EXPIRES:12/31/2015 •. IIIIIHIIIIIII • This design prepared from computer :input by pig PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DL'F/Cq-1.00 TC: 2x4 KDDF 0l[BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5-(l1) 0 BC: 2x4 KDDF @18BTR SPACED 24.0" O.C. 2-3-(-337) 305 3-4-(-109) 56 F TC LATERAL SUPPORT <- 12"0C, UON. LOADING ' BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX HORZ RAG REQUIRE( BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. )(SPECIES) 0'- 0.0" -22/ 374V -111/ 2978 5.50" 0.60 KC(DF ( 6251 LL - 25 PSF Ground Snow (Pg) 5'- 9,2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 94V 0/ OH 1.50" 0.15 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/120 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100' MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed'-• 0.133" ', MAX TC PANEL LL DEFL - 0.064" @ 3'- 4,9" Allowed_:- 0.481" . MAX TC PANEL TL DEFL - -0.072" @ 3'- 2.4" Allowed ii 0.722" y MAX HORIZ. LL DEFL - -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL - -0.005" @ 9'- 11.2" NOTE: Design assumes moisture content does not to exceed 195 at time of manufacture. 12 Design conforms to main windforce-resisting 10.007 system and components and cladding criteria. Wind: 140 mph, h-23.4ft, TCDL-4.2,BCOL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MItFRS(Dlr), / load duration factor-1.6, f I Truss designed for wind loads i m in the plane of the truss only. c5 m • m rirra rz+ i • y o • M-3x4 • ,1 )' ,6 ). 1-00 6-00 4-00 :PROVIDE FULL BEARING;Jts:2,5,3,41 4tV PROF4c, 4 JOB NAME : 5019-D POLYGON - CJ12 Scale; 0.3503 �NQ'N'?fi/!Nt��,O� `7Q, WARNINGS: GENERAL NOTES,unless otherwise noted: '/;t it�!.t l 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndMdual 9241+RE ' t Truss: C J12 end Warnings before construction commences. building component.Applicability a design parameters and properi 2.2,4 compression web bracing must be Installed where shown+. Incorporation of component h the resppaonslbIley of the boom designer. 4111'''''''''..- _ 2.Design assumes the top and bottom 3.Additional temporary bracing to Insure Robley during construction chords to be laterally braced a( DES. BY: MJ Is the responsibility of the erector.AdditionalrmenaM of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by Pe bracing continuous sheathing such as plywoodsheathln0(TO)and/or d,yw$A ), -y CC DATE: 11/26/2014 the overall structure Is the responsibility of the bddbrg designer, 3.2x Impact bridging or lateral braving requkea where shown++ n 4.No bad should be applied to any component unlit after all bracing and 4.Installation of tress Is the responsibility of the respective contractor. 7,. • OREGON �f j/', SEQ. : 6126066 fasteners are complete and at no gine should any bads greeter man 5.Design assumes trusses are o be used In a non•corroshe t rMronoWot 4' l9 Y %,. TRANS I D: 413 216 design loots be awned to any component and are for"dry condition'of use, /(�, 14 `L� •t �', 5.CorpuTrua has no control over end assumes no responsibility for the O.Design assumes full beefing at dl supports shown.Shan or wedge H -' fabrication,handling.sm meM and hlstalle0nn of components. necessary. _�`L]A i L,,, P H.Pesyd hallb assumeslceIed l both face Is loves, rill rl e,This deatgrt Is furnished subject to the Amitatbna set torte by S.Plates shall be IOCaled on both fees of foss,and placed so tnalrtenter VIII VIII�l�111 II I illy:III II �� TPaVYyr p 8051,copies of which will be furnished upon request. lines octdicae withjointof center Inches. 11 Illfi II II' Illi 1 II 10•toesv odbete size plateeIn Inness. MiTek USA,Inc./CompuTrua Software 7,6.6(1 L)-E 10.For basin Connector plate design values see EBR-0311,EBR-1008(MITek) EXPIRES:12/31/2015 t. IIIIIIIIIIIIII This design prepared front computer .input by PACIFIC LUMBER-BC I , LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10,9" IOC 2012 MAX MEMBER FORCES 4WR/DRF/Cq=1.00 TC: 2x4 KDDF 01081R LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-4=(d4 0 BC: 2u4 KDDF O15BTR SPACED 24,0" O.C. 2-3=(-180) 152 j TC LATERAL SUPPORT <' 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC, U014. LL{ 25.0)4DL( 7.0) ON TOP CHORD - 32.9 PSF BEARING MAX VERT MAX HORS 8RG REQUIREC'BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, ;(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -44/ 477V -88/ 236H 5.50" 0.76 RODE' ( 625) 7'- 8.2" 0/ 181V 0/ OH 5.50" 0.29 KI5F ( 625) LL = 25 PSF Ground Snow (P9) 7'- 10.9" -143/ 231V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or'spacing.' LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/16 -r MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX TC PANEL LL DEFL = 0.525" @ 4'- 8.5" Allowed v 0.647" )1( MAX TC PANEL TL DEFL - -0.513" @ 4'- 5.7" Allowed = 0.970° MAX HORIZ. LL DEFL = -0.003" 0 7'- 10,y" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.2" 10.00f27 NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ' Wind: 140 mph, h=22,5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 1-4 (All Heights), Enclosed, Cat.2, Exp.O, NWERS(Dir), I load duration factor=1.6, Truss designed for wind loads f in the plane of the truss only. ) I 1 CP t t4-3x4 Jr /, Jr 1-00 7-10-15 'PROVIDE FULL BEARINGi3ta:2,4,3J • • • JOB NAME : 5019-D POLYGON -- CJ13 Scale: 0.4410 `GJN�rj+qJNR�{t+��pTC1r�O WARNINGS: GENERAL NOTES,unless othervdae noted: /("Gr /nf 1 °* WARNINGS: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual _'+,�� r�, ('� Truss: CJ13 and Warnings before censbuedon commences. bulking component.Applicability of design parameters and proper 2.2x4 compression web boating most be Installed where shown 4. incorporation of component Is the reaponslblldy of the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stability dining construction2.Design assumes the top and bottom chords to be laterally braced of 2'ac,and at'Ur o.o.respectively unless braced throughout Hair length by -•dr ` • fs the responsibility of the erector.Additional permanent bracing of continuous sheathing swell as plywood sheathing(TC)andlordrywe8(B0). * ' ry,, DATE: 11/26/2014 the owing structure Is the responsgsity aline budding designer. 3.2x Impact bridging or lateral bracing required ether.shown 4 44. n *+. SEQ. : 6126067 4.No bad should be applied to any component untg after all bracing and 4.Installation of buss Is the responsibily of the respective contractor. "p., OREGON ( fasteners am complete and at no lime should any loads greater than 5.Design assumes trusses are to be used k a ron•comoslva environment, r 0�, TRANS I D: 413 216 design bads be applied to any component. and are for"dry condition"of use. /. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at a0 suppers shown.shim or wedge N Q'�' �. P+ fabrlcellon,handling.shipment and Instillation of components, T Design assumes adequate drainage is pmvtded, i n n i� 8.This design Is furnished subject to the Ilniftetlons set forth by 8.Plates shall be located on both faces°ltmss,end placed so their center `n R t' X IIID IIQI IIII III1111 VIII III III I I Musk USA,InnciC mpuT s SoftwareGA In SCSI,copies of which wilt be 7.6.6(1 L).E ished upon request. tines coincide with joint center lines. 19,Digits o bask conn size roplate design awes see ESR-1311,ESR.loss OWING EXPIRES:12/31/2015 111IIII11This design prepared from computer input by PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 414R/DO/Cg-1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE - 1.15 1-2•) 0) 72 2-4•(d) 0 BC: 2x4 KDD£ 816BTR SPACED 24,0" O.C. 2-3•(-136) 114 f I TC LATERAL SUPPORT <. 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIREd BRG AREA DL ON BOTTOM CHORD • 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD • 42.0 PSF 0'- 0.0" -34/ 400V -66/ 183)1 5.50" 0.64 KCDF ( 625) 5'- 8.2" 0/ 76V 01 OH 5.50" 0.12 KCD£ ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 10.9" -105/ 166V 0/ OH 1,50" 0.27 HOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 paf) uplift at 24 "oo spec ng.( REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL.L/240, TL•L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL- -0.002" @ -1'- 0.0" Allowed;.. 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed?. 0.133" -, MAX TC PANEL LL DEFL • 0,155" @ 3'- 6.8" Allowed''. 0,473" MAX TC PANEL TL DEFL - -0.138" @ 3'- 4.4" Allowed• 0.710" 6 MAX HORIZ. LL DEFL - -0,002" 8 5'- 10.2" 12 �( MAX N00.11, TL DEFL - -0.002" 8 5'- 10.2" 10.00 17' NOTE: Design assumes moisture content does not to exceed 193 at time of manufacture. Design conforms to main windforce-resistir.'g system and components and cladding criteria. wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL•6.0, ASCE?7-10, N (A11 Heights), Enclosed, Cat.2, Exp.B, MRFRS(Dir}, r' load duration factor-1,6, Truss designed for wind loads i a1 in the plane of the truss only. 1 1 rn o I. d h f�i .►�'-e r 0 M-3x4 .1 3. ), 1-00 5-10-15 i 'PROVIDE FULL BEARINGIJts:2,4,31 ' ' �p`tO.PRO F JOB NAME : 5019-D POLYGON - 0J14 �4 'a'" `4'o Scale: 0.5052 111261T' y WARNINGS: GENERAL NOTES,unless omenvise noted: - ��'P I.Builder and erection cpdractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an lndldduel Truss: C J 14 and Warnings before construction commences. building component Applicability of design parameters and proper 40, 2.2x4 compression web bracing must be installed where shown+, Incorporation en component is the responsiWAly of the bugdng designer. 3.Additional temporary bracingto insure*Many during constriction 2.Design assumes the fop and bottom chords to be laterally braced s DES. BY: MJ 2'0.a and at 10'o.o.respectively unless Maced throughout then length by ,.. Is Me responsibility of the erector.Additional permanent bracing of oonenuous sheathing such as plywood sheathing(TC)end/or drywall ). 9 4t DATE: 11/26/2014 the averse structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown.. "fJ E C•'q cf 4.No load should be applied Is any component urge after all bracing and 4.Instellegon of miss is the responsiblmy of the respective oontrador. 4, �,9 Y 24,E SEQ. : 6126068 fasteners are complete and at no Erne should any loads greater than S.Design assumes trusses are to be used In a nonsooroslse environment, ab design loads be eppltad to any component. and are for"dry full bearing of use, . .14 TRANS I D: 413 216 5.Conpulrus has no control over and assumes no responsibility for the 6_Design assumes NA beating at all supports shown.Shim or wedge U A. t� 1 T" febrleagon,handling,shipment and lroleltagon of components. 7.Design assumes adequate drainage Is provided. R RIO- • s.This design Is Nmished subject to the Imitations set forth by N.Plates shag be loatefdyen both faces of truss,end placed so their center WIIWTCA In BC81,copies of which will be Nrnished upon IIIII�IIIIIIIIIIIIIIIIIIIIII IIIIIIIIiIIIII MTe USA,Inc./Compu7 mSoftware 86(1L)-E request. IS.Pe baspromnnect rpisted siinvaluesseeESR•1311,ESR-0gag(MTek) EXPIRES:12/31%2615 11111110 11 This design prepared from computer ;input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TO: 2x4 KDDF NLSBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-) 0) 84 2-12-1-1352) 7306 12- 3-) -560) 2784 17-10=l-268) 364 2x6 KDDF N1OBTR T2 SPACED 24.0" O.C. 2- 3-(-8388) 1602 12-13-(-1338) 7236 3-13-(-2236) 546 1 BC: 2x4 ROOF 010TR; 3- 4.1-6314) 1202 13-14-(-1114) 6228 13- 4-1 -384) 2278 2x6 KDDF N16BTR B1 LOADING 4- 5-) 0) 0 14-15-(-1112) 6230 13- 6=(-1140) B38 WEBS: 2x4 MODE STAND LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6-(-5564) 1084 15-16-( -822) 4004 6-14-1 0) 196 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4618) 1280 16-17-) -824) 3256 6-15-1-2904) 562 TC LATERAL SUPPORT <- 12"0C. 00N. TOTAL LOAD - 42.0 PSE 7- 8-(-3164) 1118 17-11-(-1072) 3606 15- 7-) -322) 2026 • BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-3184) 1058 7-16-(-2166) 568 - LL - 25 PSF Ground Snow (Pg) 9-10-(-3920) 1252 16- 8-) -716) 2446 = ADDL: BC UNIF LL+DL- 50.0 PLF 0'- 0,0" TO 6'- 0.0" V 10-11=(-4196) 1340 16- 9=1 -784) 476 NOTE: 2e4= _ _BRACING AT=24" " OC" UON. FOR 9-17=( -122) 526 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL- 2508.0 LBS 8 6'- 1.5" n=--==__`-............_......._` BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, 1(SPECIES) OVERHANGS: 20.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -930/ 4616V -229/ 239H 5.50" 7.38 KDDF ( 625) ** For into ger s acs. - See a THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 46'- 3.0" -355/ 2273V 0/ OH 5.50" 3.64 WE ( 625) 9 p pproved plans ( 2 ) complete trusses required. COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing. Join together 2 ply with 3"x,131 DIA GUN p nails staggered at: VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 -'-- 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" 8 -I'- 8.0" Allowed; 0.167" 9" oc in 2 rows) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.005" 8 -1'- 8.0" Allowed'= 0.222" • 9" oc.in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL - 0.174" 6 20'- 8.7" Allowed:= 2.267" XX9" oc in 1 row(s) '"throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.517" 8 15'- 7,7" Allowed' 3.022" /�f� 9" oc in 1 row(s) throughout 2x4 webs. i 0-06-06 6 HANGER BY OTHERS TO APPLY MAX HORIZ, LL DEFL - -0.054" 6 4S'- 9.5f" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ, TL DEFL '. 0.127" 8 45'- 9.5:" 1`( 9-11-11 5-06-04 10-09-01 20-00 NOTE: Design assumes moisture content does ( not to exceed 19% at time of man 6-03-04 3-02-01 f 5-09-12 5-02-12 5-02-13 t 6-06-04 6-06-04 6-11-08 f '1 1' '1 1 f 4` 1 f Design conforms to main windforce-resisting 9-10-12 system and components and cladding criteria. 1 12Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL-6,0, ASCf:7-10, • 6.002' 6 00f 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, M1(PRS(Dir), 4.0" 'a 6'00 load duration factor=1.6, 8 .h( Truss designed for wind loads - M-5x6(5) in the plane of the truss only. r • M-3x5 3.1%%%„......4%..... 0.25' i t' M-5x6 5 M-6x10 M-3x6 •" M-1.5x3 3 + + o 1,1 o I/ 1 � 14 IS (. tet M-3x10 M- x8 5" M-1.5x3 M-3x5 0.255 M-3 x4 M-3x5 ** o @x12S) M-5 (S)*2508N r � l 3. 1• b l 6-01-08 3-03-13 6-02-06 5-01-01 5-06-04 9-05-08 10-06-08 1-08 46-03 1 • JOB NAME : 5019-D POLYGON - D1 Scale: 0.1351 '� .1(a,230 P „_ ji--. �� //2 * 4YARMNBS: GENBRALNOTMs,unlessolberwhended: r� PE I.Builder and erection contractor should be advised of a8 Genewt Notes 1.This design la based only upon the parameters shhown and is for an individual ''CCs x.41�.f-C,. i� Truss: D 1 'and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing meat be installed where shown s. Incorporation of component Is the responsibility of the building designer. 2.Design aeewnea the tep and bottom chards to be latera DES BY: M.7 3.Additional temporary bracing to Insure stability during construction Wordy their en is the responsibility of the erector.Additional permanent bracing of continuous nt and s 1 at 0.c.s ch as ply enldsa braced(TC)ah,'othey wen ih by xImactsheathing tushacgoeghre where s shown drywal C. __ DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or(slewl bracing required where shown.* � 3 !� ( (: SEQ. : 612607Q 4,No load should be applied to any component unlit after all bracing and t.Installation of tons Is the responsibility of the respective oontrador. tt A"tJ REG�N fasteners ere complete and at h0 rime should any Istria greater than 5.Design assumes trusses are 1a be aced in a non-corrosive environment, 72.' / ��X• As TRANS I D: 413 216 design loads be applied to any component. end ere for'dry corafpion"of use, 9.y i�Q �/( S.CompuTres hes no control over end assumes no responsibility for the a,Design assumes toil bearing at all supports shown.Shim or wedge if Q, 14 feDdcatbn.handling shipment and installation ofcomponenls, necessary. C provided, p { s.This design is furnished subject to the'irritation set forth by 8."Isleess shah bealocated adequate faces of truss,and planed so their center r R t 4 II'I��,��f I(I��II VI II I�I MiTSA,ITPIANTCA in 8051, ./Comp Truof s Software 7.6,6(1 L)E request. 10.For basic lines cote sloe ide with aint plate deler lines. sgn values sea ESR-1311.ESR-1989(Weld 9.Maas indicate size of late in Inches. EXPIRES:12/3.1/2015 1E111111 This design prepared from computer{input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 914BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 64 2-12=(-1300) 3100 12- 3=1 0) 273 BC: 2x4 KDDF 814BTR SPACED 24.0" O,C. 2- 3=(-3577) 1483 12-13=(-1302) 3097 3-13-1 -4111 1308 WEBS: 2x4 KDDF STAND 3- 4=1-3097) 1389 13-14=(-1248) 3314 13- 4=1 -363) ;951 LOADING 4- 5=1 0) 0 14-15=1 -982) 2682 13- 6-1 -951) 433 TC LATERAL SUPPORT <- 12"0C. UON. IL( 25.0)+01( 7,0) ON TOP CHORD= 32.0 PSF 4- 6=(-2684) 1325 15-16=1 -999) 2623 14- 6-I-1290) '713 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=7-36811 1802 16-11=(-1230) 3013 14- 7=1 -689) 1578 TOTAL LOAD- 42,0 PSF 7- 8-(-2425) 1322 7-15=(-1271) 754 8- 9=(-2471) 1251 15- 8=( -911) 1860 NOTES=2x4"BRACING AT=24"0C=DON. FOR== LL - 25 PSF Ground Snow (Pg) 9-10=7-32511 1458 15- 9-( -775) 477 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-(-3520) 1522 9-16=1 -133) .546 ._____m....a.".............."._____.= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=1 -277) .350 LIVE LOAD AT LOCATIONS) SPECIFIED 8Y IBC 2012. OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -351/ 2138V -230/ 240H 5.50" 3.42 RODE ( 625) "• For hanger specs. - See approved plans 46'- 3,0" -279/ 1942V 0/ 0H 5.50" 3.11 KIIDF 1 625) [COND. 2: Design checked for net(-5 pall uplift at 24 "ou spacing,) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1817 MAX LL DEFL = 0.022" 8 -1'- 8,0" Allowed s 0.167" MAX TL CREEP DEFL - -0,021" 8 -1'- 8.0" Allowed - 0.222" MAX LL DEFL - 0.337" 8 18'- 9.9" Allowed:- 2.267" MAX TL CREEP DEFL = -0.592" 8 18'- 9.9" Allowed 3.022" MAX HORIZ. LL DEFL = -0.106" 8 45'- 9.5" 0-04-07 MAX HORIZ, TL DEFL = 0.168" 8 45'- 9.5" ff 13-03-11 5-06-04 7-05-01 20-00 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 1 6-10 6-01-04 1 5-02-12 f3-11-03 3-09-07 6-06-04 6-06-04 6-11-08 1 1 1 ff 1 1 f 1 .c .( Design conforms to main windforce-resistiig system and components and cladding criteria. 13 02-12 t 1 f Wind: 140 mph, h"24.2ft, TCDL=4.2,BCDL=6.0, ASCE(7-10, 12 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp,B, MI;FRS(Dir), 6.00 6.00' 4 O" 016.00 load duration factor-1.6, 8 A, Truss designed for wind loads '! M-5x8(S) in the plane of the truss only. I M-3x57 31 M-5x6 5 M-5x10 \ 0.25" M-5x8(s) VV 0.253 + + +1 + u-1,5x3 E .„00 en '1 ..... a t t e 2 ... f ,: 16 1•kpo . 14 I M-3x8 M-1.5x3 d3.1 25" M-4x6 0.25 M-3x4 M-3x8 'o M-5x8(S) M-5x8(S) . l 6-08-04 l 6-01-04 1 6-00-07 Y 7-05-01 9-10-04 y } 10-01-12 l 1-08 46-03 JOB NAME : 5019-D POLYGON - D2 Scale: 0.1356 x'1`''\- GIND�FS0 WARNINGS: GENERAL NOTES,unless olherwlse noted: ��+�5� 1.Sulkier and erection coolractorshould be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 9 /PE. ' Truss: D2 and Warnings adore webracing construction mmences. t��aiocomn ul component a onent.Applicability responsiof designbility dere buildingarameters and designer. er 2.204 compression web btaeing must be installed where shown*, 2.Design assumes the lop and bottom chords to be laterally braced a( 3,Additional temporary braying to Mere stability during construction 2'o.a a�of NY o,a respectivaty unless braced lhreushoW lhehietrgQ>�h bo 'ld " ,-•' DES. BY: MJ is the responsibility of Me erector.Additional petmenent bracing of continuous siteathmg such 49 plywood sheathing(TC)endfor drywatlEIC). ""' . -' - n j7 DATE: 11/26/2014 the overall structure Is the responsibiiry of tine building deotgrler, 3.2z Impact bridging or lateral bracing required where shown.+ 4 REG�N 4.No bad should be applied to any component until after all bracing and 4.Insteeation of truss u Co reaponslb83y of the respective oentractor. S EQ. : 6126071 fasteners are complete and at no ime should coy loads greater than 5.Design assumes trusses ore to be used In a non.00rroslve environment, X1,95, TRANS I D: 413 216 !li: design beds be espied to any component. and sre for'dry condition"of use C, 1.A • 8,Compulrvs hes no control over and assumes no responsibility mrths B,Design assumes N8 beating at all supports shown.Shim orwedpe s y. fabrication,handling.shipment and iesteamion of components. Designa ss 0 comp 7.n Design assumes adequate drainage la vided. r?Rl L {I 11fEI Np f1'I AHI H.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of trues,and pieced sottish-center I IIID VIII ILII II(I VIII IIII VIII ISI IIII M Te USA,IncTPINYTCA In SCo pvT a Software 7I,copies*IWO wil be m8.8(1 L Eished n request. 0.For basic connector lines colnelde joint center lines. plate desiglate In n values see ESR-1311,ESR•teae(egret()11 I[[li ((i BB 1 1 NN EXPIRES:12/3172015 iiElillllll This design prepared from computer .`input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1.00 TC: 2x4 RODE 11aBTR LOAD DURATION INCREASE = 1.15 1- 2=0 0) 84 2-13-0-1386) 3146 13- 3=0 0) 273 BC: 2x4 KODF HIRBTR SPACED 24,0" O.C. 2- 3=(-3576) 1682 13-14"0-1388) 3143 3-14=( 4411) 250 WEBS: 2x4 K009 STAND 3- 4=(-3096) 1629 14-15•(-1471) 3364 14- 4-( 4358) 950 LOADING 4- 5-( 0) 0 15-16=0-1133) 2719 14- 6-0 4348) 439 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6-0-2684) 1512 16-17=0-1100) 2621 15- 6=0-1290) 882 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10,0 PSI 6- 7-0-3680) 2051 17-11-0-1317) 3009 15- 7.1 -.873) 1610 •_ •• _ -- TOTAL LOAD - 42.0 PSF 7- 8.0-24241 1437 7-16-0-1,291) 873 8- 9-0-2470) 1366 16- 8.0-1.)014) 1870 NOTE: 2x4•BRACING AT=24"0C=UON.=FFOR LL - 25 PSF Ground Snow (Pg) 9-10-0-3248) 1541 16- 9=) 1773) 475 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-0-3516) 1586 9-17-( -71) 538 BOTTOM CHORD CHECKED FOR A 20 PSI LIMITED STORAGE 11-12•0 0) 84 17-10=0 -273) 275 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, OVERHANGS: 20.0" 20,0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORS BRG REOUIRECt BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. ;(SPECIES) 0'- 0.0" -422/ 2133V -244/ 244H 5.50" 3.41 HOF ( 625) 46'- 3.0" -384/ 2132V 0/ OH 5.50" 3.41 HOOF ( 625) • ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/16O MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed 0.167" MAX TL CREEP DEFL = -0.021" 0 -1'- 8.0' Allowed'.. 0.222" MAX LL DEFL - 0.366" Q 18'- 9.9" Allowed= 2.267" MAX TL CREEP DEFL • -0.591" Q 18'- 9.9" Allowed = 3.022" MAX LL DEFL - 0.022" 8 47'- 11.0" Allowed= 0.167" MAX TL CREEP DEFL - -0.021" 8 47'- 11.0" Allowed-4 0.222" 16-07-11 2-02-04 7-05-01 20-00 MAX HORIZ, LL DEFL • -0.113" 8 45'- 9.1" fT MAX HORIZ. TL DEFL- 0.168" 8 45'- 9.5," 6-10 6-01-04 3-08-0 7� '3-11-03 3-09-07 6-06-04 6-06-04 6-11-08 NOTE: Design assumes moisture codtent does 13-02-12 1-10-1yy2 ' 1' T •1 T not to exceed 19% at time of mangfacture, f T Design conforms to main windforce-resisting 12 12 M-4x6 12 system and components and cladding criteria. 6,00(7 6,00v v6,00 4.0" Wind: 140 mph, h-24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, SUPPORT TOP CHORD AT JT.5 8 .v (All Heights), Enclosed, Cat.2, Exp,B, MN'.FRS(Dir), -*%:, M-5x8(5) load duration factor•1,6, M-3x5 5 7 3 1 in theded offor thewind trussoads Onl M-5x6/ M-5x10 0,25 planeY• M-5x8(S) / 0,253 / t ilirr.-.r, + M-1.50 •-i o 3 q'f " 15 ,/;,� 17 11^\2-rp or M-3x8 M-1.5x3 b.25 M-4x6 0.251' M-3x4 M-3xE i M-5xB(S) M-5x8(5) Y Y 1 3. 1- 3, ,1 J• y 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 1-08 46-03 y y 1-OB • R JOB NAME : 5019-D POLYGON - D3 Scale: 0.1287 \0� �J31p? O�Fs/o WARNINGS, GENERAL.NOTES,unions otherwise noted: tC7 9, n!(G.7ir 1.Butiderand erection contractor should be advised of alt General Notes 1.This design is based onlyupon the parameters shown and Is for an Individual 7 2**PE .f'- Truss: D3 and Warnings before canstructon commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instailedwhere shown+• tacorporetbn of component is the responsibility of the budding designer. / �s DES. BY NJ 9.Addieonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to Le laterally braced at k the responsibility of the erector.Are slonai permanent bracing of 2.0 0.end at 10'0.0.respectively unless braced throughout Moir length by ;/ .,,, DATE: 11/26/2014 the overall structure is thereresponsibility of thebuidin designer. 2xlnrpcontinuat sheathingsuchabacingoequiedhhgeresh wn+Oryw88(SC}. `�'... epo'u hg Ig 3.2x Impact bridging or lateral poralQ required reaps shown+* f�' SEQ. : 6126072 4.No load should be applied to any component um9 after a4 breehg and 4.tnatalistion of buss Is the respoesWmry of the respective contractor. CJAEGON fasteners are complete end al no lime should any loads greater than S.Design assumes trusses are to be used In a noncotrostve environment -.7L A,G *A TRANS ID' 413216 design loads be applied to any component. end are for"dry condition'of use 1 :9.y 7: !�� ' 5.CompuTrus has no control over end ecoomea no responsibility for the O.Design sesames 551 bearing at all supports shown.Shim orwedga If 'Y ‘1.7"' fabrication,handling.shipment and Installation of components. T.Design assumes adequate drainage Is provided. R R`0,. 1I 1Ihl III 011111111111111111111H.Tab design b fumishe subject to mo limitations Oct forth by 0,Plates shell be located on both feces of buss,end placed so their center .. . TPUWI'CA In SCSI,copies of which will be Wished upon request. lines coincide with joint center Bees. 5.Digits indicate size of plate In Inches. MiTek USA,(fiC.fCOm uTrus$oflwere 7.8,8j11)•E 10.For bask connector plate design values see ESR-1371,HS14.1913e(MITek) EXPIRES:12/31/2015 1E11111 This design prepared from computer ',input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq 1.00 TC: 2x4 RODE 116BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-14.1-1054) 3146 3-14•(-261) 280 BC: 2x4 KDDF 016818 SPACED 24.0" O.C. 2- 3.1-3518) 1348 14-15=1 -829) 2160 14- 4.1:-77) 512 WEBS; 2x4 RODE STAND 3- 4=1-3254) L298 15-16.1 -582) 2276 4-15•(-698) 433 LOADING 4- 5.1-2521) 1139 16-17.1 -883) 2661 15- 5"1'-317) 828 IC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1 0) 0 17-12"(-1127) 3079 15- 7=(1-211) 147 BC LATERAL SUPPORT <• 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7-(-2177) 1109 7-16"1-197) 140 TOTAL LOAD - 42.0 PSF 7- 9-1-2184) 1109 9-16•t-318) 830 • _ 8- 9.) 0) 0 16-10-7,-721) 441 NOTE:-2x4-BRACING-AT-24"0C-DOW. FOR LL - 25 PSF Ground Snow (P9) 9-10•(-2527) 1140 10-17.1:-92) 552 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-1-3297) 1311 17-11-1r-307) 301 _-_---.....................v---...... BOTTOM CHORD CHECKED FOR A 20 PSP LIMITED STORAGE 11-12•(-3576) 1368 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 20I2. 12-13•7 -2) 90 OVERHANGS: 20.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSI. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 2133V -238/ 239H 5.50" 3.41 KtbF 1 625) • 46'- 3.0" -341/ 2131V 0/ OH 5.50" 3.41 KCDF ( 625) e'D. : i-s go c ec e. or net(- ps up i t at 4 'oc spec req. VERTICAL DEFLECTION LIMITS: LL"L/240, TL-1./180 MAX LL DEFL - 0.022" 0 -1'- 8.0" Allowed= 0.167" MAX TL CREEP DEFL - -0.021" @ -1'- 8.0" Allowed'- 0.222" MAX LL DEFL • 0.223" e 23'- 0.5" Allowed - 2.267" • MAX TL CREEP DEFL - -0.433" e 23'- 0.5" Allowed;= 3.022" MAX LL DEFL - -0.016" @ 47'- 9.0" Allowed.. 0.150" MAX TL CREEP DEFL - -0.020" @ 47,- 9.0" Allowed:- 0.200" 0-04-08 0-09-08MAX HO RIZ. LL DEFL - 0.096" @ l5'- 9,5" • 19-11-11 'N' 6-01-10 fl20-01-11 MAX HORIZ. TL DEFL - 0.158" @ 45'- 9,5" ( NOTE: Design assumes mofature cot):ent does 6-09-14 6-04-11 6-04-11 �3-00-133-00-13f 6-04-11 6-04-11 6-11-141. co/itent T 1' f4 T j'.( ' T T not to exceed 19% at time of manufacture. 14 12 Design conforms to main windforce-resisting 6.00 17 M-4x66 M-3x4 8 M-4x6 '�6.00 system and components and cladding criteria. M-5x8(5) H-5X8(S) Wind: 140 mph, h•29.20tr TCDL"4 2,BCOL"6.0, ASCE.' 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MY'!eFRS(Dir), 0.25" 0,25" load duration factor-I S, 0 Truss designed for wind loads �, q� in the plane of the truss only. 231AA\ 15x3 1 r .4111111AIL\`. I / M-3x8 M-3x9 "A S" 0.25n M-3x9 M^3x8 �'3 0 M-5x8(S) M-5x8(5) 1 10-00-03 l y 9-05-04 7-02-01 y 9-05-04 ) 10-02-03 1-08 46-03 1-06 • JOB NAME : 5019-D POLYGON - D4 �"�('' R OFF6��a Scale: 0.1423 WARNINGS: GENERAL design Is b edunlessonly otherwise noted: 4 *'P EI-- Truss: ' 1.Bulkier and erection minder should be advised of all General Nolen 1.This design to based only upon the parameters shown and m rot an individual - and Warms before conslrucdon commences. building component Applicability of design parameters and proper `.r l:USS: D 4 2.204 compression web bracing must be installed where sham*. Incorporation of component to the responsibility of the building designer. 3.Additional temporary bracing to insure stability during wnstnrcibn 2.Design assumes the top end bottom chola to be laterally braced at DES. BY: MJ Is the responsibilityof the erector.Additional permanent bracingof u 0.0,end al 1 C GA.respectively unless braced throughout thew length by P continuous sheathing such as plywood sheathing(TC)and/or drywaltSC). DATE: 11/26/2014 the overall structure Is the responslbUIY of the building designer. 3,2x Impact bridging or Neral bracing required where'hewn*+ h 4.No load should be appy to any component until atter all bracing and 4.Installation of trims Is the responsibility of the respective contractor. 7 . . V REGQN,�p SEQ. : 6126073 fasteners are core pieta and at no time should any bade greater than S sad are Mr dry trusses n1 use used m a nort co',caws environment / •R• .j- � ti TRANS I D' 413 216 design beds be eppRed to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if O' ' j ji' • 5.CompuTrua hes no cachet over and assumes no reaponsthilay for line necessity. fi fabrication.handling,shipment and Installation of components. 7•Design assumes adequate drainage b ed. 6.l R R I Oy' 6.This resign Is lumlehed subbed to the Inmtaiions set fon by 8.Plates shag be locatedof onboth tacos o 1!ruse,end placed an their center 13061,oopies of nt centerlines. 1 I�III VIII NI 11 �I 11 II II�i I'�II I IIII ches. M Te USA,hInt./C puTtue Software 7.6.6(1 L)-E request. D.For bask connector9.Digits Indicate lines coincide MTh ecipWe design values see ESR•1311,ESR-1986(Mtiek) 111 E(PIRES:12/3.1/2015 IIlUIIIIA This design prepared from computer ;input by 1111 H PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 414R/DDF/Cq-1.0.0 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1- 2") 0) 84 2-12-(-1070) 3215 3-12")-195) 254 BC: 2x4 KDDF 8168TR SPACED 24.0" 0.C. 2- 3-(-3546) 1345 12-13-9 -876) 2906 12- 4.1-127) :406 WEBS: 2x4 KDDF STAND 3- 4-(-3364) 1345 13-14-) -674) 2481 4-13-1-519) 1305 LOADING 4- 5•(-2826) 1251 14-15-) -713) 2351 13- 5-(-170) 1717 TC LATERAL SUPPORT <- 12"0C, UON. LL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2178) 1112 15-16-) -910) 2725 5-14-1-937) 521 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2178) 1112 16-10"(-1115) 3034 14- 6.1-715) 1620 TOTAL LOAD - 42.0 PSF 7- 8•(-2826) 1251 14- 7-(-937) 521 OVERHANGS: 20.0" 20.0" 8- 9-4-3365) 1345 7-15-4-170) 717 LL - 25 PSF Ground Snow (Pg) 9-10"1-3546) 1345 15- 8-(-519) 005 10-11•) 0) 84 8-16-(-127) A06 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9-(-195) •253 LIVE LOAD AT LOCATION(S) SPECIFIED 8Y IBC 2012, THE 80110)4 CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -366/ 2133V -279/ 279H 5.50" 3.41 HDbe ( 625) 46'- 3.0" -366/ 2133V 0/ OH 5.50" 3.41 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinco) VERTICAL DEFLECTION LIMITS: LL"L/240, 1L-L/180 MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed - 0.167" MAX Ti CREEP DEFL - -0,021" 8 -1'- 8,0" Allowed - 0.222" MAX LL DEFL - 0.234" 8 23'- 1.5" Allowed m 2.267" MAX TL CREEP DEFL " -0.443" 8 23'- 1.5" Allowed " 3.022" MAX LL DEFL - 0.022" 8 47'- 11.0" Allowed. 0,167" MAX TL CREEP DEFL - -0.021" @ 47'- 11.0" Allowed- 0.222" • 23-01-OB 23-01-08 MAX HORIZ. LL DEFL • 0.096" 8 45'- 9.5' MAX HORIZ. TL DEFL • 0.158" 8 45'- 9,°" 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-07-10 6-00-14 1 NOTE: Design assumes moisture cor.Cent does 1 1 1 1 1 '( 1 1 1 not to exceed 19% at time of mant4facture, 12 6,00) M-4x6 12 6,00 Design conforms to main windforce-resisting 9 0" system and components and cladding criteria. 6 '" Wind: 140 mph, h-25ft, TCDL-4.2,BCDL-6,0, ASCE :-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 S 14-3x4 3'1 3x4 load duration factor-1.6, r Truss designed for wind loads ( ) M-5x6(S) in the plane of the truss only. 0.25" 0.25" 1.6 , +I + + t, )5x3 \ ir\ r,-,rf"1 Io ,_ II 1 1 /1\1*.14-1.5x3 16 y�l o1 of M-3x8 M-3x4 I.25" M-3x8 0.2 (4-3x4 M-3x8 0 M-5x6(5) M-5x6(S) 1 1 8-00 7-06-12 7-06-12 7-06-12 7-06-12 8-00 J. Y 1-08 46-03 1-08 t.0 PROF? JOB NAME : 5019-D POLYGON - D5 Scale: 0.1292 � `` �/1ll1N `sib;. WARNINGS: GENERAL NOTES,unless otheiMae noted: ��' 1��!^�/ �•Q 4.Sunder and erection contractor should be advised slag General Notes 1.This design Is based only upon the parameters shown and is(or an mdMduai 2 P Truss: D5 and Warnings before eoristruetion commentee, building component.Applicability otdesign parameters and proper 2.2x4 compression web bracing must be Installed where shown.1.. Incorporation of component Is the responsibility Of the balding designer. / : 3.Additional temporary beaming to Insure stability during oonNmcOon 2.Design assumes the lop and bottom chonls to be laterally braced at DES. BY; MJ is the responsibility of the erector.Additional permanent bracing of Y 0,0,and al 10'o.o.respectively unless braced throughout tha7len length by ,� continuous sheathing such as plywoodquired hares and/or drywaphO). - . ts. DATE: 11/26/2014 the overt structure Is the responsibility of the building designer. 3,2x Intpmet bridging or lateral bracing required where shown* y S EQ. : 6126074 4.No load should be applied to any component untilewer at bracing arid 4.Inatallation of Miss Is the responsibility of the respective contractor. q A� R GON �(/ fasteners are complete and at no time should any loads greeter than 5,Design assumes tmasea are to be used in e noncorrosive environment, G 7- • ZQ Na •` TRANS I D: 413 216 design loads bo mantled to any component. and and are for"dry condition"of use. 9 Y 5.CompuTtus hes no control over and assumes no responsibility for the H.Design assumes fog bearing at all suppose shown.Shim or wedge H ' fabrication,handling,shipment and Installation of components. Design asscessary.umes ls p A 1 6.This design Is furnished subject to pts lmgmbns set forth by 8.Plates aahag beeloccaates adequate aces of tmss..aand placed so their center n `" 1IIIIIII1IIIIIIIIIIIIIIIIIIIIIIIIIII ILII TPATiTek�llSACA nklc.$CompuTlus Software 7.6.8(11.)-E I,copies of whith will be furnished upon roQ1ect 1lines coincide with joint oenter lines. 0.Diggs bbascconnaeorplalo dens In Glues see ESR-1311.0311-1988(Wok) • EXPIRES:12/31!2415 IIIIIIIIIII1 This design prepared from computer ;input by Ii1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/0DF/Cq"1.00 TC: 2x4 ROOF 0180TR LOAD DURATION INCREASE" 1.15 (Non-Rep) I- 2=) 0) (14 2-10") -744) 4623 10- 3=( 0) 315 14- 8")-777) 1908 BC: 2x6 KDDF SS; SPACED 24.0" 0.C. 2- 3"( -5331) 924 10-11=( -747) 4620 3-11-( -576) 330 8-15"(-)?968) 8550 2x10 KDDF SS 83 3- 4") -4728) 930 11-12"( -630) 4119 11- 4"( -81) 522 WEBS: 2x4 RODE STAND; LOADING 4- 5"( -4050) 897 12-13"( -993) 5652 4-12") -957) 537 2x10 RODE 82 A LL( 25.0)+DL( 7.0) ON TOP CHORD " 32.0 PSF 5- 6"( -4050) 900 13-14"(-2142) 10545 12- 5"( -651) 3132 DL ON BOTTOM CHORD - 10.0 PSF 6- 7-( -6507) 1353 14-15•(-3855) 11721 12- 6"(-3159) 774 . TC LATERAL SUPPORT <" 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8.)-12108) 2568 15- 9"(-4161) 19065 6-13=( -561) 2940 BC LATERAL SUPPORT <" 12"0C. UON. 8- 9,1-21543) 4731 13- 7"(-5586) 1311 LL" 25 PSF Ground Snow (Pg) 7-14"(-1065) 5040 OVERHANGS: 20.0" 0.0" ADDL: BC CONC LL+DL-10325.0 LBS 8 42'- 1.5" , BEARING MAX VERT MAX HORZ BAG REQUIRED.BRG AREA JT 9: Heel to plate corner = 1.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, ;)SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -562/ 2973V -264/ 274H 5.50" 4.76 RODE ( 625) ( i 1 complete tplyaws required. Join together 3 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 46'- 3.0" -2508/ 11432V 0/ OH 5.50" 18.29 KDDF ( 625) •. nails staggered at: OKI. r:a till cher ed for net( psf) up i t at oc-77-c11-719" oc in 1 row(s) throughout 2x4 top chords, 641 9" oc in 2 row(s) throughout 2x6 bottom chords,wVERTICAL DEFLECTION LIMITS: LL"L/240, TL-L/18:0 9" oc in 3 row(s) throughout 2x10 bottom chords, MAX LL DEFL " 0.002" 0 -1'- 8.0" Allowed �' 0.167" 9" oc in 1 row(a) throughout 2x4 webs, MAX Ti CREEP DEFL " -0.002" 4 -1'- 8.0" Allowed." 0.222" 9" oc in 3 row(s) throughout 2x10 webs. MAX LL DEFL " 0,134" 8 38'- 0.4" Allowed= 2.267" • MAX TL CREEP DEFL - -0,411" 8 30'- 7.8" Allowed" 3.022" ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HOAR. LL DEFL • -0.033" 0 45'- 9.5." THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX HOAR, TL DEFL = 0.077" 4 45'- 9.5," 23-01-08 23-01-08 NOTE: Design assumes moisture content does 8-03-13 7-04-14 7-04-14 1 not to exceed 19% at time of manufacture. 7-02-13 7-04-09 3-11-14 4-06-04 1' ,( 1 4 1' 'f 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00(7 M-4x6 Q 6.00 I 4 0" Wind: 140 mph, h"25ft, TCDL-4,2,BCDL"6.0, ASCE 7,:-.10, (All Heights), Enclosed, Cat.2, Exp.B, MtFRS(Dir), 5 load duration factor•l.6, M-5x6(S) Truss designed for wind loads in the plane of the truss only. M-3X4 0.25" + LATERALLY BRACE TO ROOF DIAPHRAGM s 6 + 2X4 WEB BRACE REQUIRED. M-5x6(S) 0.25" 741-3x8 r 11 M-5x16 �n�M-4x12 , ecri r Bs ^-s a CI 0 11 car .17 13 4.�9 0 • i M-3x4 M-1.5x3 M-3x4 M-3x8 M-3x6 0.25 M-5x16 0 M-5x6(S) M-12 1 4(S) *10325* :*, 1 y l l l 1 8-02-01 7-03-02 7-08-06 7-06-05 7-04-09 • 3, y14-01-02 4-01-08 • 18-00-06 20-00 8-02-10 •l J, Y • 1-08 46-03 JOB NAME : 5019-D POLYGON - D5 GIRDER �,ti ' � Open". Scale: 0.1309 OWA2 GENERAL NOTES,amass otherwise noted: kr �1/2r5. Builder �9r E 1.9ugtler and aroction contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for en individual end Warnings before oonstruOIon commences. building component.Applicability of design parameters and proper 44, Truss: D 5 GIRDER Incorporation of component is the responsibility of the building deelgner. 2.bas compression web bracing must be Insielied where ahovm+. 2.0e01g0 assumes the top end bottom chords to be laterely braced al _ 3.Addhktel temporary bracing to Insure MOW during oenstnatdon Y 0.e,sod at 10 me,respecllvety unless braced throughout their length by /'ems• DES. BY: MJ is the rosponslWNy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaR8C). A • DATE: 11/26/2014 the overall structure Is the responsibility of the habitat;designer. 5.2x Impact bridging on lateral bracing required where shown++ ^�t� )= aN ((( 4.No lead should be applied to any component until after all bracing and 4.Installation of mora is the responstey of the respeotive contractor. 7G; .'% �1;'. '4'• S EQ. : 6126075 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a non corrosive env ronment / 4) Zb deskn was be applied to any component, and aro for oondakM of we. Q. 1,4. ti. TRANS I D: 413 216 5,CwopuTrus has no control over and assumes no responsiedny for the 0.Design assumes fug bearing at snuoppo la shown.shim or wedge II 4w �I' fabrbu0on,handling,shipment end installation of components. newssary. ? r1 R i 4`. T.Plates hall be adequate both Ince Is d, , 8.This design is famished subject to the limitations set forth by 8.Plates shag be Ixatad on both faces o lrvsa,end placed no their center I ( II IIBIITPdWfCA SCSI,copies of which will be upon request. MiTeUSA,IncJCompuTrusSofware7.8.8(1l-E sMdllikutetog.DIec indicate Joint center Inches. OFor basic connector plate design values see ESt3tt,ESA•19a8(hRep EXPiRES:12/31/2015 1EI1I111IIThis design prepared from computer ;input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C(1=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-11-1-1152) 2892 3-11-1-213) 259 15- 9-1 2241) 1016 BC: 2x4 MODE' 816BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND: 2- 3-(-3182} 1220 11-12-1 -941) 2567 11- 4-(-133) 421 9-16-(-1j90 ) 905 2x6 KDDF @2 A 3- 9-(-3015) 1219 12-13-1 -742) 2138 4-12-(-524) 308 16-10-1 ;-33323 ) 23 LOADING 4- 5.1-2463) 1106 13-14-1 -619) 1788 12- 5-(-173) 721 ( LI( 25,0)+01( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1790) 965 14-15-1 -678) 1714 5-13-(-939) 522 TC LATERAL SUPPORT <- 12"OC, UON. DL ON BOTTOM CHORD - 10.0 PSP 6- 7-4-1795) 979 15-16-1 -375) 741 13- 6.1-595) 1282 BC LATERAL SUPPORT <- 12"OC, DON. TOTAL LOAD - 42.0 PSF 7- 8-1-2068) 993 13- 7-(-516) 358 OVERHANGS: 20.0" 0.0" 8- 9-1-15261 705 7-14-1 0) 196 • LL- 25 PSF Ground Snow (Pg) 9-10-( -34) 55 14- 8-1 -4) 222 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-15-1-8191 329 *' For hanger specs. - See approved plans LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2012. BEARING MAX VERT . MAX 6001 ERG REQUIREDERG AREA THE BOTTOM CHORD DEAD LOAD IS A 1.1INIMUM OF 10 PSF, LOCATIONS REACTIONS REACTIONS SIZE SO,IN. ')SPECIES) 0'- 0.0" -341/ 1960V -253/ 3108 5.50" 3.14 KDDF ( 6251 42'- 0.0" -262/ 1764v 0/ OH 5,50" 2.82 KDDF ( 6251 • CO D. : Design checked for net(- ps ) up iEt at 24 "oc'spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed 0,167" MAX TL CREEP DEFL - -0.021" @ -1'- 8.0" Allowed m 0,222" MAX LL DEFL - 0,171" 8 15'- 6.8" Allowed - 2.054" MAX TL CREEP DEFL - -0.315" 8 15'- 6.8" Allowed p 2.739" 23-01^08 MAX HORIZ. LL DEFL - 0.068" @ 41'- 6,5`1' T 18-10-08 MAX NORTZ. IL DEFL - 0.109" @ 41'- 6.5." 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-09-03 1-08-34 NOTE: Design assumes moisture content does T 12 ' 1' T 4 1' `( f not to exceed 19% at time of manLfacture. 12 6.00p. M-4x6 6 00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria, 6 .6' Wind: 140 mph, h.25ft, TCDL-4,2,BCDL-6.0, ASCE 7,-10, 0.25" (All Heights), Enclosed, Cat,2, Exp.B, 141GFRS(Dir), load duration factor-1.6, M-3x4 3 1 M-3x4 Truss designed for wind loads M-5x6(S) 7 M-5x6(S) in the plane of the truss only. e t 0.25" . al 44 M-1.5x 3 M-5x6 -1.5x3 \ 4". 44 *" / \ A t 0 o P .... 1 o M-3x8 M- 3x4 1.25" M-3x8 0.2 3x4 5 `+ -itV M-5x6{S) M-5x6(5) M-3x5 ' 1 1 1 1 1 . 1 1 1 y 8-00 7-06-12 7-06-12 7-06-12 7-06-12 3-09 • 1-08 42-00 1 JOB NAME : 5019-D POLYGON - D 6t9 PROA.,- . Scale: 0.1466 „,\ GNQIN s_/O WARNINGS: GENERAL NOTES,anions otheiwisenoted: �� Y(Ir ' IP 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and Is for en individual .4Z- .792.00E (" Truss: D6 and Warnings before oenstraoton commences. budding component Applicability of design parameters and proper / 2.204 compressIon web bracing must be instated where shown.. Incorporation ofoomporenl b the mpanslbtliy of the building designer. 4100111P/14: DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design ansumbs the Np and bottom chords to IatereEy braced at /' G is the responsibility of the erector,Adtligartal permanent bracing of 2'o.n and at fly o,a.respedlvety unless braced throughout theh to tis by - f�s • DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 2x Impactma bridging suerebplywgoe Wrad where s shownord gg(BC ! a� 4,Naload should be g 4.In or th lateral bracing y of the where econtractor.+ r ) O Q SEQ. : 6126076 applied unyarallbarinhand 4.Designtaosofesris theresponsibilityareneue oftaemcec9veQRE�Q�( ff,,,, Jaalenen are complete and at no time should any loads greater then 5,Design assumes trusses to o aced m a non-corrosive environment t,' iii TRANS I D' 413 216 design loads Da apgted 10 eny Component and are for"dry cendMorro(use. .°' '14- - d�. '�' 5.Compwllua has no control over end names no mponsmUay for the 6.Design assumes NE Dledng at ad supports shown.Mem or wedge If '(4. 2 fabrkation,hem)gng,shipment and Installation of components. necessary. provided. n �� 9.This design la furnished subject to the limitations sat forth by T. PaDetes sn hall beinlocated on both faces of 15,00,ad placed so their canter ��RIO- 0. 11131011111111 TPDYVt'CAIn SCSI,copies of which wAtbe furnished upon request. Hnescolncldewith)dnlcantor lines. MiTek USA,Inc./CompuTrus.SoRwere 7.8.6(1 L)-E 10.Fa baste ccoonneecctor e plat dteesign values see ESR-1 a11,ESRIOOOB(dtTOt) EXPIRES:12/31/2015 j# a 1111111 This design prepared from computer'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 MODE 8148TR LOAD DURATION INCREASE - 1.15 1- 2"( 0) 84 2-11-(-1765) 4066 11- 3=(-365) 997 16- 7"1 -623) 1249 BC: 2x4 HOOF 416BTR SPACED 24.0" O.C. 2- 3=(-4705) 1892 11-12-1-1635) 3133 3-12-1-742) 452 16- 8-( -512) 358 3- 4-(-3379) 1309 12-13"(-1190) 2998 12- 4-1 0) 356 8-17-( .` 0) 197 WEBS: 2xHOOF STAND; LOADING 4- 5-(-2735) 1163 14-15-1 -49) 121 4-13=1-710) 344 17- 9-( 0) 357 2x66 KDDF 92 A LL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSF 5- 6"(-2693) 1289 15-16-( -682) 1936 5-13-1-300) 255 9-18-1-2249) 943 TC LATERAL SUPPORT (- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-1-1768) 976 16-17-( -634) 1758 14-13-1 0) 77 18-10=1 -167) 203 BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD - 42.0 PSF 7- 8-1-1799) 971 17-18-1 -689) 1631 13- 6=(-483) 1065 8- 9=1-2057) 984 13-15-1-637) 1819 OVERHANGS: 20.0" 0.0" LL - 25 PSF Ground Snow (Pg) 9-10-1 -71) 125 6-15-1-103) 114 6-16.1-841) 519 BOTTOM CHORD CHEATED FOR A 20 FIE LIYITBC STORAGE " For hanger specs. - See approved plans BITE LOAD AT CHECTIONO) APE0IPIED BY IBC 2012. BEARING MAX VERT MAX NORZ BRG AEQUIREq BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 HDD)' ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL'L/240, TL-L/ltO MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed:- 0.167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed;= 0.222" MAX LL DEFL - 0.231" 8 14'- 1.0" Allowed"' 2.054" 18-10-0$ MAX TL CREEP DEFL - -0.409" 8 14'- 1.0" Allowed " 2.739" 23-01-08 ( MAX HORIZ. LL DEFL - -0.109" 8 41'- 6.5" 2-09 5-07-08 5-09-04 4-05 4-06-12 6-03-08 6-03-08 6-03-08 MAX HORIZ. TL DEFL - 0.168" 8 41'- 6.5" f f f f f f 12 12NOTE: Design assumes moisture cortent does 6.00E7' M-4x6 `:3 6.00 not to exceed 198 at time of manufacture. 4.0" Design conforms to main windforce-resisting 7 or Design and components and cladding criter_;a. :! M-5x6(5) M-5x6(S) M-3x10 Wind: 140 mph, h-25ft, TCDL-4.2,BCDL'6.0, ASCE 7~10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MKFRS(Dir), load duration factor"1,6, 0.2510.000,/".°1'4..e.//...°' .25" 8 Truss designed for wind loads in the plane of the truss only. .14-3x6 M-3x4 9 ` 1 /1\110/N M-1.5x3M-3x� Uc3 I 0.T11.1111 , , it M- x9 0 41 16x8 =4-.x6 M- xB 0.25" M-3x: ++ • o M-5x8 M-1.5x3 WEDGE REQUIRED AT HEEL(S)• M-5x8(5) -.532.75 WEDGE WITH 2)M-1.5x3 TMP. 12 l y )' l 1 )' / )' 1-05-08 5-07-08 6-00-12 y 4-03-04 4-08-08 9-04-06 9-06-02 l y -05-08 11-06-08 28-00 •l 1-08 42-00 p PR:Qpeic' JOB NAME : Scale: 0.1341 5019-D POLYGON - D7 < 01N 00- \5 j} ll/ZS I"1' ; ?y. WARNINGS: GENERAL NOSES,unless otherwise noted: 1. �- 1.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the perimeters shown end is for en Individual Truss: D7 nod Warnings before construction corxnanaes, budding component.Appllneblity of design aerometers and proper 2.2x4 compression web bradmust be installed where sham e. incorporation of component is the responsibility of the building designer. bream {. 3.Addmonattemporary bradnp to Insure slebgay during construction 2.Desi n assumes the lop and bottom chards to be latereity braced at /. Sir 2'o,a and at 10'a.o.respectively unless braced mmugatout their leng�"th by i!r+dUa - ..,i DES. BY: MJ is the respansfbBBy of Ore erector,Addional permanent bracing et continuous sheathing such as plywood shealhing(TC)andror drywa8(ec). -9` ft; DATE: 11/26/2014 the overall swuctwe is the responsibiNy of the building designer. 3,2x Impact drifting or lateral bracing required where shown++ y OREGON r{., [(� SEQ. : 612 6 0 7 4.Nro load should bo applied to any component until after el bracing and 4.Installation of truss Is the respanstbmry of the reseeative contractor. L , fastenant are complete end el no lime should any loads greater than S.Design assumes trusses are to be used Ina non-cana9Ne environment �/� a4 Y ' 2� • design Inds be applied to any component, and are for"dry condition"of use, �. TRANS I D: 413 2168.Design assures full bearing at ell supports shown.Shim orwsdge a ; 5.CompuTrus nes no control over and-gassings no responsibility for the necessary. "'L•'.�11 1 y�,,. fabrication,handing.shipment and Installation of components. 7.Design assumes adequate drainage h provided. 6.This design Is Mmished subject to ere Imitations set forth by a,plates shag be located on both faces of truss,end placed so their center C 1111111111131111111111111 M Tek U3A)nfCA In CcJCo pies of which wel be furnished upon rnpuTfus Software 7.66(iL}E request. coincide with joint center lines. 0.Forbaaoananectorpielte design values see ESR-1311,ESR-1188(MiTei0 stze EXPIRE5:12/31/2015 Mi�l�l�� This design prepared from computer;'input by PACIFIC LUMBER-BC IIII LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2s4 KDDF 1110BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-13-(-1785) 4081 13- 3-(-365) 1007 10-20-4 +2381 600 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2- 3.4-4761) 1909 13-14-4-1655) 3746 3-14.4-836) 465 20-11-) :-32) 222 WEBS: 2x4 KDDF STAND; 3- 4-(-3337) 1313 14-17-4-1195) 2914 14- 4-4 0) 404 11-21-( -'566) 332 2x6 KDDF 82 A LOADING 4- 5-4-2593) 1123 15-16•) 0) 0 4-17-4-802) 455 21-12-1 -619) 1722 LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF 5- 6-( 0) 0 16-18•1 -46) 128 16-17-) 0) 85 12-22-(-1707) 770 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSI 5- 7-4-2212) 1095 18-19.1 -713) 2128 17- 5-(-253) 765 BC LATERAL SUPPORT <= 12"0C. DON. TOTAL LOAD = 42.0 PSI 7- 8-4-2238) 1060 19-20-( -713) 2128 17- 7.4-184) 91 8-10-4-1807) 916 20-21-) -656) 1716 17-18-(-732) 2128 •LL - 25 PSI' Ground Snow (Pg) 9-10•) 0) 0 21-22-) -74) 115 7-18.1-278) 235 NOTE: 2x9 BRACING AT 24"OC DON. FOR 10-11-(-2110) 933 1.8- 8-4-117) 232 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSI LIMITED.STORAGE 11-12.4-1953) 784 19- 8=1 0) 213 ----"------------------------------- LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 8-20-4-705) 271 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HOZ BRG REQUIRES;BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) " For hanger specs: - See approved plans 0'- 0.0" -312/ 1970V -175/ 2338 5,50" 3.15 KLDF ( 625) 42'- 0.0" -234/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or,spacLng.l VERTICAL DEFLECTION LIMITS: LL•L/240, TI-L/lb0 MAX LL DEFL - 0.022" 8 -1'- 8,0" Allowed ,:t 0,167" MAX TL CREEP DEFL - -0.021" @ -1'- 8.0" Allowed'- 0,222" MAX LL DEFL - 0.214" @ 16'- 6.7" Allowed;- 2,054" 0-04-07 0-04-07 MAX TL CREEP DEFL = -0.386" @ 16'- 6.7" Allowed" 2.739" 16-07-11 12-11-10 12-04-11 MAX HORIZ, LL DEFL - -0.110" 8 41'- 9.E" f f f f MAX HORIZ. TL DEPL - 0.170" @ 41'- 9.2" 2-09 6-07-06 6-10-14 4-05-05 4-07-02 3-11-03 5-10-06 6-01-14 'i f f ff f 1 If f f NOTE: Design assumes moisture content does 16-06-12 12-03-12 not to exceed 19% at time of manufacture. f f f fDesign conforms to main windforce-resisting 6.00 12 M-4x6y6 M-3x4 M-3148 -4x6 12 system and components and cladding criteria. M-5x8(5) - Q 6.00 Wind: 140 mph, h-23.4ft, TCDL-4,2,BCDL-6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.8, WRS(Dir), 0,25" M-3X4 load duration factor-1.6, �� Truss designed for wind loads Ln the plane of the truss only. 14-3x5 + + ) :14-4x4 m M-3x10 3 i-� 'o I o M-5x8 M- x4 0' M-1.5x3 "' M x8 0.2 M- x8 M- x8 M-1.5x3 j x+ M 5x8 WEDGE REQUIRED AT HEEL(S). • -.2.75 WEDGE WITH 2)M-1.5x3 TIP. M-5x6(S) 12 1, Y 1 1 J' J' 1' /, 1• Y -05-08 6-07-06 4-11-02 2-01-08 5-01-04 4-05-06 4-05-06 6-00-02 5-10-06 , I, l -05-08 11-06-08 28-00 y-0Y 15-11-12 1-11-12 . 26-00-04 y 1-08 42-00 JOB NAME : 5019-D POLYGON - D8 Scale: 0,1250 ��'c�'N�NE 9, o, 'cc- WARNINGS: OHN@RAI.80TH8,unless otherwise noted: ' 1(7 V rggzsir 1 1.Butlderand erection contractor should be advised of aft General Notes 1.This design Is based only upon the parameters shown and is for an individual Ct. c 92.0/P E t' T l:u s s: D8 end Warnings before censtrustbn ceeroneeces. building component.Appooebnly of design parameters and proper i 2.204 compression web bracing must be installed where shorn+. Incorporation of component Is the responsibility of the bn8kltn6 desiI�gned. Additional temporary bracing to insure etebEty during construction 2.Design assumes the top and bottom chords to be laterally braced aT DES. BY: MJ 3.Add is me responainnfty or Who erector.Additional permanent bracing of co2'4c,and a110'sheathing such as plywood unless braced throughout their length by DATE: 11/26/2014 the overall structure la the responsibility 20 impact u dging or such ab bracing sheaNwgerDs own+drywet(aq, p bitty of the twilling designee 3,2x Impad bddg8rg or lateral Macing requbad where shown++ 4.No toad Should be applied to any component until after all bracing and 4,lostallellen of truss Is the responsibility of the respective contractor. r�! SEQ. : 612 6 0 7 8 fasteners ore complete end aloe lime should any loads greaterihan 8.Design assumes trusses are to be used In a nor"corrosh,'environment Y " �REGO` L':' and are fora hi)�' A. TRANS T D• 413 216 design lode be applied to any component. ry condbon"of use. /l1 �.5. G ' 5.CompuTrns pas no control over and assumes no responsibility Reim 0.Design assumes full b7.Design assumes earing et all supports is pshown.Shim or wedge If v. .�C4f,f 01.'11�� n,bandana,shipment and tallation of rovided. 8.This defabrioatsign is furnished subject to theeamitattons set forth bye 8.Plat bet be locateduate on both feces of thus.and placed so their center n i`� `, 111VIII II I 111101111111111111111 MTek USA Ina1Co copies a Software 7.3.6(11.)-E hhed upon request. t o.For basic connsdor pick design h coincide wan joint centerlines. sae HSR•)3S 1,HSR•1a88 Wink)s Digits Indicate she of plate m inches. , EXPIRES:12/31/2015 11111111111111 This design prepared from computer Input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq"1.00 TC: 2x4 KDDF 116BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-15-(-2263) 4021 15- 3-( -482) 987 10-22-(-420) 470 BC: 2x4 HOD? 41eBTR SPACED 24,0" 0.C. 2- 3-(-47051 2244 15-16-(-2094) 3693 3-16-) -673) 450 22-11-( -.340) 1132 WEBS: 2x4 ROOF STAND; 3- 4(-3442) 1588 16-17-(-1652) 3026 16- 4•( -5) 304 11-23-(-x_864) 827 2x4 KDDF STUD A; LOADING 4- 5-(-2913) 1454 17-19-1-1465) 2667 4-17-1 -569) 323 13-23-( -45) 155 2x6 KDDF 92 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-2534) 1342 18-20-) -99) 191 17- 5-( -604) 1088 23-14-( -7051 1519 DL ON BOTTOM CHORD - 10.0 PSF 5•• 7-( 0) 0 20-21.1-1282) 2738 17- 6-( -676) 464 14-24-(-1776) 851 IC LATERAL SUPPORT 0. 12"0C. DON. TOTAL LOAD- 42.0 PSF 6- 8-(-2663) 1427 21-22-1-1058) 2306 6-19.1 -63) 480 BC LATERAL SUPPORT C. 12"OC, UON. 8- 9.1-2808) 1357 22-23-) -742) 1529 18-19-) 0) 77 . LL . 25 PS? Ground Snow (Pg) 9-10-(-2610) 1161 23-24.) -72) 83 19- 8-( -352) 77 -rsrs-airsrs--airsairs"airs-----airsrs--rs---airsaiairsrs- 10'11-)-1815) 830 19-20-1-1309) 2635 ( NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-13-( -378) 290 8-20•) -180) 326 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION)$) SPECIFIED BY IBC 2012. 12-13.) 0) 0 20- 9-( -167) 119 j THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14-) -469) 313 9-21.( -448) 340 21-10-( -278) 664 i i OVERHANGS: 20,0" 0.0" BEARING MAX VERT MAX HORS BAG REQUIRED BRG AREA ." For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. •(SPECIES) 0'- 0.0" -382/ 1910V -126/ 251H 5.50" 3.15 HOF ( 6251 42'- 0.0" -329/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) )COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, 11-1/180 MAX LL DEFL- 0.022" @ -1'- 8.0" Allowed- 0.167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed- 0.222" MAX LL DEFL - 0.286" $ 19'- 1.3" Allowed. 2.054" MAX TL CREEP DEFL - -0.465" @ 19'- 1.3" Allowed 2.739" 16-07-11 21-07-10 3-08-11 • { { MAX HORIZ. LL DEFL • -0.138" 8 41'- 9.2" 5-01-02 1-00-12 2-05- 09 5-03-01 3-01-05 1-06-19 MAX HORIE. TL DEFL - 0.182" @ 41'- 9.2," 2-09 1 1 5-01-02 ' O711 f 5-06-09 1 f 5-03-01 1 2201-1' NOTE: Design assumes moisture cofrtent does f f f 1 1'1 f 4 f f t----f not to exceed 19% at time of mant4facture. t 13-02-12 SUPPORT TOP CHORD AT JT.7 1-09Design conforms to main windforce-resisting f f f f 12 M-5x6(S) 12 system and components and cladding criteria. 6.00 p M-3x4 7 12 .[:110.00 Wind: 140 mph, h-23,4ft, TCDL-4,2,BCDL-6.0, ASCE 7-10, M-4x6� 131 M- x4 0 25" M- x4 M- x5 M-4x6 (A11 Heights), Enclosed, Cat,2, Exp.B, Mi/FRS(Dir), M-5x6(5) l4 134 3 K-3x6 load duration factor-1.6, (((�� 4 Truss designed for wind loads 0.25" / in the plane of the truss only, 14-3x5 1 o i AB r, .••, `��a.j.m .ilk. o �+ M-3x10 s �2 3 n ' M-3x4 M-3x8 of ..�M M- x8 0.2,� M- x5 M-3x10 4'r` ,, c M-5x8 o M-1.5x3 WEDGE REQUIRED AT HEEL(S), 14-5x8 M-1.5x3 -.22.75 WEDGE WITH 2)M-1.5x3 TYP. M-5x6(5) 121-p4-04 l S l f - ,, /. l l y b 05-08 5- 01-02 5-02-14 l 5-01-04 7-01-14 7-00-02 7-01-14 1-05-02 l y 05-08 11-06-08 28-00 i 1-08 42-00 $sal®: 0.1217 �� ' pR.Ope: i) JOB NAME : 5 019-D POLYGON - D 9 �I►�.. 6� WARNINGS: GENERAL NOTES,unless otherwise noted: ..t� ,e 2IIP E. t!' 1.Builder and erection overseer should beaheaddad of al General Notes 1.This deep Is based only upon the parameters shown end m for an Individual Truss: D9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be instmled where shown•. Incorporation of component Is the responsibility oleo bolding designer. ✓' 2.Moen mimes the top and bottom chords to be laterally braced at DES. BY: 813 3.Additional temporary bracing to Insure stability during construction 2'o,c.and at 1E coo.respectively unless braced throughout the?WWI 61r � r ; Is the responsibility of Me erector.Additional permanent brectes of continuous sheathing such as plywood sheathInp(TC)andlor drywa C). DATE: 11/26/2014 the overall structure Is the respone@mly of the building destnnef. 3.2x Impact bridging or lateral bracing required where shown.i.r. d : Q 4.No load should be tippled to any(*mooned ung atter al Drating and 4.Installation of truss Is the responsibility of the respective contractor. .'� OR.EGON / fasteners are complete end at no gme should any bads greater than S.Design assumes Misses are to be used in a non-comeelw environment 8.Compv7 / �0 A�' TRANS I D: 413216 deslpn bads be applied to any component. 'and are for'dry cortege/I''of use. 0'1'1')'.14. ms hu no control over and assumes no responsibility for the 6.mOesssc l9 assumes MI bearing at altsupponi shown,Shim orwadge I! fabrbatIon,handling.shipment end Installation of components. 7.Design assumes adequate drainage Is prmided. R R1 I.- 11111111111 i11 1t O.This design is furnished subject to the Imitations set forth by 8.Plates shell be Loafed on both faces of 0555,end placed so the?canter II VIII VIII 1111111111111111111 M T A Inc fCampUThva SofnilifCA In SCSI,copies of white tware T 6l be 66(1 Ehed n request U Foroto se cide deJoint of p s center lues see ESR-1311,ESR-1988(Weld { EXPIRES:12/31/21)15 . 11IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 14AX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF 91&BTR LOAD DURATION INCREASE • 1.15 1- 2-) 0) 84 2-14-(-2092) 4021 14- 3-) -442) 987 20-10-) -'206) 652 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3-(-4705) 1990 19-15-(-1937) 3693 3-15-) -673) 438 10-21-(-1020) 385 WEBS: 2x4 KDDF STAND, 3- 4-(-3442) 1370 15-16-(-1506) 3026 15- 4-) -5) 304 21-11-( -263) 1119 2x4 KDDF STUD A; LOADING 4- 5-(-2913) 1210 16-18-4-1223) 2667 4-16-4 -569) 382 11-22-)-1364) 775 2x6 KDDF 42 B LL( 25.0)+DL( 7,0) ON TOP CHORD- 32.0 PSF 5- 6-( 0) 0 17-19=4 -84) 191 16- 5=) -376) 1088 12-22-( 1-26) 222 DL ON BOTTOM CHORD - 10.0 PSF 5- 7-(-2534) 1152 19-20=4-1142) 2738 16- 7-) -616) 258 22-13-) -131) 1519 TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-2663) 1187 20-21-) -970) 2306 7-18=4 -90) 473 13-23-(-1776) 880 BC LATERAL SUPPORT <- 12'OC. VON. 8- 9=4-28081 1156 21-22=4 -715) 1529 17-18-) 0) 77 ----� I. LL •• 25 PSF Ground Snow (Pg) 9-10-(-2619) 1039 22-23-( -73) 83 18- 8-) -339) 93 I 10-11-(-1815) 754 18-19-(-1117) 2635 NOTE: 2x4.BRACING AT=24"0C-UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-( -375) 253 8-19-4 -180) 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-( -466) 271 19- 9-) -69) 110 ---"---------------------•.......... THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 9-20-) -448) 275 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRE[, BRG AREA *' For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '�)SPECIES) 0'- 0.0" -292/ 1970V -127/ 250H 5.50" 3.15 K0OF ( 625) 42'- 0.0" -217/ 1754V 0/ OH 5.50" 2.81 K0DF ( 625) COND. : Des gn checked or net(- pa ) up ift at 24 "or spat nq, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/14:0 0-04-07 MAX LL DEFL - 0.022" 8 -1'- 8,0" Allowed= 0.107., MAX IL CREEP DEFL - -0.021" 0 -1'- 8.0" Allowed = 0.222" T( MAX LL DEFL - 0,261" 8 19'- 1.3" Allowed- 2.054" 0-08-05 MAX TL CREEP DEFL - -0.465" @ 19'- 1.3" Allowed- 2.739" 13-03-11 26-11-10 1-08-11 MAX HORIZ. IL DEFL - -0.129" @ 91,- 9.`" '( '( MAX HORIZ. TL DEFL - 0.182" @ 91'- 9.:" 5-01-02 5-01-04 5-03-01 5-01-05 2-09f '1 5-01-02 '( 4 5-06-09 4 T 5-03-01 7 1108-11 NOTE: Design assumes moisture cortent does not to exceed 19% at time of manufacture,f 1 4 T T i' T 4 f---f 13-02-12 Design conforms to main windforce-resisting '( '( system and components and cladding criteria. 12 M-5x6(5) 12 6.00 P M-3x4 Mind: 140 mph, h-22.5ft, TCDL•4.2,BCDL-6.0, ASCD 7-10, M-4X6 Q 10.00 (All Heights), Enclosed, Cat.2, Exp.B, MI)FRS(Dir), M-5x6(5) 56 7 M-1x4 0425" M-3x4 M 131x5 2-4x6 load duration factor-1.6, f. "IA 14-3x10 Truss designed for wind loads 0.25" in the plane of the truss only. M 3x5 '/ r + A/iiki& in0 B f` ) N M-3x10 a,.'`� it., 0 r l �/�' -+-�•:�` A. �fl to of M-.1x4 M-3x8 0, m �( p �' o M-1.5x3 M- x8 0.2 M 3x5 M-3x10 ** M-5x8 M-5x8 M-1.5x3 WEDGE REQUIRED AT HEEL{S), •.c,2.75 . M-5x6(5) 'I' , Y 1-p414 y 1 y 2L 05-08 5-01-02 5-02-14 ). 5-01-04 7-01-14 7-00-02 7-01-14 15-02 ?. 6 y 05-08 11-06-08 28-00 • 1-08 42-00 JOB NAME • 5019-D POLYGON - D10 Sale: 0.1217 `�4 NfbY�s��, �a�a_ • 4. WARNINGS: GENERAL NOUS,unless otherwise noted: �� r!/Z6/' 1.Bolder end erection contractor should be advised or ell General Notes 1.This design is based only upon the parameters shown and Is for en 1ndMdual - ,92.0 I ser `� r E C"" Truss: Dl 0 end Warnings before construction commences. btdidmg 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 butWmg designer. 3.Additional to2.Design assumes the la end bottom chords to be laterallybraced a DE 5. EY: MJ mporay bracing to Insure stability during construction 2'e.o.and at 90'o.o.respectively unless braced througut their length by Imo~ Is the reeponstbisly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and,or drywall. '... DATE: 11/26/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requkod where shown++ SEQ. : 612 6 0 8 0 4.No load should be apples to any component until after ail bradna and 4.Mammon or truss Is the responsibility of the respedtve contractor. 5r R.E. QN fasteners are complete and at no ante should any loads greater than 5.Design assumes trusses are to be used m a noncorrosive emitwrment 74 ,,10 O 2�� .4 design mode be applied to any component. and are for"dry condition"Muse. 'rO:' .7 4 TRANS I D: 913 216 6.Design assumes fug bearing at all supporta shown.Shim or wedge W �:... B.compu7nw has no control over and assumes no reaponatbatty for thenecessary. �fC� fabrication,handling,shipment and tnstellakon of components. 7.Design assumes adequate drainage Is provided. "rs;•R(�`Lt.. II �Illl�II I� '�II I I'I�I I�I��'ll till 6.This design In furnished subject to the limitations set forth by e.prates shall be located on both faces gigues,and placed so that,center TFINWCA In SCSI,copies of which cola be fomphed upon request, lines coincide wkn tnldt center linea. 9.Nils Indicate she of plate In Inches. M)TekUSA.Incicom uTrusSoftware7.8.6)1L)-E 10.For basic connector plate design values see ESR-ta11.SSA-mamma* EXPIRES:12/31/2615 i ' 1I1HHI.IIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 42-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x6 KDDE 816BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-( 0) 84 2-13-(-2700) 8204 13- 3-( -356) 1182 10-11=( 4646) 2399 2x4 KODE 81511TR Ti 2- 3-(-9486) 2946 13-14.1-2356) 6634 13^ 4-) -312) 1546 11-19=(-5(222) 2172 BC: 2x6 WOOF BIHBTR LOADING 3- 4-1-8800) 2752 14-15"(-3090) 7948 4-14=( -396) 344 19-12-) 4360) 262 WEBS: 2x4 KDDE STAND LL - 25 PS Ground Snow (Pg) 4- 5.1-6998) 2520 15-16=(-3118) 7910 14- 5-( -628) 2084 ; TC UNIF LL( 50.0)+DL( 14.0)" 64.0 OLE 0'- 0.0" TO 10'- 0.0" V 5- 6") 0) 0 16-17-1-3264) 8058 14- 7-1-2340) 1142 1 TC LATERAL SUPPORT <" 12"0C. UON. TC UNIF LL( 100.01+DL( 28.0)" 128.0 PLF 10'- 0.0" TO 42`- 0.0" V 5- 7"(-6240) 2284 17-18-1-2814) 6852 7-15-1 -484) 1208 i BC LATERAL SUPPORT <- 12"0C. UON. BC UNIF IL) 0.0)+DL( 40.0)- 40.0 OLP 0'- 0.0" TO 42'- 0.0" V 7- 8-1-8032) 3134 10-19-(-1788) 4230 15- 8") -200) 756 8- 9"1-77021 3056 16- 8-1-1326) 642 .............--s."a...............".. TC CONC LLI 416.71+01( 116.7)- 533.3 LBS 8 10'- 0.0" 9-10"(-77681 3066 16- 9-) -442) 314 NOTE: 2x4 BRACING AT 24"0C UON, FOR 10-11-(-5216) 2084 9-17=1 -684) 528 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12-) -68) 76 17-10-) -332) 1346 . .-..............,=s..-....---------- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18-(-2404) 1108 ; I OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIREDARG AREA •. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS- 0,0" -1109/ 3581V -90S /ACTIONS 187H 5.50 " 5.73ZE N KUDFIPEC625) 12 )complete trusses required. 42'- 0.0" -1444/ 3564V 0/ OH 5.50" 5.70 NODE ( 625) Join together 2 ply with 3"x.131 DIA GUN -'r- nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, OND. Design checked for net(-5 jest) uplift at oc,spacing. 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL"L/240, TL"L/160 XX 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" 8 -1'- 8.0" Allowedj- 0.167" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL - -0.005" 8 -1'- 8.0" Allowed!= 0.222" MAX LL DEFL " 0.257" 8 22'- 7.7" Allowed= 2.054" MAX TL CREEP DEFL - -0.502" 8 16'- 0.0" Allowed;- 2.739" f MAX H0RI2. LL DEFL - -0.095" 8 41'- 8.4^ MAX HORIZ. TL DEFL - 0.156" 8 41'- 8.ft NOTE: Design assumes moisture content does 0-06-07 not to exceed 191 at time of man acture. 9-11-1132-00-05 Design conforms to main windforce-resistil ( f f system and components and cladding criteria. -07-043-02-05 3-07-11 3-08-13 2-03-08 6-07-12 6-04-04 6-04-04 6-07-12 1" f T If T . T T 4 f Hind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCi;7-10, (All Heights), Enclosed, Cat,2, Exp.B, MF:FRS(Dir), 9-10-12 load duration factor"1,6, , 4 +533.300 Truss designed for wind loads 12 M-7x8(5) in the plane of the truss only. 6.00 t7 M-4x8 6 M-3x4 M-3x4 0.925'' M-3x41gM-4x6 M-15x3 Y, co .9 ) e ' M-3x4 i 4 ♦ + 0 1 0 1 M-1.5x3 r m M-3x8 / v ./27.\ 4 3 14 15' IIIIIIII - 0 ,•,.-: M-7x10 M-3x6 M-7x8 0.25' M-3x5 M-3x8 .• 1. M-7x10 M-7x8(S) .c 2.75 2.75a 12 WEDGE WITH 2)14-1.5x3 TYP. 12 Y Y ) Y Y Y ). Y 2-05-08 6-10 4-08-08 2-00 8-09-03 8-05-11 8-09-03 b ; 2-05-08 11-06-08 y2-00� 26-00 Y • 1-08 42-00 • D.PRO4-0;. JOB NAME : 5019-D POLYGON - D11 Scale: 0,1475 ��<0 N�mj `1 ro. WARNINGS: GENERAL NOTES,unleasotherwlsa noted; II1Z61 ? �� 1.Bulkier and erection contractor should be advised of all General Notes 1.Ma design Is based only upon the parameters shown end Is for an Individual 792,0E Truss: D 11 end Warnings before cerletNdlon commences. building component Appllcablly of design parameters and proper 2.2x4 compression web bracing'lost he metaled where shown•. Incorporation of component Is the reapeoolbmry of the building designer. fi r - 2.Design assumes the top and bottom chorda to be laterally braced a1 - DES. BY:: MJ 7.Additional temporary bracing to Insure stability during oonstNdlon zoo.and 8110'0.0.respectively unless braced throughout 11etr length by ~ ' Is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood ahemhlng(TO)andfardrywa C). --p M j: DATE; 11/26/2014 the overall structure is the responsi/NW or the building designer. 3.2x t d bridging or lateral bracing required where shown•• v;rR�r'7.QN 4.No toed should be angled to any component unt9 after al bradng and 4.Inala aloe of truss Is the reaponslbdy of the respeo8ve contractor. 7,. / jti�- SEQ. : 6126081 fasteners are complete and at no gnm should any bads greater than 5.Design assumes trusses ore to be used In a non-corrosive environment ✓ r 2 � deebrn loads be applied to any component, end are for"dry condleefi of use. ./� t•� TRANS I D: 413 216 H.CompuTrvs hes no control over and assumes no responsibility for the a•Design6assumes Oil beefiy. ng at al supporta shows,SW orwedge If v rr--j,oa S fabrication,handing,shipment and Installation of components. T.Design assumes adequate drainage In provided. Fr?r'T i tA.- 0.This design Is WNW subject to the ilmilellons set forth by 8.Elates shall be located �on both tacos Mims.and placed so their center TiolfiNTCA In ies of h will be rnished upon uest. lines de with pint center lines. 11111111 VIII IIID pill II VIII ILII�I�SII 5.MITek USA,lncJCoommpuT s Software 6.6(1 L)-E req te.For bastgs e connedo plate design values see ESR-1311,E8R•18I8 VdtTeh) EXPIRES:12/31/2Q15 . ............................ 1111111111 This design prepared from computer {input by PACIFIC LUMBER-BC i • LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0,0' IBC 2012 MAX MEMBER FORCES 4NR/DGF/Cq=1,00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-6=(0 0 BC: 2x4 KDDF 0-16BTR SPACED 24.0" O.C. 2-3-(-351) 305 s TC LATERAL SUPPORT <= 12"0C. UON, 3-4m(-109) 56 BC LATERAL SUPPORT <m 12"OC. UON. LOADING 4-5=( -24) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 12.0" 4.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIREC BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '1(SPECIES) LL m 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -114/ 311H 5.50" 0.60 !WOE ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50° 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KCDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -90/ 133V 0/ OH 1.50" 0.17 ((EDF ( 625) 1 BOTTOM CHORD CHECKED FOR 16PSF LIVE LOAD. TOP COND. : Design checked for net(- ps ) up ft at 4 "o sac n AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'a P 9• 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/10 MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed 7, 0.100" MAX TL CREEP DEFL = -0.003" 4 -1'- 0.0" Allowed'- 0.133" MAX LL DEFL = -0.000" @ 10'- 4.0" Allowed- 0.033" MAX TL CREEP DEFL - -0,000" 5 10'- 4.0" Allowed- 0.044" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed 0,481" MAX TC PANEL TL DEFL - -0.072" 5 3'- 2.4" Allowed= 0.722" MAX HOAR. LL DEFL - -0.005" 0 9'- 11. " Ygl°111.1111/1,1-3X4 MAX HOAR. TL DEFL- -0.005" @ 9'- 11.4" NOTE; Design assumes moisture content does not to exceed 198 at tine of mantfacture. Design conforms to main windforce-resisting r,1system and components and cladding criterila, C. of wind: 140 mph, h-23.5ft, TCDL=4.2,BCDL-6,0, ASCO 7-10, ,, (All Heights), Enclosed, Cat.2, Exp.B, Nh2RS(Dir), I load duration factor-1.6,Truss designed for wind loads in the plane of the truss only. c t r F r") (,tiI1 --I'a , .8 y 1. 1-00 6-00 4-04 (PROVIDE FULL BEARING:Jts:2,6,3,41 JOB NAME : 5019-D POLYGON - DJ13 F, Ito. PRor Scale: 0.3478 � ,N4et i.N )[I�,/w/,S/ate WARNINGS: GENERAL NOTES,unless otherwise noted: 44 /e/112$/ r C -v t Builder end erection contractor should be advised of all General Notes 1.This dean Is based o 72.•i'E p� Truss: DJ13p only parameters and is lydhfidual �' and Warnings before construction commences, building oollgonent Applicability a design parameters and proper 2.254 compression web bracing must be metalled where shown 4.. Incorporation of component Is the responsibility of Ute building designer. DES. BY: MJ 3,Additional temporary Madill; Mauro stability doing construction 2.Design assumes UM top and bottom chants to be laterally braced al Is the responsibility of the erector.Additional permanent bracing of continuous n o.and al sheathing ding rents as ply plywood braced(TD)end/l d ywoa�h(y f e ,� ► DATE: 11/26/2014 the overall structure k the responsibility of the building designer. Impacudgingr suchasrequiredrwhen sownord ifBC 9 3.2z Imphal bddgmp or lateral brodng where shown++ - O SEQ. : 6126082 4.Na load should be applied la any component unto ager all taming and 4.Installation climes Is the responsibility or the respective contractor. p. OREGON fasteners are complete end at no time should any bads greater than 5,Design assumes trusses ore to be used In a noncorrosive environment. '-jR �1•t•" ;(`. TRANS I D: 413 216 design loads be applied to any component. and aro for"dry condoten-of use, 5.CompuTrus has no control over end assumes no responsibitdy for the B.Design assumes NB bearing at all supporta shown.Shim or wedge B fid 14ti ' fabrication,handling,shipment and Installation of components. Dnesign assumes V provided. n' h n ',_.'?'� 1111111111111 JI 8.This design k fumrshed subject to the Imitetions set forth by 7.PPllatesnsalocatedonboth ecees Is ,and planed so their center 's'/ n tl 1 V +1�VIII III,(III III fill MIT*USA,Inc./Co puT B Software INVI•CA In BCSI,copies of which will be furnished 6 B(1 E request. 1 lPorines balcrnte incide vigil joint center e entedesr In values see ESR•751 t.ESR-1980(MtTeiJ a D as Indicate size of late In Inches. EXPIRES:12/31/2615 ��IIIIJThis design prepared from computer {input by IPACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/OCF/Cq^1.00 TC. 2x4 KQDf 8148TA LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5-00 0 BC: 2x9 KDDF BIbBTA SPACED 24.0" O.C. 2-3=( 333) 301 t 3-4-(-108) 54 1 TC LATERAL SUPPORT <^ 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD^ 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED'BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) 0'- 0.0" -22/ 375V -110/ 294H 5.50" 0.60 K[(DF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5,50" 0,11 KdDF ( 625) 5'- 11.2" -259/ 390V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9`- 10.9" -62/ 91V 0/ OH 1,50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL^L/240r TL-L/100AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed:= 0.100" MAX TL CREEP DEFL - -0.003" B -1'- 0.0" Allowed 0.133" y MAX TC PANEL LL DEFL ^ 0.065" @ 3'- 4.9" Allowed 11. 0.481" MAX TC PANEL TL DEFL - -0.073" 8 3'- 2,4" Allowed= 0.722" MAX HORIZ. LL DEFL - -0.005" 0 9'- 10.2•" MAX HORIE. TL DEFL - -0.005" 0 9'- 10.2." NOTE: Design assumes moisture content does • not to exceed 19% at time of mancfacture. 12Design conforms to main windforce-resistir"g 10.00[J system and components and cladding criteria. Wind: 140 mph, h-23.3ft, TCDL^4.2,BCDL-6.0, ASCE 7-10, (All Heights], Enclosed, Cat.2, Exp.B, ME,FRS(Dir), r/ Lri load duration factor-1.6, Truss designed for wind loads oin the plane of the truss only. clo • 1 ro • c>.1' I"°!AIIIIIIIIIIMIIIIIIMIMIMIMIIIMIIIIIIIIIIMIIMIIII -e .. • 14-3x4 l )' ) l 1-00 6-00 3-10-15 PROVIDE FULL BEARING;Jts:2,5,3,41 • t PR:°PEA.. . JOB NAME : , 5019-D POLYGON - DJ14 Scale: 8.3544 C�S4 �r1G�.N S/�� 4., .MSS C ., WARNINGS: GENERAL NOTES,unless othenwtse noted: g2 9 atP E 1.Baader end emotion contractor ahouW be advised of ss General Notes 1.This de6Ign Is based only upon the paremetere shown and is for an individual Truss: DJ14 end wemkgs beam construction commences. building component.Applicability of design parameters and proper 2.lx4 compression web bracing must be Installed where shown*. Incorporation of component is the responsibility of the building designer. /.,/ , / - , 3.Additional temporary bracing to insure stability dosing consirudion 2.Design assumes the lop and bottom chords to be laterally braced et DES. 8Y' MJ 2.'o.a arid at ill'oa respectively unless braced throughout their length�by ,..�:,r�slrn'. • Ls the responssalty of the erector.Additional permanent bracing of comlmroussheething such as plywood sheathing(TC)ardkr drywatIMG). �.1 Z. DATE: 11/26/2014 the owns structure Is the responsiblIty of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ `9 V AEGON . .•. 4.Na load should be spelled to any component until eller as bracing and 4.Installation of truss is the responsibility of the respective 000wactor. f, /�.� a�.. S EQ. : 6126083 fasteners are complete and al no time should any loads greater than 5.Design essumee Mises are to be wed in a norrconesive environment n design loads be applied to any component. and are ssomor condition*of use. V 14, 4• TRANS T D: 413 216 5.CompuTn s has no control over and assumes no responsibility for the O...aria asomea NI bearing at as auppods shown.Shim or wedge H l} labdcaHon,handling.shipment end installation of components. 7.Design ssumea adequate dratnege Is ed, F3 R`�.- e.This design Is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces Oboes,and placed so their center 11111111111111111111101111111111 M18k USA,h1G C YnPu7NS SCA In SCSI.copies of hwill be Oilwafe 7 6 6(t LE request. e ln Inches. 79.g.Foincide with Joint center lines. r blines ask cot edoslze rpse design wakes see ESR-1311,E8R-1988 QdtTep EXPIRES:12/31/21i15 1HND This design prepared from computer nput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10,9" IBC 2012 MAX MEMBER FORCES 4WR/DQF/Cq=1.00 TC: 2x4 KDDF fleBTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 72 2-5=(6i) 0 BC: 2x4 KDDF 6ISBTR SPACED 24.0" O.C. 2-3a(-247) 220 3-4-( -91) 37 TC LATERAL SUPPORT <- 12"0C. UON. LOADING r BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+D1( 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 SQ.IN, :(SPECIES) 0'- 0.0" -24/ 378V -88/ 2361 5.50" 0.60 KOPF ( 6251 LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -224/ 357V 0/ OH 1.50" 0.46 KDDF I 625) . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 6V 0/ OH 1.50" 0.01 KGDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "Oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/15j0 MAX LL DEFL= -0.002" 8 -1'- 0.0" Allowed- 0.100" -e MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed` 0.133" MAX TC PANEL LL DEFL - 0.093" 0 2'- 11.8" Allowed a 0.481" t� MAX TC PANEL TL DEFL - -0.081" 0 2'- 11.9" Allowed." 0.722" MAX HORIZ. LL DEFL = -0.003" 9 5'- 11.2," MAX HORIZ. Ti. DEFL - -0.003" 8 5'- 11.2," 12 NOTE: Design assumes moisture cor'Kent does 10.00 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Hind: 140 mph, h-22,5ft, TCOL-4.2,BCDL-6.0, ASCE,7-10, .w'-i (All Heights), Enclosed, Cat.2, Exp.B, l41FRS(Dir), load duration factor-1.6, M Truss designed for wind loads w in the plane of the truss only, • M i �� o -e O M-3x4 Y ,l j, ) 1-00 6-00 1-10-15 PROVIDE FULL BEARING;Jts:2,5,3,41 . • JOB NAME : 5019--D POLYGON - DJ15 Scale: 0.4160 \Gs��PN O„_u4i/ a WARNINOS: MINBRALNOTS8,unless otherwise noted: hr� PE 19 1.Bender and erection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and Is far an Individual .CC. _.,7G. #. S r" Truss: DJ 15 and Warnings before censtrucuon commences. building component.Applicability of design parameters and proper '. 2.9204 comproselon web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the butding designer. % , 3.AddHbnaltemporery Wacky to Insure stability during oonatnwuon 2.Design assumes the top end bottom chards to be laterally braced al .. DES. BY: MJ 2'o,a and a)10'o,c,respectively unless brazed throughout their length by Is the responsibility of the erector.AddHlonei permanent bracing of continuous sheathing such as plywood sheathing(TC)andfardryww0 ). -- CC" DATE: 11/26/2014 the overall structure Is the responsibility of the building designer, 3,2x Impact bldg ng er lateral bracing required where shown++ -'. KK Cr, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibtlity of the respective contractor. ,{ 4 RE'Cxp SEQ. : 612 6 0 8 4 Wieners are complete end et no lime should any bade greeterNen 5.Oealpn assumes trusses are to be used In a non-corrosive environment, �/� 'q t Y+�G� As- ' design loads be applied to any component. and are for'dry condition'of use. ...,i).'9.}� ,�Q, rLQ -.�.. TRANS I D: 413 216 5.Compulnrs has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge 0 faMkatioo,handling,shipment and installation of components, necessary. s provided. /� R �t � 0,This design is furnished subject to the limitations set forth by d,PlatDeses sn hall ha locateed on both fae ces of truss, placed so their center 1- 111110111111111111 Mlle USA,TPWWTCA �IncsI,copies of which wM be./CompuT S SOflWare 7.8.6(1 L)-E request. 10.for blines e in connectorincide with oint center plate design values see ESR•1311,EBR-19B0(MITeiq , 9,Digits Indicate size of to in Inches. EXPIRES;12/31/2015 IOIIIIIIIIIII This design prepared from computer ;input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0,0" IBC 2012 MAX MEMBER FORCES 4918/DDF/Cq'1.00 TC: 2x4 KDDF 414BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 50 2-4-(Cti) 0 BC: 2x4 ROOF 816BTR SPACED 24.0" O.C. 2-3-(-43) 15 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC, UON. LL( 25.0)+01) 7,0) ON TOP CH000 - 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED.BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) OVERHANGS: 12,0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -55/ 262V -7/ 45H 24.00" 0.42 KDDF ( 625) 12 1'- 11.2" -21/ 52V 0/ OH 1.50" 0.08 KGbF ( 625) 6.00 d LL - 25 PSF Ground Snow (Pg) 2'- 0.0" -6/ 20V 0/ OH 0.00" 0.00 KCOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "cc.spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - 0,003" 8 -1'- 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0,003" 8 -1'- 0.0" Allowed;- 0.133" MAX HORIZ. LL DEFL - -0.000" 8 1'- 11.2' MAX HORIZ. IL DEFL - -0.000" 8 1'- 11.2." • NOTE: Design assumes moisture content does not to exceed 10% at time of manufacture. 3 -r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7.-10, �� (A11 Heights), Enclosed, Cat.2, Exp.B, MXFRS(Dir), (.1load duration factor-1.6, Truss designed for wind loads a in the plane of the truss only. r:, 't.i 0 h ca/- �. ' -./0 alli M-3x4 t i 1-00 y 2-00 y JOB NAME : 5019-D POLYGON - E1Scale: 1.0000 BGG" ��o WARNINGS: GENERAL.NOTES,unless otherwise noted: 9 - 1.Builder end emotion conarector should be advised of all General Notes 1.This design is based only upon the parameters shown and h for an Individual 92.OPE E , r Truss: El 2compress before bracing must be building ni I�t�fcomponent la the of nsb ayoftil bandit°per designer. " 2.2x4 compression web bredng must inslaxad where shown+. 2.Design assumes the top and bottom chords to laterally braced at 5.Additional temporary Mooing to Insure stability during construction r o.a and w 10'as respectively unless braced Ihrouphool thele length by i DES. BY: MJ is the respo sibmty o1 me erector.Additional permanent bracing a continuous sheathingg ' DATE: 11/26/2014 geuealbadogoequre where c). the overall tantalum Is the responsibility of lee budding designer. 3.2x Impact lwldging or lateral bracing required where shown+* _ 4.No bad should be applied to any component un%H alter all bracing and 4.Installation climes Is the responslbillty of me respective contractor. 7 URE.GON a tt/ SEQ. : 6126087 reeeteners are complete and at no time should any lads greeter than 5.Design assumes trusses ere to be used m e non-corrosive environment, I%'' �! `a TRANS I D: 413 216 deelgn loads be applied to any component. and are tor'dry condition'of use. Q y • 5.Conpumts hes no control over and assumes no ntsponalbSly for the a.rte Design assumes MH basing w ell suplwxts shown.Shim or wedge If �' ty1.4 fabrication,bondling,shipment end Installation of components. 7.Design esrysumes odequwe drainage m reviled, +'7 R 0- e.This design is furnished subject to the Imitations set forth by B.plates shell be Worded on both faces of toss,end placed so their tender 1111111111$111111 TPUWiDA>"BCSI,coples of winch wllbefumunea upon requeaL Ines ooddute )ofMaeMerWree. 9,Ones indicate size of plate to Ones. MlTek USA,inc.lCOmpuTrue Software 7.6.6(11)C 10.For bade connector plate design values see ESR•1311,ESR•1568 OA trek) EXPIRES;12/31/2015 IIlII11181NI1This design prepared from computer ?3.nput by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DLF/Cq"1.00 TC: 2x4 KDDF 171&BTR LOAD DURATION INCREASE " 1,15 1-2"( 0) 50 2-5"(-58) 77 3-5"l"185) 176 BC: 2x4 HOOF 413BTR SPACED 24.0" O.C. WEBS: 2z4 KDDF STAND 2-3"(-128) 107 3-4"( -10) 5 LOADING • TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD" 32.0 PSI' BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED.BRG AREA TOTAL LOAD " 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .,(SPECIES) OVERHANGS: 12.0" 0,0" 0'- 0.0" -73/ 395V -44/ 11611 5.50" 0.63 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" -34/ 294V 0/ OH 5.50" 0.39 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Oesign checked for net(-5 psf) uplift at 24 "no'spacing. REQUIREI4ENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: 1.1"1/240, TL"L/1R0 BOTTOM CHORD CHECKED FOR lOPSF 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" 8 -1'- 0,0" Allowed i'• 0,133" 5-08-04 0-03-12 MAX TC PANEL LL DEFL r. 0.092" 0 3'- 0.4" Allowed w 0.372" 4 ( MAX TC PANEL TL DEFL -0 -0.096" @ 3'- 0.5" Allowed <• 0.559" 12 6.00 2 MAX HORIZ. IL DEFL " 0.001" @ 5'- 8.2:.' M-1.5x3 MAX HORIZ. TL DEFL - 0.001" 8 5'- 8.2" 4 "' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. i Design conforms to main windfotce-resisting system and components and cladding criteria. Wind: 140 mph, h"20.7ft, TCDL-4.2,800L-6.0, ASCE"7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWIRS(Dix), o load duration factor-1.6, Truss designed for wind loads vin the plane of the truss only. M f M ci O ct•� 1.--.........I5 M-3x4 M-1.5x3 r , I Y )' l 5-08-04 0-03-12 y y l 1-00 6-00 • JOB NAME : 5019-D POLYGON - E2 Scale: 0.5401 S,ti NJGI�PRQ�E``spa WARNINGS: GENERAL NOTES,unless otherwise noted: vr�lC+r7r•� . 1.Builder and erection contractor should be addend of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 ' !9 2 9•1'E : t' Truss: E2 and Warnings before construction commences. building component,Applicability of design parameters end pmyer 2.204 compression web bracing must be Installed where Mon+, Incorporation of component is the responsibility of the building designer, ' DES. BY:: MJ 9.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom ono ds to be INeregy braced al la the responsibility of the eroctor.Addllonel permanent orating of 2'o.a and alto'a.a.respectively unless braced throughput their length by DATE: 11/26/2014 the ovenflstructure isthe responsibility ofthe boldingdesigner. 2omruer* ddOInBersheathing stenasacnge requiredrwheres shown s,No load should be copied to anycomponent 3.2x Impsa�If truss or lateral bracing yci the where shown++ fr SEQ. : 6126088 pp mponent until after al braoing and 4.Installation of a the responsibility of the respective contractor. s OREGON ' �4? fasteners are complete and at no lima stwuld any bads greater than 5.Design assumes Passes an to be used In a non-oornoslve environment, „ 4f ' TRANS I D: 413 216 design bads be applied to any component. and an for"dry condkton"of use. J� S.CornpuTlus hes no control over and assumes no responsibility for live 8.Design assumes fou bearing al all supports shown.Shim or wedge If �. 'Q.y 14- 20 Pr fabttnaaon,heading.shipment and Installation of components, 7.Designecesn assumes adequate drainage fnege provMetl 8.Tins design is furnished subject to the Imitations set forth by 8Plates shall be located on both feces of truss,and placed so their center �� IIIIII I IIMEI VIII pill 1 ISI IIID M T k li ACA�nGGSI,copies of which Mit be fnc Il ompuT 9 Software furnished 6 6(1 LK n request. Ines Fo ictodopaedl. indicate mor iinches. see E8R•1911,ESR-lase(Mi7et0 • EXPIRES:12/31/20'15 This design prepared from computer Input by 11111111PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" !COND. 2: Design checked far net(-5 psf) uplift at 24 "ocspacing.] TC: 2x4 KDDF 910BTR LOAD DURATION INCREASE • 1,15 NOTE: Design assumes moisture content does SPACED 24.0 O.C. not to exceed 19% at time of manufacture. BC: 2x4 KDDF 9166TA REBS: 2x4 KDDF STAND . LOADING Design conforms to main windforce-resisting LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSI system and components and cladding criteria. TC LATERAL SUPPORT <- 12"0C. DON. DL ON BOTTOM CHORD a 10.0 PSI BC LATERAL SUPPORT <m 12"0C. VON. TOTAL LOAD . 42.0 PSF97ind: 140 mph, h=15ft, TCDL..4.2,BCDL"6,0, ASCE 7,10,1 (All Heights), Enclosed, Cat.2, Exp.B, MK'RS(Dir), M-1.5x4 or equal at non-structural LL - 25 PSI Ground Snow (Pg) load duration factor'l.6, vertical members (won). Truss designed far wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. Note:Tzuss design requires con<cinuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire s7an VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. i 4-00 , f f . 12 6.00 7 M-1.5x3 , 3 "0' O 1 c /O�,OIN .1111111 1 1. i Z I o / i I //// / / / /////// I I o M-3x4 M-145x3 i • l • j 1-00 4-00 . OPRp JOB NAME : 5019—D POLYGON — E3 Scale: 0.620EN• 1N '�; WARNINGS: GENERAL NOTES,unless otherwise noted: `qJ P 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual / ' Truss: E 3 and Wemmgs before construction commences. building component.Applicability of design paternosters and proper 2.204 compression Web braaing must be installed whore shown+. Incorporation of component h the responsibility of the building designer. 3.Additional temporary brad b Insure stability during construction2.Design assumes the top end bottom chords to be laterally braced at DES. BY: P1JT S.C.and at 1 P a.c,respectively unless braced throughout their b by f d•. _ is the resposslbigry of the ender.Addttlonal permanent bracing of continuous sheathing such as plywood sheathing(TC)andfordrywatt(BC). it DATE: 11/26/2014 the overall structure Is the responsmghy of the buBWing designer. S.2x Impact bddgb g or lateral bracing required where shown++ OREGON et 4.No load ohould be applied to any component until alter ail bracing and 4.Instegason of truss Is the responsibsay of the respective contractor. .G,. �b� SEQ. : 6126089 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a non-oorrosha environment design loads be applied to any component, and are for"dry condition"of use, .�`". 14 TRANS I D: 413216 8,Design assumes fug hewing at all supports shown.Shim orwedge If ��q L. Q}�,. 5.Corrp act's has no control over and assumes no responsibility for the necessary. " R(� �,,,� ........no,..shipment and installation of components. 7.Pesten assumes adequate drainage h d. +} 1 !1lfryf N� 5.This design to furnished MORN to Me Mations sat Tcith hO a.Plates shag be located on both faces truss,and pieced so their center I,copies ol which will be furnished upon I�H!tIII�I1 SII l 1111I�I1�gilI��) es. M(TeTPkUSA,(ncA In .iCompuTrueSoftware 7.6.8(IL)-E request. so,Fg. obaste its coonnete ctregaledesrigf pieta In nvaluesage ESR-1311,ESf4196athink) - 1 I((R 1111 N EXPIRES: IIINIIIII IiiThis design prepared from computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • TRUSS SPAN 1'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/00YC9.1 00 TC: 2x4 KDDF @!&BTR LOAD DURATION INCREASE- 1.15 1-2-4-11) 50 2-4-(7) 0 BC: 2x4 HOOF 11L48TR SPACED 24.0" 0.C. 2-3-(-55) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.01+01( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD " 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.LN, =(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -04/ 331V -5/ 37H 5.50" 0.53 KDDF ( 6251 12 1'- 3.2" -66/ 33V 0/ OH 5.50" 0.05 KDDI 1625) LL - 25 PSF Ground Snow (Pg) 1'- 6,0" -25/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00(7 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "od spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/100 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL " 0.003" @ -1'- 0,0" Allowed 1.. 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL- -0.003" @ -1'- 0.0" Allowed 0.133" MAX TC PANEL LL DEFL " -0,001" 0 0'- 9.9" Allowed g 0.061" MAX TC PANEL TL DEFL . 0.001" @ 0'- 9.9" Allowed 0.091" MAX HORIZ. LL DEFL " -0.000" 0 1'- 5.2" MAX HORIZ. TL DEFL " -0.000" @ 1'- 5.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system end components and cladding criteria. • Wind: 140 mph, h-15ft, TCDL"4.2,BCDL-6.0, ASCE 7'2710, I o (All Heights), Enclosed, Cat.2, Exp.B, MNPRS(Dir), load duration factor-1.6, o Truss designed for wind loads , Mo r .+ in the plane of the truss only. A I i O lAidllIllIll O M M-3x4 t y i j. 'I y 1-00 1-06 !PROVIDE FULL BEARING;Jts:2,4,31 • • p,Ef1..PROp'• JOB NAME •. 5019-D POLYGON - EJ scale; 1.0103 y'('' 3/' WARNINGS: GENERAL NOTES,unless otnerwpe noted; l�f-G� � ! V1.Budder and erectionnMrader snouts be advised of all General Notes 1.This design is based only upon the malars shown and Is for an FndMdual 79 2.O P E. '. <' Truss: EJ and Warnings before oonslnc0en commences. building component.Applicability of',eremitism parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. % �//' DES. BY: D4J- 3.Addtbnat temporary bracing to insure stability during construction 2.Design assumes the lop and Bottom chords to be laterally braced a[ la the fespo1441DIAly of the areae.Additional ponnanent bracing2'o.a and at 10'o.o,respedlely unless braced throughout their le by ;I° of continuous sheathing such as plywood sheathing(rC)and/or dryrraq(HC), /: "-'..: tr DATE: 11/26/2014 the overall abudure Is the responsibility of the building designer. 3.2x Impact bodging or lateral bradrp required where shown a+ ey n nI ` 4.No load Should be applied to any component until after all beating and 4.Installation of toes is the responsibility of the respective contractor. ". A,V REGQN SEQ. : 612 6 0 9 0 fasteners are complete and at on lime should any loads greater men 5.Design assumes busses are to be used In a non-corrosive environment 4, �9 dr• i4 N:�s TRANS I D• 413 216 design bads be applied to any component. and are for"dry condition'of use. / '9�. Q B.compuTrus nos no control over and...no no reoponamy forme 6.Design assumes full bearing at*Reimports shown.Shim or wedge if 14; 2' ' ,T' febncaaon,handling,shipment and Installation of components, necessary. f fI n a.This design Is famished subject to the limitations sat forth by e.Plates shall be locaten assumes d oth faces e o ham e and placed so their center d. ` Ly 11111 I III�II 11111 IIII' IIF ISI I ft M k USA,IncfcompVA In SCSI, uTrus Softwarof which vdil be eurnished upon 7.6.6(10-E regesat t o.Ror basic oonneuorOnes coinctde with oint platedesign values see ESR-1311,ESR-tris(Wok) ` nter ftnes. 0.Digits indicate size Opiate in Inches. EXPIRES:12/31/2q15 1101111r This design prepared from computer input by ffI I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DD.F/Cq-L.00 TC: 2x4 KDDF 11OBTR LOAD DURATION INCREASE - 1.15 1-2-1 0) 12 2-4"(0) 0 BC: 2x4 ROOF 814BTR SPACED 24.0" O,C. 2-3-(-71) 97 t i TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LLS 25.01+DL( 7,0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREE,'BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS; 12,0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1,50" 0.21 KEDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0,08 MCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ON'. : res gn checked or net(- psf) up 1 t at o0 spacing. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL"L/240, TL-L/160 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" a -1'- 0.0" Allowed. 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL - 0,001" a 0'- 8.7" Allowed 0.059" 1-02 MAX TC PANEL TL DEFL - -0,001" a 0'- 8.7" Allowed : 0.089" T '( MAX BC PANEL LL DEFL - 0.006" E 2'- 8.6" Allowed'= 0.254" MAX BC PANEL TL DEFL - -0.019" a 3' 3.8" Allowed.- 0.339" 12 10.00[7' MAX HORIZ. LL DEFL - -0.000" 0 1'- 1.3" MAX HORIZ. TL DEFL - 0.000" a 1'- 1.3P NOTE; Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resiatitig system and components and cladding criter:Fa. Wind: 140 mph, h-19.7ft, TCDL-4.2,BCDL-6.0, ASCb 7-10, (All Heights), Enclosed, Cat.2, Exp,B, M8i'RSIDir), °cs : load duration factor-1.6, ) Truss designed for wind loads o in the plane of the truss only. 1 t en .-,/- i t O PAIIIIIIIIIIIIIIMIMIIIMIIIIIIIIIIIIIIIIIIIIIIIIIII • M-3x9 f t • 1-00 (PROVIDE FULL BEARINGr2tst2,3,4l 6-00 � ,p.RRQf-e`c: JOB NAME : 5019-D POLYGON - J1 etIN 0./ Scale: 0.6905 \. �N WARNINGS: GENERAL NOTES,unless othanwss noted: �� / � I.Builder and erection contractor should be advised of all General Notes 1.This design m based only upon the parameters shown and B for an InarNdual -QZ 0 0 P E (- Truss 5.7 T 3:u S S: J1 and Warnings before construction commences. building component Applicability of design parameters and proper • 2.254 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability dosing construction Design assumes the top and bollen choir's to be laterally braced a[ DES. BY• MJ2'o.0.and at W an,respectively unless braced throughout their length�by ' G the responsibility of the erector.Additional permanent irroning of continuous sheathing such as plywood sheathing(TC)andiar drywall ). " ' ' (Z' DATE: 11/26/2014 the esereg*WW1)IS the responsibility of the building designer. 3.lx Impact bridging or lateral bracing required where shown++ • RVrr�O 4,No load should be applied to any component ung after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •y. t.} Cr( S EQ. : 6126091 fasteners are complete and at no time should any bads g ester than 5.Design assumes busses are o be used in a non oortoslve environmem f.� `7,9I' 2,04`.. TRANS ID: 413 216 design bads be applied to any component, Dna are forme condition'of use. 14 �j,t?. • S.CorrgruTrus has no control over and assumes no responsibility for the B.and Beessumes fog booting at ad supporta shown.Shim or wedge B V fabrication,handling,shipment and Installation of components, 7.Desgn ssumes adequate drainage Is provided. �' 1'F R 11.�- pA (µII 1 8.This design Is furnished subject to the Imitations set forth by 8.Plates shed be located on both faces ar nRstn ,and planed so their center II II I III I VIII(III VIII VIII ILII ISI MiTek USAt Jaon JCOrrrpUT 8 Software 7.6.0(11)-E t,copies of which eel be fumtshed n request. 5. oincide with joint center lines. p r basicconne tsorOpiate a e deelgnwl es see ESR-1311,ESR•t088 0MRsq III #Hill(( 111 i EXPIRES:12B1/21115 IJIIIIIIIIiIlI This design prepared from computer ~input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq=1.00 IC: 2x4 KDDF #I)BTR LOAD DURATION INCREASE - 1,15 1-2=( 0) 72 2-l"(C) 0 BC: 2x4 KDDF 81iBTR SPACED 24.0" 0.C. 1-3=(-60) 58 TC LATERAL SUPPORT <= 12"0C, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIREC BRG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KCDF ( 625) 2'- 3.6" -124/ 1I2V 0/ OH 1,50" 0.18 KCIF ( 625) LL= 25 PSF Ground Snow (Pgl 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Des gn checked or net( ps up 't at 'oc'spacing, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS; LL"L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" 8 -1'- 0:0" Allowed 1. 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed r< 0,133" T T MAX TC PANEL LL DEFL " -0.004" @ 1'- 5.5" Allowed .= 0,165" MAX TC PANEL TL DEFL = -0.007" 0 1'- 3.6" Allowed 1' 0.247" 12 MAX BC PANEL LL DEFL - 0.008" 8 2'- 8,6" Allowed' 0.254" 10.00 G' MAX BC PANEL TL DEFL - -0.023" 0 3'- 3.8" Allowed= 0.339" MAX HOR1Z, LL DEEL " 0.000" 0 2'- 3.6" MAX H0RI2, TL DEFL = 0.000" 0 2'- 3.6" -, NOTE: Design assumes moisture cor'tent does not to exceed 19% at time of mane:acture, (j Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h"20.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, , (All Heights), Enclosed, Cat,2, Exp.B, MFFAS(Dir), o load duration factor-1.6, rI Truss designed for wind loads in the plane of the truss only. M 1 w OPljIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 1 O ►+til ►�4 14-3x4 3. ,l 3- I-00 (PROVIDE FULL BEARING)Jts:2,3,4j 6-00 • I JOB NAME : 5019-D POLYGON - J2 ,9 pR°RF s Scale: 0.6530 �5 _ N1lQ/i��/[�J�►nF 0 WARNINGS: GENERAL NOTES,unless otherwise noted: C . 9n E s / i vvpY 1.Builder end erection centrage~should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual .�' ' ''721 II P E ['- Truss: J2 and Warnings before construction commences, building conlpon.nt ApphcaNRy of design perimeLro and pro pp • .-: 2.7x4 compression web bracing must be Installed where shown+. DesIgn assumes of component b the respo toy of the building designer. - DES. BY: M T 3.Additional temporary bracing to Insure stabtly during oonstruten 2.Dea qn assumes the top and boHam chords to be laterally braced at 2'o.a and alto'one.respectively unless traced throughout their length by - Is me responsibility Mthe erode[.Addelenat permanent bracing of DATE: 11/26/2014 the overal structure le the resora 2xcoImuouashoang or rcing resuMethwh resrowm+rywel(Bc). _ -. • p o mty of nt bul after designer. 4.In Impact bridging or laterale bracing required where shown+a SEQ. : 6126092 4,No load should be appiled to any component any ager all bracing and 4.Desi lImo of truss is the responsibility in the respective contractor. � OREGON ,' fealenero are complete and at no time should any loads greater than 6.Design assumes trusses are to be used I"a non.cortoswe environment t' �� TRANS I D: 413 216 design loads be applied to an w and are for'd L/ QY 0 t e c y assumes 6 6.Design assumes Aril bearIn of all s a.CompuTna hos no control over and assumes no responsibility for the t t supports shown.Shim Or wedge B _y 4 Z '01' (� ' fabrication.handling,shipment end tnstefoton of components. nesignussumes y' provided.e Is [: f f�j{'- B.This design is furnished added to the Imitations set forth by 8.Plates shot be fixatedonboth faate ces of MISS.end placed an their center "R RIL?"' •`' II 1111 f I� 111 11 111111111 Illi 1111 of which will beuponwithcenter 0.MiTek USA,InciCompuT s Software 7.8.0 (1 L)-E request 1 .For basic coonnectoroiplate designrevalues see ESR-1711,E8R-1 ade(MRaR) Digits Indicate size of late in inches- I EXPIRES:12/31/2015 1111111111111 This design prepared from computer Input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DC'F/Cq=1,00 TC: 2x4 RODE 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6-(-27) 48 6-:ts( 0) 13 SPACED 24.0" O.C. 2-3-(-117) 0 6-7-( 0) 0 5-3-( 0) 52 BC: 2x4 KDDF STANDR 3-4=( ^23) 30 5-8"(-4I) 67 3-E"(-68) 41 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT c• 12"0C, DON. LL( 25.0)+01( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX NOR2 BRG R£QUIRED.BRG AREA BC LATERAL SUPPORT G= 22"OC. UON. DL ON BOTTOM CHORD • 10.0 PSE TOTAL LOAD • 42.0 PSf LOCATIONS O" -42£ACT/ 300�� -27/ACTI9IH SI50" Oa48N KCOEPEC625) OVERHANGS: 12.0" 0.0" LL • 25 PSF Ground Snow (Pg) 21- 3.6" -128/ 85V 0/ OH 1.50" 0.14 K1DF ( 625) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KEDF I 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012.401 BEING MET. COND. Design c ecke. or net(- ps ) up ft at 4 oc spac ng. 2-04-06 VERTICAL DEFLECTION LIMITS: LL=L/240, TL•L/15.0 ( '(BOTT0i4 CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX IL LEDL = -0.002"I 8 S: L L0.0"124 Al'L L/lis 0,100" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed)- 0.133" MAX LL DEFL • 0.002" 8 1'- 4.4" Allowed •• 0.089" 10.00 MAX TL CREEP DEFL • -0,002" 8 1'- 3,7" Allowed 0.119" MAX LI,DEFL • 0.000" 8 5'- 3,8" Allowed= 0.159" MAX BC PANEL TL DEFL > -0.013" 8 3'- 2.0" Allowed* 0,211" MAX HORIZ. IL DEFL • -0.002" 8 5'- 3,5' ,)6 1441 HORIZ. TL DEFL 0,002" 8 5'- 3.6"NOTE: Design assumes moisture cortent does not to exceed 19% at time of manaiacture• 0Design conforms to main windforce-resistifo system and components and cladding criteria. hind: 140 mph, h=20.2ft, TCDL•9.2,8CDL6.0, ASCE 7»L0, (All Heights), Enclosed, Cat.2, Exp,B, MY'FRS(Dir), �1 ► load sduration nedfforowind6loads M-3x4 Trus g csKALI" in the plane of the truss only, "- ; M-3x4 14-3x4 M-3x4 p ), 1-03-12 4-08-04 y y J- 1-00 1-00 1-05-08 4-06-08 Y 2-05-08 1-00 3-06-08 l b 6-00 (PROVIDE FULL BEARING,Jts:2,4,8( JOB NAME : 5019-D POLYGON - J2C Scale: 0,5717 �� ,‘„\G.1‘14/1:1,,Op /O w11/Z6 �9. WARNINGS: GENERAL NOTES,unless otherwise noted: Q' •2.4iP E 1.Bonder and erection contactor should be advised of all General Notes 1.fils design is based only upon the parameters shown and is for an individual s' Truss: J2 Cbaking component.AppUabWlty me of design parameters and proper and Warnings e a9wemu commences. baling of component Is the reaponaibiflty elms building designer. Z.2w4 compressinono wweb bracing rpt M melalied where shown 2.Design assumes the top and bottom chords to be laterally braced a( ear► 3.Addmonal temporary bracing to Inswe stebsWy during construction �'�'�" DES. BY: MJ b the rearwnsldWty of IM erector.AddWloei ermanent bracing or 2'mc.and tl 1g'hin respectively unless braced throughout their by /:r°s►.... p continuous sheathing such as plywood sheaUdng(7C)andlor drywag(9c), ria. 1 ' • DATE: 11/26/2019 the overall sttucture is me responsibility oldie building designer. 3.2x Impact bridging or lateral bracing requited where shown++ OREGON4.No toad should be applied to any component unlit alter ail bracing and 4.Malssalion Maws is the responsibility of Me respective contractor. �.:' ' SEQ. : 6126093 resigners are complete end at no Urs should any loads greater than S.whine an n sssumes e Misses am to be used in a non-corrosive environment TRANS I D: 413 216e. k 2t, design loads be applied o any component. Design assume stn bearing at all supports shown.Shim or wedge a 14 S.Co tpuTros has no control over and assumes no responsibility for the nscassary, L+ fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage Is provided. t"� 'p! (i�� a.This design Is furnished subject to the imitations set 1511,by 8.Plates shall be coated on both feces of buss,end paced so their center ILII I III IIIiI I{I VIII 1[ ��1III Ilii N41Te iAklnSCSI, CompuTrus Software T.6.6(114.1 opies of which will be request. Rues coincide with joint center Ines. t D. lete ln inches. For basic comans tmactaoroplate design values see ESR-1311,ESR-1 g88(Mrre1) iiifff 1111 111111 llllll EXPIRES:12/31/215 �IIIIII�I�I� This design prepared from computer !input by PACIFIC LUMBER-BC 11111 1 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DGF/Cq-1,00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-(6) 0 BC: 2x4 KDDF 11&BTR SPACED 24.0" O.C. 2-3-(-82) 76 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)4•DL( 7.0) ON TOP CHORD " 32.0 PS) BEARING MAX VERT MAX IIORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD - 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -29/ 335V -40/ 1220 5.50" 0.54 KID) ( 625) 3'- 6,0" -127/ 12BV 0/ OH 1.50" 0.21 KLDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KCbF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. Design checke• or net( ps ) upli t at 4 oat spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL+L/LEA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - -0,002" @ -1'- 0.0" Allowed m 0.100" 3-06-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" a -1'- 0,0" Allowed)n 0.133" T .1 MAX LL DEFL " 0.000" @ 0'- 0.0" Allowed 6 0.099" MAX TL CREEP DEFL- 0.000" B 0'- 0.0" Allowed L 0.132" 12 MAX TC PANEL LL DEFL - 0.017" @ 1'- 11.7" Allowed,, 0.269" 10.00 P MAX BC PANEL Ti DEFL m -0.032" 0 3'- 1.4" Allowed A 0.339" MAX HORIZ. LL DEFL - -0.000" 6 3'- 6.0" MAX HORIZ. TL DEFL - 4.000" @ 3'- 6,0" 0 NOTE: Design assumes moisture cottent does not to exceed 191 at time of manufacture. Design conforms to main windforce-resistic; system and components and cladding criteria, rr o Wind: 140 mph, h-20,7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, ..- (A11 Heights), Enclosed, Cat,2, Exp.Bi?F , MRS(Dir), rI load duration factor-1.6, Truss designed for wind loads } in the plane of the truss only. •M ijrAIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIM '. I 4 M-3x4 i l 1. 1 • • l Y y 1-00 'PROVIDE FULL BEARINGIJts:2,3,4)6-00 1 JOB NAME : 5019-D POLYGON - J3 Scala: 4.6439 �5<,<... PN ��4, •�°. 925 2. WARNINGS: GENERAL NOTES,unless otherwise noted: is 'p C 1.Builder and erection Contractor should be attained of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .92 Q.r L S- Truss: J3 and Warnings before construction Commences. building Component,Appiicablfty of design parameters and proper 2.2x4 compression web bracing mud be Installed where shown+. Incorporation of component Is the responelbOHy of the building desigqner. , 3.Additional temporary bracing W incurs stability d 2.Design assumes the top and bottom chords to be latora braced at DES. BY: MJ ry g y urtrp construction Worst* M the responsibility of the erector.Additional permanent brad of Cas and at eait7 hin such respectively unless braced ethin 0 C)and/t dry length by "g lm act sheathing o suer as plywoodrrequired remwere s shown 4- � •'- DATE: 11/26/2014 ate overall structure U the roaponetbigty of me building designer. 9.lx Impact bridging or lateral bracing required where shown++ 4,No load should be applied to any component unlit eller ell bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ, : 6126094 fasteners ore cpp G'. �(}REGON�•. �W omplata and at no time should any bads greater S.Design assumes trusses are to be used In anon-corroshre environment, TRANS I D: 413 216 design trade be applied to any component. g Oesipn assumd are for es full bearing et amt a4 supporta shown.Shim or wedge It �O �Y.14 �� A'�' S.Compu7nro has no control over and assumes no responsibility for the necessary /� + �j s' • fabrication,handling.shipment and tntlagatian of components. 7.Design assumes adequate drainage b ed. A�,�L. e.This design Is famished gabled to the limitations set forth by a.Plates shell be located on both faces of truss,end planed so their center IE(II Hill I I 1101 IR IiI I'III'III 7FIM?CA In SCSI,copies of which will be furnished upon request. goes coincide war joint caller goes. !n( tl II `( ft g.Digits Indicate she of plate M Maims. MITekUSA,Inc./CompuTruaSoftware7.B.8(1L)-E til.For basic connector plate design values see ESR-1311,ESR•tgee(MlTek) EXPIRES:12/31/2015 lllillllllllll This design prepared from computer :input by ]8 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 411&/DrjF/Cq-1.00 TC: 2x4 KDDF 8l6BTR LOAD DURATION INCREASE - 1.15 1-2-1 0) 72 2-6=(-52) 89 6-5-1 0) 18 BC: 2x4 ROOF 0168TR SPACED 24.0" O.C. 2-3-7-171) 20 5-7-(-68) 114 5-3.f( 0) 51 WEBS: 2x9 ROOF STAND 3-4.) -24) 34 3-7=(-127) 76 LOADING • TC LATERAL SUPPORT <= 12"0C, DON. LL( 25,0)401( 7.0) ON TOP CHORD - 32,0 PSI' BC LATERAL SUPPORT Q. 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRES BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ''(SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 6.0" -100/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) 6'- 0.0" 0/ 91V 0/ OH 5.50" 0.15 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ` REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "ori spec ng.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18.3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL - -0.002" @ -1'- 0,0" Allowed.. 0.100" 3-06-12 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed 1- 0,133" 1' 1' MAX TL CREEP DEFL - -0.005" 8 2'- 3.8" Allowed^' 0.199" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed 0.099" 12 MAX TC PANEL LL DEFL - 0.005" 8 1'- 1,1" Allowed 0.159" 10.0071 MAX BC PANEL TL DEFL - -0.009" 8 3'- 7.4" Allowed R 0,186" MAX BORIS. LL DEFL = -0.004" 0 5'- 7.5," )� 14-4x6 MAX BORIZ. TL DEFL - 0.005" 8 5'- 7.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Ali •-t Design conforms to main windforce-resisting I system and components and cladding criteria, llibli\ w Hind: 140 mph, h-20.7ft. TCDL-4.2,BCDL=6.0, ASCE,7-LO, (A11 Heights), Enclosed, Cat.2, Exp.B, MR:FRS(Dir), load duration factor=1.6, ( Truss designed for wind loads p in the plane of the truss only. i 8N m -/ .VI Mr 1 1�1 r 111111111111111Mo M-1.5x3 1 r o ) o a M-3x4 M-3x4 M-3x4 i 1 j j 2-03-12 3-08-04 y Y y y 1-00 2-05-08 6-00 3-06-08 !. !PROVIDE FULL BEARING;Jts:2,4,71 ' pKrosN .P R_Opt, JOB NAME : 5019-D POLYGON - J3C Scale: 0.5651 `C? okel/j p `9,04,..' WARNINGS: GENERAL NOTES.unless olttemdse noted: 4� �1'f'ZS/p 1.Builder and erection contractor should be advised of ell General Notes 1.Nils design Is based only upon the parameters shown and Is for an Individual �. i i- r- T ru s S: J3C and Warnings before combustion commences. buildingom on eat Ap onent bWay f deon�at parlEy a the cndd properng groer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bosom chords to be laterally braced et DES. BY: MJ 3.Additional temporary Ixadng to Insure stability dudng constructor2'o.c.and at 10'o e.respectively unless braced throughout their tarots by b me responsibility of the erector.Additional permanent bracing of continuous sheathing such as Awned aheelhing('TC)sn ier drywat(EC), (� DATE: 11/26/2014 the overall structure is the respoenibltty of the building designer. 3.2x Impact bridging or lateral bracing required where shown** OREGON /I, 4.Na load should be applied to any component unl4 after all bracing end 4.(nslNlelion of truss Is the responsibility of the respective contractor. . ♦k• '"J SEQ. : 612609S fasteners aro complete and at no lime should any loads greater than s.Design assumes tresses ore Ps he used In a non-corrosive environment. -/ �P-7 0'' '� TRANS I D. 413 216 design loads he applied to arty component and are for.dry condition'Ouse. Q; 1.Q Q;1' 5.Conlpurrus has no control over and assumes no responsibility for the s.Oeaign assumes mil boating at en supports shown.Shim or wedge it p Qy ry. fabrication.handling.uhtpnent and Instetatton of components. Design ass R RI Lt^ 7.Design assumes adequate ae re bruised. n Q This design is fumdsh8d subject to the Amgatrons eel forth by 8.Plates Shall be footed on both laces of truce,and placed so their center 11�IIII lull ��III I II]I)� ((III�I lIII I��I TP WJTCA in SCSI,copies of which veil be furnished upon request. D Ines OInddde with Jot p ate In Inches. ' t` I 1 kI 6.Digits Indicate eke of pias to Inness. MITek USA,1nF/CompuTfua Software 7.6.6(1L)-Z 10.For basic connector pate design values see ESR-1311,ESR-16841050Telg EXPIRES;12/$112015 rllll1=111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" I8C 2012 MAX MEMBER FORCES 411R/DOF/Cq=1.00 TC: 2x4 KDDE 1114BTR LOAD DURATION INCREASE a 1.15 BC: 2x9 RODE @I48TR1-2=( 0) 72 2-4..10 0 SPACED 24.0" O.C. 2-3=(-109) 95 7C LATERAL SUPPORT (= 12"00, UON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSF BEARING MAX VERT 14AX NORZ BRG REQUIRED.BRG AREA DL ON BOTTOM CHORD .. 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 1538 5.50" 0.59 KOPF ( 025) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDOF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ 011 5.50" 0.10 KCDF 1 625) LIMITED STORAGE DOES NOT APPLY 17U0 TO THE SPATIAL net(-5 0000. 2: Design checked for REQUIREMENTS Of IBC 2012 AND IRC 2012 NOT BEING MET, 9 S Psf) uplift at 24 "oc:apacinq.� VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1BO BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" @ -1'- 0.0' Allowed-e 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL - -0.003' @ -1'- 0,0" Allowed ti 0,133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed`.' 0.039" 4-09-03 MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed 0.052" f f MAX TC PANEL LL DEFL " 0.054" @ 2'- 8,9" Allowed'= 0.374" y MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed: 0.561" 12 MAX BORIC. LL DEFL - -0.001" 8 4'- 8.4" 10,007 0 MAX HORIZ. TL DEFL - -0.001" 0 4'- 8.4" NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. Design conforms to main windforce-resistir,'g system and components and cladding criteria. r- Wind: 140 mph, h-21.2ft, TCDL=4.2,BCDL=6.0, ASCE•7-10, toi (All Heights), Enclosed, Cat.2, Exp.B, MKtRS(Dirl, load duration factor-1.6, 9 Truss designed for wind loads 1w. : in the plane of the truss only. '•• •) ret ( I v C4W10010014 p N q -f M-3x4 ) • • ) 1 y 1-00 6-00 PROVIDE PULL BEARING/Jts:2,3,41 JOB NAME : 5019-D POLYGON -' J4 <,' PRO,cF,,. Scale: 0,5252tic INE tr�3/0 WARNING.: GENERAL.NOTES,unless othervdsenoted: 444 11/26/if; :1.y 1.Builder end erection contractor should be advised of a0 General Notes 1.This design b based only upon the parameters shown and Is for an ndividuel .4t•-• �, r' Truss: J 9 end Warnings beim conelrud8n commences. building component,Applicabagy 0)4.31gn parameters end proper 2.2:63 compression web bracing must be installed where shown+. Incorporation of component Is the responaiblity of the begdmg designer. DES. BY MJ 3.Additmmf temporary 313"ito maters stebggy duang oenet uclion 2.Design assumes the top and bottom chords(o be laterally braced at Is me responsibility 011ie erector.Additional pennenent bracing of 2'n.a and at 10'o.c. ativety unless braced thtoughdutthetr length by DATE: 11/26/2014 the°serag structure is Ir14 responsibgty tithe building designer. 3.Zn Impact sheathingor such as bracing re suired where andlordryaroll(e�. �' ' 4,No load should be rippled to coIn Impact bddging 1s the lateral icy otthe dhowo++ OREGON S EQ. : 6126096any component unci loads.0 bracing u 4. gna se of truss s es res be used at the en.nedM contractor. ( . design fasteners are complete and et no Orae should any loads greater then S,Design assumes trusses are u e,used Ira a nan•comosive environment, �f,: �fR y 0� ;` TRANS I D: 413 216 design loads be applied to any oornponere and are for"dry condition'of use, 5.CompuTrus has no control over and 8331/0163 no rasponsiblmyfor the B.Design assumes N8 bearing at log supports shown,Shim orwadgs If ,7.4 fabrication,handl) necessary. 44'e t� �` ng,aMpmrent end ltnmeon of orth by components. 7,Design assumes acted on dremege ie provided. 8.11- 8.This de epn is furnished subject to the ll be flora sat forth by a,Pietas shag ea loeetad M bole mesa o Wss,sad placed so their comer TPWVICA In SCSI,copies of which will be furnished upon request Ines colncMe wan:obi center lines.�'I� I�) �II'II,I�,�I IIII Wok USA,)sac./ S.Digits Indicate size of plate In maws. CompUTrusSoftware1.5,6(11)-E 10.For basic connector prate design values see ESR1311,ESR'lUnb MtTek) EXPIRE5:12/31/2015 11111 11111 This PACIFIC LUdesignMBEpR-BreparedC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DIFF/Cq-1.00 TC: 2x4 KDDF NIABTR LOAD DURATION INCREASE - 1.15 1-2•1 0) 72 2-6-( -93) 129 6-5•(i 0) 18 SPACED 24,0" O.C. 2-3-(-214) 36 5-7.1-121) 165 5-3•C. 0) 51 BC: 2x4 KDDF STANDR 3-4.1 -59) 45 3-7.11-184) 135 WEDS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)401( 7.0) ON TOP CHORD - 32,0 PSFBEARING MAX VERT MAX HORZ BRG AEQUIREG BRG AREA TOTAL LOAD - 42.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONSIZE RE,UI. (SPE ARE) 0'- 0.0" -30/ 375V -53/ 15314 5.50" 0.60 KD,tt1F ( 625) OVERHANGS: 12.0" 0.0" LI, - 25 PSF Ground Snow (Pg) 4'- 8.4" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KEW ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: 11-1/240, TL-L/18',0 NON-CONCURRENTLY. MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed a 0,100" AND BOTTOM CHORD LIVE LOADS ACT 4-09-03 MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed.- 0.133" 1 MAX LL DEFL- 0.005" 8 2'- 3,8" Allowed r 0.209" -+ MAX TL CREEP DEFL - -0.007" 8 2'- 3.8" Allowed 6 0.279" 12MAX LL DEFL • 0.000" 0 0'- 0,0" Allowed= 0.039" MAX TL CREEP DEFL- 0.000" 0 0'- 0.0" Allowed r 0.052" 10.00 ♦( MAX HORIZ. LL DEFL - -0,007" 8 5'- 7.5" MAX 80AIZ. TL DEFL - 0,007" 0 5'- 7.5" NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. M-4x6 ,n i Design conforms to main windforce-resisting r? system and components and cladding criteria. N �� bikaish...... Hind: 140 mph, h-21.2f1, TC DL-4.2,BCDL•6.0, ASCEt7-10, (All Heights), Enclosed, Cat.2, .6.0, Ma'f2S(0, load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. IIIIIIIIIIIIIIII%- 1,... A !!e m - Y^!� y' mint v. ....21111111111116M„ M-1.5x3 1 JI C M-3x4 M-3x4 M-3x4 t 1, 1, I. 2-03-12 3-08-04 1 Y 1, I. 1-00 2-05-08 6-00 3-06-08 lPROVIDE FULL BEARINGIJts:2,4,71 ,,,,t0.PR:()Fe JOB NAME : 5019-D POLYGON - J4C � �'" s/. Scale: 0.5182 w� 11/Z5.17` . WARNINGS: GENERAL NOTES,unless athenetse noted: ' -92 �.P E. 1.Builder and erection contreclor should be advised of all General Notes 1.Thle design h based only upon the parameters shown and la for an Individual building component.Applicability of design parameters and proper and Warnings before bracing mottion commences. of XXyy designer.Truss: J 4 C 2.7x4 compression prea9lon web must be Installed wham shown+. 2 Design assumes the top an the responsibility tobeella er building wr 3.Additional temporary bracing to Insure stabllhy during construction 2'a.a and al 10'o.0.raspedivaly unless braead lttroughout=hek Ianyytth by f'ds_.=.. . DES. BY: MJ Is the responsibility of the erector.Addbtonei pemtenent hmebrg of continuous sheathing such as plywood sheethk,g(TC)amVor drywag(tC). Y 4 DATE: 11/26/2014 the overall structure Is the respmntbNly of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ -II �RE{,iON ,I, 4.No load shoots be appbed to any component unlit after a4 bracing and 4.InstaBalbn curies la the respeeeb by stere respect contractor, "'f S EQ. : 6126097 fasteners are complete end at no lime should any loads greater man 5.Deelgn assumes trusses are to be used M a non.00noswe environment. 4- 'IT y 2p', +� design bads be applied to any component and ere for•dry condalon'of use. 0 .14 TRANS I D: 413216 e.Design assumes full bearing M ad supports shown.Shim Sr wedge If Qj� 5.CnmpuTres has no control over end assumes no responsibility forme • eeasbsery. / �,��„ fabrication,handbell.shipment end tnetegeton of components. 7.Design assumes adequate drainage is provided. 1111111111111111111111111111 e.This design is furWred sub)ed to the Imhatiens set form by B.Plates sheltie located on both faces Mims,and placed so their-center mrre SATPININCA'nlnc..(CompuTrus SoftwareI,copies of which will be T.858(1L 2:hed request10.f rr bes:a andsize aorplate deslines coincide WM Mint ign valves see ESR-1311,EBR-1988 pdRek) EXPIRES:12/3172015 11111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 491R/DD,F/Cq-1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE - 1,15 1-2-) 0) 72 2-4•(04 0 BC: 2x4 KDDF 816BTR SPACED 24.0" 0.C. 2-3=(-137) 115 TC LATERAL SUPPORT <- 12"0C, UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LI( 25.0)r-DL( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX HORS BAG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. •.(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD . 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 ROOF ( 625) 5'- 9.2" 0/ 76V 0/ OK 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Des lin checked or net(- ps ) up t at 4 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL•L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL • -0.002" 0 -1'- 0.0" Allowed a 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.003" 8 -1'- 0.0" Allowed`- 0.133" 5-11-09 MAX TC PANEL LI, DEFL • 0.159" 8 3'- 7.1" Allowed • 0.478" MAX TC PANEL TL DEFL • -0.144" 9 3'- 4.8" Allowed y 0,717" -r MAX HORIZ. IL DEFL . -0.002" 0 5'- 10.6" MAX BORIS, TL DEFL - -0.002" 0 5'- 10.8" )6 NOTE: Design assumes moisture content does 12 7( not to exceed 194 at time of manufacture. 10.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.7ft, TCDL•4.2,BCDL-5.0, ASCE 7-I0, (All Heights), Enclosed, Cat,2, Exp,B, Mk'IRS(Dir), load duration factor-1.6, N Truss designed for wind loads 1 1 in the plane of the truss only. 0 'Sr t • r en rr .r, 0 o -� \ .r.: 'V • M-3x4 1 1 y 1-00 6-00 (PROVIDE FULL BEARING rata:2,9,3J JOB NAME : 5019-D POLYGON - J5 ct.PRofi��cs.. Scale: 0.4698 �`j' 0N(3IN /� 1/g$/ T` 1% WARNINGS: GENERAL NOTES,unless otheredse noted: CC -9 1.Builder and erection contrecor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individuala.2 �.P G. r Truss: J5 and Warnings before construction commences. building component.Applicability ofdest00 parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stahloy donna construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: MJ 2'o.e.and 8110'ca.respectively unless braced throughout their length by Is the responsibility of the erector.Addalenat permanent bradng of continuous sheathing such es plywood aheethlne(TC)andror drywag(8C). 1.. DATE: 11/26/2014 the overall structure is the responsibility either 6uHMarg designer, 3.2x impact bridging or lateral brachia required where shown r+ O r�1 •y, 4,No load should be applied to any component until awes bracing and 4.InsloSatlon of truss Is the responsibility of the respective contractor. ^q O R. GYI� /.. SEQ. : 6126098 fasteners are complete and et no lime should any leads greeter than 5.Design assumes Busses are to be used b a non•eorroalve environment, !«. �lj fib. . design loads be applied to any compnnem. and are tor'dry condition'of use. �. Y 2� TRANS I D: 413216 B.DompuTrus has no control over and assumes no responsibility for the 8.Design assumes run bearing at all supports shown.Shim or wedge d Q -4 4• fabncaUon,handling,shipment and installation of components, Dodgeery. y s p 4j� .�R -\* 8,Tills design Is hardehed subyd to the Imitation set forth by 8.Plates shall beo cated n both facesiof provided, and placed so their center M I III TI IIII III pill lIT l IIII BU codes which n request, lines coincide with jint center lines. MiTk A,lnC/CorpuT 8$ONwa e 86()LE10.Per baste connectero oplate design values see EAR-1311,ESR.taa9 murex) ' 9.Digits Indicate size of plate to Inches. EXPIRES:12/31/2615 NMI This design prepared from computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/C0F/Cq=1.00 TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 72 2-6-(-150) 174 6-5.8 0) 18 BC: 2x4 KDDF 61&BTA SPACED 24.0" O.C. 2-3"(-257) 55 5-7•(-194) 224 5-3•¢ 0) 51 WEBS: 2x4 HOOF STAND 3-4•( -87) 66 3-7•I-249) 216 LOADING TC LATERAL SUPPORT <- 12"0C. UON, LL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIREC BRG AREA BC LATERAL SUPPORT <- 12"OC, UON. DL ON BOTTOM CHORD - 10.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) TOTAL LOAD - 42.0 PSI' OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 398V -66/ 184H 5.50" 0.64 KDDF ( 625) LL - 25 PRE Ground Snow (Pg) 5'- 1.6" -21/ 142V 0/ OH 1.50" 0.23 RODE ( 625) 5'- 11.6" -69/ 108v 0/ OH 1.50" 0.17 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. COND. ; rear,gn c ec ed for net(- ps ) up t at 4 "oc:sp(7ing. BOTTOM CHORD CHECKED FOR 10851 LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 ANDMAX LL DEFL - -0.002" 8 -1'- 0,0" Allowed= 0.100" BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.003" 8 -1'- 0.0" Allowed- 0.133" MAX LL DEFL - 0.008" 1 2'- 3.8" Allowed a 0.254" MAX TL CREEP DEFL - -0.009" 8 2'- 3.8" Allowed n 0.339" MAX HORIZ. LL DEFL - -0.010" 8 5'- 7.5:" MAX BORIS. TL DEFL - 0,010" 8 5'- 7.5" 5-11-09 NOTE; Design assumes moisture content does ' )' not to exceed 191 at time of manccfacture. -e Design conforms to main windforce-resisting t system and components and cladding criteria. 12 ' 10.00 1,7 Wind: 1407-10, IA12. Heights),7Enclosed,4Cat.2,.2,BCDEep.B,ASME RS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, ,,, Truss designed for wind loads :+ in the plane of the truss only. M-4x6 0 4T`4111111141111111111111111111111111 1 m II o git an o M-1.5x3 I c., • 3 o M-3x4 M-3x4 M-3x4 •• 1, Y J. 2-03-12 3-08-04 J, 1-00 Y 2-05-08 y 6-00 3-06-08 i IPROVIDE FULL BEARING;Jts:2,7,4I JOB NAME : 5019-D POLYGON -- J5C Scale: o.3ez1 �`� N1aJiPN�`OIttp+��yFp�� `�/tJ�.• WARNINGS: GENERAL NOTES,unless otherwise noted: �� 11� ,7 !1 4 1.Builder and erection contractor should be advised of MI General Notes 1.MN design Is based only upon the parameters shown and to for an individual 92 t OP E_ ' p Truss: J5 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Inaarporatka of component Is the mNponalNAly of the baling deatener. 41011,,e'-'- respe S Addaknal temporary2.Design assumes the top end bosom chords to be laterally braced at bracing to Insure stability during construction DES. BY: MJ 2'e.a and at 70 o c. GWety unless braced throughout their length by is the responsibility of the erector.Adtlmonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaiRC). IQ DATE: 11/26/2014 the overall structure Is the responsibility of the building designer, 3.2x Impact bddaing or lateral bradhg required where shown•* �RE;�aON 4,Mn load should be applied to any component mite after all bracing and 4.Installation dims b the respoosibiley of the respective contractor. p/�f �r Q�>r. SEQ. : 6126099 fasteners are complete and M no erne should any loads greater than H.Design esaumea trusses are to be meed In a non-Concha envkonmee 1. TRANS ID: 413 216 design bade be applied to any component. DiS are ror"dry condition'of use. d. 1.4. Q11'� • S.Dominants has no control over and assumes no reaponatbltdy for the a,andgn easamea full bearing at all supports shown,Shim orwedga H 6 febdcellon,handling.shipment and Installation of components. Desessary. /WE, RIO- T.Plates assumes adequate on othi ace oprovided, S.This design Is famished subject to the limitations set forth by H.Plates shall be located on both feces o truss,and placed so their center ; I VIII 11111111111111111111II�1111 IIII 'MUMMA BCSI,copies of which wm be furnished upon request. nes. O.0lgtta indicate Ones coincide with zhs ofptlaN iventer nches. 111111II IIII gR8 IN�i111 MiTekUSAlftC.lCOmpuTrusSoflware+7.6.BSp1(iL)-B tO.for bask wnneCtorMate desgnvdueasee BSR-121t,tR-tgsa(MITak) EXPIRES:12/31/2615 III-1111111 IIV1111111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1,00 TC: 2x4 KDDF 810BTR LOAD DURATION INCREASE - 1.15 I-2-( 0) 72 2-5=(03 0 BG 2x9 KDDF 416BTR SPACED 24,0" O.C. 2-3-(-217) 192 TC LATERAL SUPPORT <- 12"0C. DON. 3-4-(-115) 66 LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD - 32.0 POP DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX WORE BRG REQUIRED'BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. "(SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5,50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pq) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 RODE ( 625) 5'- 11.2" -242/ 398V 0/ OH 1.50" 0,51 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KLDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP a '. : resign c ec e. or net( pa ) up i t at spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/18.0 MAX LL DEFL - -0.002" 8 -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003' 0 -1'- 0.0" Allowed f- 0.133" MAX TC PANEL LL DEFL - 0.074" 4 2'- 9.2" Allowed i.. 0.481" MAX TC PANEL TL DEFL - -0.073" 8 2'- 11.9" Allowed 0.722" 12 MAX WORIZ. LL DEFL - -0.003" 8 5'- 11.2" MAX HORI'L. TL DEFL - -0.003" 8 5'^ 11.2s" 10.00 I NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h-22.2ft, TCDL-4,2,BCOL-6,0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, Mb�FRS(Dir), o load duration Pactor-1.6, ITruss designed for wind loads f in the plane of the truss only. • M 4 1 e, I 1 ►-:.-� -e I M-3x4 ' } l y Y • 1-00 6-00 1-02 1. (PROVIDE FULL BEARING;Jts:2L5,3,4I JOB NAME : 5019-D POLYGON - J6 Scale: 0.4444 L� lN/GpJNE/ft�7�s(p�7Ls& WARNINGS: GENENAL NOTES,unless otherwise noted: �� V 1I/(r�I!1 .p- 1.Builder and erection oomractor should bo advised of as Genera)Holes t.This design Is based only upon the parameters shown and Is for en Individual ��•�P�. Truss: J6 and Waminas before construction commences. building component.Appllablmy of design parameters and proper 2.las compression web bracing must be Installed whore shown+. incorporation of component is the reaponsibtlay of the building designer. f '' DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at B the responsibiNry ofthe erector.Additional permanent bracing of 2'o.c.and at ta'u.a respectively unless braced throughout Deb lenggl5 by ��, DATE: 11/26/2014 the overall atnrclure Is the responsibility of the building designer, continuous sheathing or such i bracing aired en ere shown wn drywatl(BC). ... - M be4.In Impact bridging orlidera!re boning required the where tiveven++ `71 ,�t SEQ. : 6�.2 61 O O 4,No load Shouldc m applied to any component antey soar as bracingaer and 4.Design f truss Is the responsibility be used of the on- rmrespective e envirsn OREGON ' 4 r fasteners are complete and at no lime should any loads greeter than 9.Design assumes(mosses are to be used h a non-corrosive envhonmanL 7 �� `V TRANS I D: 41321 6 design bads be applied to any component. and are for'dry condition'of use. L� 'T/.. Oh S� a,compuTrus hes no control over and assumes no responsibility for me O.Design assumes tot bearing at all supports shown.Shim or wedge W 14.. 2 r' fabrication,handling,shipment end Ihstatation of components. 7. necessary. esi ign assumes adequate drainage Is provided, '!k',�.A i t;�,..„1.,T. � 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and pieced en their center rl 111101 IINI IIilI IIIII(III 1 IIIII 1111 knSCSI, request, Mies coincide with Joint Center Ines. 1 eUSAinc/CmpuTtte Software T.6.8(9L)-@ 9.10.Diisidinsho otptoInInccha indicate l design values see ES19.131 1,EbR-79e8(MireY) EXPIRES:12/31/2015 Th PAis deLsigUMBEn prRepared from computer :input by Ii�Ij 11 i If{�I� CI FIC -BC (! I)IV2IBC 2012 MAX MEMBER FORCES 4HR/DDT/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN 7'- .0" 1-2-3 0) 72 2-7-(-1191 160 7-6=(; 0) 18 TC: 2x4 KDDF OIOBTR LOAD DURATION INCREASE = 1,15 2-3-(-236) 96 6-8•(-149) 205 5-3=1,. 0) 51 BC: 2x4 KDDF STSBTR SPACED 24.0' O.C. 3-4-(-165) 126 3-8•(-229) 165 WEBS: 2x4 KDDF STAND LOADING 4-5=( -62) 26 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25,0)+01( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX PERT MAX BORE BRG REQUIRED.BAG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .'(SPECIES} OVERHANGS: 12.0" D.0" 0'- 0.0" -29/ 387V -80/ 2164 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -16/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) 5'- 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF (,625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -19/ 11V 0/ OH 1.50" 0.02 KDDF 1.625} REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP {COND. 2: Design checked for net(-5 psi) uplift at 24 "oc:spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: 1.1.-1/240, TL-L/lBa 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 - 0.006" 8 2'- 3.8" Allowed - 0.254" MAX TL CREEP DEFL - -0.008" @ 2'- 3.8" Allowed.. 0.339" 7-02 MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5." T 1' MAX HOR1Z. TL DEFL - 0.009" @ 5'- 7.5" ,i NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. 4 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 %' Wind: 140 mph, h•22.2ft, TCDL-4.2,BCDL•6.0, ASCE'?^10, (All Heights), Enclosed, Cat.2, Exp.B, Mt3FRSIDir), load duration factor-1.6, a-4 Truss designed for wind loads 1 in the plane of the truss only. ' In M-4x6 1r iiiii.411 ., ?, I. >;i = -,,- ,4.t r�4�i13'Q o M-1.5x3 N '' M-3x4 c M-3x9 1. M-3x4 1 k ) /. 2-03-12 3-08-04 Y J• Y ), 1-00 2-05-08 4-08-08 1- 6-00 6-00 1-02 )PROVIDE FULL BEARING)Jts:2,8,4,5{ cg-,t3.P R:°Fe, . JOB NAME : 5019-D POLYGON - J6C ` �)"� s�o: Scale: 0.3255 2 WARNINGS: GENERAL NOWA,unless olherwtse noiad: - 2 P E { • 1.Builder and erection contractor should be advised of all General Notes 1.Mlle design Is based only upon the parameters shown and Is for an tnderlduel Truss: J6C - and Warnings before construction o0011111184011. building oomponeod.Appikebimy of design parameters and proper j 2.2,4 compression web bracing must be installed where shown+. Incorporation of component Is the responaiblHy of the building designer. 9,Additional temporarybracing to Insure slabl• dudes construction 2.Design aesumes the top and bottom chords tobe laterally braced at ;l 9itY 2'mot at Te'ore•respecum un as braced mroudheut ihek len$$lh by .,,,. - M DES. BY: MJ is the responslbilty of the erector.AddNonal permanent bracing of continuous sheathing such as plywood sheatbirg(TC)andlor drywal(SC). dr ( �r DATE: 11/26/2019 the overall structure Is The responelbmly et the building designer, 3,lx Impact bddging orlatetal brains required where shown+. - , .p ('J{,,,,Q{y 1(/ SEQ. : 6126101 4,No load should be applied to any component until ager al bracing and 4,Installation of truss h the responsibility of the respective contractor. ! �' fasteners are omelets and at no ems should any loads greater then 5,Design assumes busses are o be used Ina non•oorroshre environment, ".. '•Q 1 rLQ . -4", design loads be applied to any component, and en tor*dry fug b a bearing of use. TRANS I D 413 216 °`° my8.Designassumes fug bearing el al supports shown.Shim or wedge H J�} 5,CompuTrea has no control we and assumes no responsibility for the '+ R) „L febdatbn•handing,stepmont and insteltonon of components• 7.Ihslgn sesames adequate drotnage is provided. 8.This design is furnished subject to the linalalions set forth by 8.Plates shall be located on both faces of muss,and placed so their center NNICA In opies of lt be furnished request. gnes coincide well joint center Ones. • in ill l ill IIIII m II�1 illi MI fe SA,inc./CompuT a Software+7.6.6-SP1(1 L)-Z 10.For Diggs basic connectoIndicate size rple a design vate in lues see HSR-1311.EBR•1988(MiTek) {{!!!11 !11 IIUii EXPIRES:12/3172015 VIIIThis design prepared from computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 0'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil-1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE- 1.15 1-2-1 0) 72 2-5-(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3.1-266) 237 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4-( -90) 38 BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF • DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRES BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) 0'- 0.0" -24/ 378V -93/ 2490 5.50" 0.61 KCQF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KC'DF ( 625) 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KGbF ( 6251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 21Y 0/ OH 1.50" 0.03 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psi) uplift at 24 "ocispacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL"L/240, TL'L/18j0 MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed r• 0.100" -r MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed I• 0,133" MAX TC PANEL LL DEFL - 0.118" 8 2'- 11.7" Allowed 1. 0.481" j/ MAX TC PANEL TL DEFL " 0,104" 8 2'- 11.7" Allowed in 0.722" MAX HORIZ. LL DEFL - -0.003" 0 8'- 3.f" MAX HORIZ. TL DEFL - -0.003" 6 8'- 3.E" ' 12 NOTE: Design assumes moisture content does 10.00 not to exceed 191 at time of man,?acture. ti Design conforms to main windforce-resiatirg, system and components and cladding criteria. Wind: 140 mph, h-22.7ft, TCDL-4.2,BCOL-0.0, ASCE 7-10, a (All Heights), Enclosed, Cat.2, Exp,B, MN:FRS(Dir), load duration factor=1.6, t a Truss designed for wind loads i 1 in the plane of the truss only. • i /. t r en N i I a �y - M-3x4 5 J. y ), 1-00 6-00 - 2-04-06 PROVIDE FULL BEARINGiJts:2,5,3,41 .PR JOB NAME : 5019-D POLYGON - J7 ili Scale: 0.3996G'� NG ifri 4. �x-ntS �O WARNINGS: GENERAL NOTES,unless otherwise noted:1.Builder and erection contreoorshould be advised of ell General Notes 1.7'Ms design M based only upon the parameters shown and Is for en IndNidual „792$op } fir!' Truss: J7 and Warnings before construction commences. bulk/Inv component Applicability of design parameters end proper 2.3x4 compression web brazing most be installed where shown♦, incorporation of component Is the responsibility of the building designer. .pd ' DES. B Y: t4J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / Is the reaponsiblgty of the erector.Additional permanent bracing Of 2'Co.and at 10'o.a respectively unless braced throughout their length� by fir•, :��' - DATE: 11/26/2014 the overall structure Is the responsibility of the build designer. continuous sheathing such as plywood r aired where shown +drywaq(iSC), r. _ ... 4.No bad should be appliedp ly 4.In Impact bridgingoor lateralheaponse:1y Of the wherspent+a • A SEQ. : 612 610 2completeand to arty component until alar as atemg and 4.Instaltaibn of Was Is the reepone used of the respective contractor. ^q! OREGON (� fasteners are at no time should any loads greeter than 0,Design assumes Wailes erste be m a non•coaosive environmett h t'' ,t, and are for" � .t�j„ 6O 4 TRANS I D 413 216 design bads be onspoiledcontrol to any component. dry condition'.of use. 1. b i 6.CompuT rus has no control over and assumes no responsibility forme a•Design assumes fug bearing at ell supports shown.Shim or wedge H O .�4 fabrication,handling,shipment end Installation of c nenssery. f components.is)'- 7.Design assumes adequate drainage leproprovided. ARI L‘- I 111111101 1111111111111 1111001111111 a.This design Is furnished subject to the limitation set forth by 6.Plates shell be located on both fans abuse,end pieced so their center ' TPUWrcA In SCSI,copies°reach wig be furnished upon request fines coincide colla John center lines. MiTchUSA,tnciCompuTrueSoftware7.6.6(1L)-E 19.Furrbalsleconnectorplatedesign�valuesseeESR-1311,ESR.1eea(MRstQ EXPIRES:12/31/2015 IIIHIIll�i��l This design prepared from computer input; by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq"1.00 TC: 2x4 KODF 416BTR LOAD DURATION INCREASE • 1.15 1-2•) 0) 72 2-5•(O,) 0 BC; 2x4 KDDF 816BTR SPACED 24.0" 0.0. 3-4.1 2 86 { -102) 45 l TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.01+01( 7,0) ON TOP CHORD • 32.0 PS? 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 SQ.IN. :(SPECIES) 0'- 0.0" -23/ 376V -106/ 2848 5.50" 0.60 KCIF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 REEF ( 625) 5'- 11.2' -249/ 379v 0/ OH 1.50" 0.48 KCbF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.8" -52/ 76V 0/ OH 1.50" 0.12 KEN 1 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 4o4 spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL•G/240r TL•L/143 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LG DEFL - -0,002" 8 -1'- 0.0" Allowed,- 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0,0" Allowed.?• 0.133" MAX TC PANEL LL DEFL - 0.067" 8 3'- 4,9" Allowed 0.481" MAX TC PANEL TL DEFL . -0.075" 8 3'- 2,4" Allowed = 0.722" MAX HORIZ, LL DEFL - -0.004" 8 9'- 6.6" MAX HORIZ. TL DEFL • -0.004" 8 9'- 6.0" NOTE: Design assumes moisture coatent does 12 not to exceed 19% at time of manufacture. 10.00 p Design conforms to main windforce-resistir•.g system and components and cladding criteria. Wind: 140 mph, h-23.2ft, TCOL•4.2,BCDL-6,0, ASCE 7-10, r _(A11 Heights), Enclosed, Cat.2, Exp.B, Mt)FRS(Dir), Oload duration factor-1.6, i .e. Truss designed for wind loads 1 in the plane of the truss only. 0 i • i ( mN • 5111111111111111.111.1111111M111111111.111 • cit -eI O M-3x4 , 1 1 J. 1-00 6-00 3-06-12 'PROVIDE FOL, BEAHING;Jts:2,5,3,4' to JOB NAME : 5019-D POLYGON - J8 �'�`°�'NGI��,.fi sfo Scale; 0.3712 l WARNINGS: BENBRAL NOTES,unless otherwise noted: Ll; '.(� f f," 40 li, 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is booed only upon the parameters shown and is for an Individual Truss: J8 bu l ling component.Applicability of design parameters and proper properandwebbracing commences.be installed shown Is the building 0.Adddional temporary bracing to Insure stall during construction 2.Design assumes the lop and bottom chords to be latently braced at stability 2'o o.and at ts•e.e,respectively unless braced throughout finch length by /•,err DES. BY: MJ Is the responsibility of the eroGor.Additional permanent bracing of continuous sheathing such as plywood aheethirro(TC)andiordrywall C). `g - t DATE: 11/26/2014 the overall structure Is the responsibility of tine bulking designer. 3,2x Impact bridging or lateral bracing required where shown++ OREGON �( �1 4.No load should be eppled to any component until after al bracing and 4.Ins%a0on of truss Is the responsibility of the respective contractor. /� ,�1`�' , S EQ. : 612 610 3 %stetting,ars complete end at no ems should any bads greater than S.Design an len.,bury dsmes ern 1 be used N a non•corrasive environment, ..rr ,Q N 1, TRANS I D: 413 216 design bads be applied to any component 6.Oesisn assumes tug,bearing at all supports shown.Shim orwedge n Q' Y 1'4 2. `' • 8.CompuTtus has co control over and assumes no responsibility for the necessary. fabrication,handling.shipment end ins%tietion of components. 7.Design assumes adequate drainage Is provided. 'iii R iA-," S.Tinto design is furnished subject to Me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA In All VIII IIIA^`I VIII IIaI��` III IIII MITell USA,Ina/CornpuTlus Software furnished 6 6 1 L)E request. 10.Dog b,nlIndicatenector pMBdes design vetoes see ESR-1311,FSR-1088(MITek) EXPIRES:R ES:12/31/2015 IIIIIIII/1II1This design prepared from computer'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DdF/Cq-1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-6.(0) 0 BC: 2x4 KDDF 9168TR SPACED 24.0" O.C. 2-3-(-373) 304 3-4-(-142) 57 • TC LATERAL SUPPORT <• 12"0C. UON, LOADING 4-5•) -55) 0 BC LATERAL SUPPORT <- 12"OC. UON. LLI 25.0)+01,( 7,0) ON TOP CHORD - 32.0 PSF , AL ON BOTTOM CHORD - 10.0 POE . OVERHANGS: 12.0" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -128/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. : Des qn c ecked or net(-53sf) up ift at 4 "oat spacing. AND BOTTOM CHORD LIVE LOADS ACT Ngo-CONCURRENTLY. -i VERTICAL DEFLECTION LIMITS; LL=L/240, TL•L/10:0 MAX LL DEFL • -0.002" 0 -1'- 0.0" Allowed s 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed 0.133" - MAX LL DEFL - -0.001" 8 10'- 9.2" Allowed = 0.077" r, MAX TL CREEP DEFL - -0.001" @ 10'- 9.2" Allowed - 0.102" ' MAX PC PANEL LL DEFL • 0.064" @ 3'- 4.9" Allowed= 0.481" MAX TC PANEL TL DEFL - -0.072" 9 3'- 2.4" Allowed - 0.722" MAX HORIZ, LL DEFL • -0.006" 9 9'- 11.2" 12 MAX HORIZ. TL DEFL • -0.006" 9 9'- 11.2" 10.00 7 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resiatir.;g r system and components and cladding criteria. c Hind: 140 mph, h-23.7ft, TCDL-4.2,BCDL•6.0, ASCE:7-10, cs (All Heights), Enclosed, Cat.2, Exp.B, Mt;FRS)Dir), rn load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. ) i M ,--1 .1 r� c. M-3x4 s ,l y .' ,. 1-00 6-00 4-09-03 (PROVIDE FULL BEARINGIJts:2,6,3,41 JOB NAME : 5019-D POLYGON - J9 � �p PR.(1F�c`' 4. Scale: 0.3420 �N�i.�.+}: (}p�Jq` �� WARNINGS: OENERAI NOTE9,unless Mends*noted: �� r ` ,C 1 "jj' 1,Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and IS lar an mddvidual 4 2 G Truss: J 9 and Warnings before conslruclon commences, bonding component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be installed where shown*, Incorporation of component Is the responslblty 011ie balding designer, 3,Additional temporary bracing to Insure stability during wnstnrruon 2.Dthe tap and bottom chorda to be laterally bracend at 10'o.c.respectively unless braced throughout their length at DES. BY: MJ Is Ilea responsibility of the erector.Additional permanent bracing of 2'esign as eassumes M continuous sheathing such es plywood sheathing(%)andior drywall(8C). (t- DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required whore shown++ n r,. SEQ. : 612 610 4 4,Na load should be applied to any component unlit after ag bracing and 4.Instetalion of truss is the responsiblIty of the respective contractor. OREGONtl fasteners are complete and at no time should any loads greater than 5.Dasdgn assumes trusses aro to be used in a non.corroslne environment -+7 x,. ^c/ TRANS ID: 413 216 design bads be smiled to any component. and are for"dry oondhlmr'of use, / 9y Q b.CompuTrus Me no control over and assumes no responsibility forme B.Design aeaumee fuP bearing at ftp supporta shown.shin orwedga @ d. j Q lrq,shipment and installation of naussery. fabrication,design handl owrwit,by . 7.Design assumes adequate drainage Is provided. -! R ��.V.' -' I Ell l I�I 1 1 �I I II�1 INI P.This IsSCSI,cfurnished settled to me llmxatl,ns set forth by S.Plates shag be located on both faces of truss,and placed so Ihel center ; TPWVECA in Copies of'Midi wig be furnished upon request Ones coincide with Joint carder lines. 11 S.Digits brdlcme size edits In Inches. N8FekUSA,Inc,fCompuTruaSoftware7,8.13(11)E ID.For basic connector plate design values see ESR1911,ESR-1B8H(MRek) EXPIRES:12/31/2015 IIllOi�(�III This design prepared from computer ;input by fU� I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4NR/DCF/Cg=1.00 TC: 2x4 MODE' 116BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-6"(0 0 • BC: 2x4 RODE 814BTR SPACED 24,0" O.C. 2-3.4-411) 381 3-4-(-191) 139 i IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD . 32.0 PSI' DL ON 80TT0M CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) IL - 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 )(EDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KLDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ ON 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.6" -30/ 48V 0/ OH 1.50" 0.08 KIDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP : AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) -e VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1£.0 MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed - 0.100" 5 MAX TL CREEP DEFL - -0,003" 8 -1'- 0.0" Allowed-- 0.133" MAX TC PANEL LL DEFL ' 0.067" 8 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" 0 3'- 2.4" Allowed- 0.722" MAX HORIZ. LL DEFL - -0.007" 8 11'- 10.8" MAX HORIZ. TL DEFL = -0.007" 8 11'- 10.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 10.00 p Design conforms to main windforce-resistir:g system and components and cladding criter.`:a. I r` Wind: 140 mph, h=24.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, il4 RS(Dir), • �. load duration factor-1.6, Truss designed for wind loads o in the plane of the truss only. • � . i • el a U'A, M-3x4 ), l y 3, 1-00 6-00 5-11-09 'PROVIDE FULL BEARING:As:2,6,3,4,51 gEtO. PR Ope JOB NAME : 5019-D POLYGON - J10 Scale: 0.3095 �,�� G N� 4`/0 WARNINGS: GBNERAL NOTES,unless otherwise Met [��y• �rrnyy� 1r. 1.8uttlet and erection connector should be advised all General Notes 1.This design b basad only upon the parometere shown end b for an individual ..P E ,r Truss: J10 and Warnings before construction commences. building component ApplkebNty of design parameters and paper 2.2xd compression web bracing must be installed where shown*. Incorporation of component Is the responstB8y of the building designer. 3.Additional temporary bracing to Insure stately during constmctIon Design assumes the top and bottom chords to be!Merely braced a[ DES. BY: MJ is the res onsmipty of the erector.Additional anent bracingof 2'o,c.and at 10'a c.respectively unless braced throughout their length M 1, ' P 1 continuous sheathing such as plywood sheathing(TC)endror dryweH{ac). -a/ (� DATE: 11/26/2014 the overall rhythms b the responsibility Odle building designer. 7.2x Impact bridging or lateral bracing required where shown++ �+ �±n 4,No load should be smiled to any component until after all bracing and 4.Installation Mums Is the responsibgiiy attire respective contractor. 74. 4, OREGON v Nv: 4V SEQ. : 6126105 fasteners ars complete end at no lime should any bads motorman S.Design assumes trusses are to be used In a non•correswe erMronment, h ��.�'� TRANS ID: 413 216 design loads be epPged to any component. and ereres dry condition'of use. iQ. 'Q.j, Z/�, y4 • 5.CompuTnre has no control over and assumes no respansibiiey for the 0.rendes eco assumes rug itionbtg at an supportsashown.Eltim orwedge If P' 8.fThisdesign Is furnished ed subject the limitations pset forton of h by 7..P eteen shell�bccated adequate feces oft�amd pieced so their center 'vfS�R L 011111111111111111E1111111 l 1111 TPIANTCA In SCSI,copies of which shipment andwe befurnished uponrequest. Ones pleotn Inches. N6Tek USA,Inc lCoplpuTrus Software 7.6.6(1 C)-E 10.For basic connector plate design values see EBR-1711.ESR-1a8a(Welt), EXPIRES:12/31/2015 1II11II'1This design prepared from computer;input by PACIFIC LUMBER-BC . LUMBER SPECIFICATIONS TRUSS SPAN 13'- 2.0" 18C 2012 MAX MEMBER FORCES 4WR/DCF/Cq-1.00 TC: 2x4 ROOF 11138TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-6=(Il) 0 BC: 2x4 RODE @1BBTR SPACED 24.0" O.C. 2-3"(-455) 428 j TC LATERAL SUPPORT <= 12"0C. UON- 3-4=(-247) 190 BC LATERAL SUPPORT 0, 12'0C. 008, LOADING 4-5-( -78) 55 r LL( 25.01+01( 7,0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10,0 PST OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSI BEARING MAX VERT MAX CORE BRG REQUIRED•BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 393H 5.50" 0.60 ROOF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 9'- 11.2" -170/ 240V 0/ OH 1.50" 0.31 KDDF (.625) 13'- 2.0" -61/ 91V 0/ OH 1,50" 0.15 KOPF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. y (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc'spacLnq,l VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/16-.) MAX LL DEFL = -0.002^ @ -1'- 0.0" Allowed a 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133" MAX IC PANEL LL DEFL - 0.068" @ 3'- 4.9" Allowed - 0.481" MAX TC PANEL TL DEFL - -0.077" @ 3'- 2.4" Allowed= 0.722" MAX HORIE. LL DEFL - -0,008" 0 13'- 1.3;' MAX HORIE. TL DEFL = -0.008" 8 13'- 1.3" NOTE: Design assumes moisture cor.+tant does 12 not to exceed 198 at time of manufacture. 10.00[I Design conforms to main windforce-resistlrg system and components and cladding criteria. o Wind: 140 mph, h-24.7ft, TCDL-4.2,BCOL-6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MFFRS(Dir), o load duration factor=1,6, I Truss designed for wind loads - in the plane of the truss only. •• ) M r1 o 1*, i c M-3x4 ,l 1 ,l .1, 1-00 6-00 7-02 IPROVIOE POLL BEARIt4G,Jts:2,6,3,4,51 JOB NAME : 5019-D POLYGON - J11 � RRpF;. Scale: 0.2963 Gj ...1,\/GIIJNJP,Y, ../OZ WARNINGS: GENERAL NOTES,unless otherwise noted: t4t� .7�/G l(! ,; 1.Builder and erection contractor should be advised of sil tenend Notes 1.This design Is based only upon the parameters shown and is for an Individual C . 7.92.O P E �' Truss: J 1 1 and Warnings before conswuceon commences. building component.Applicability of design parameters and pmper 2.2x4 compression web bracing must be Installed where sham+, incorporation of component IS the respones lny attire building designer. DES. BY: MJ 3.Additional temporary bracMg to Insure stedlhy during construction 2.Desbn assumes the top and bottom chords to be laterally braced al Is the responsibility althea erector.Additional permanent brad of 2'0.s and et 10'se.respectively unless braced throughout their length by fry _ DATE: 11/26/2014 the overall structure Is the responsibllty Other buildingdesigner. continuous impact Shang or such as acing re aired where shown emYwdrywail Cj. 4.No load should be applied b any m a. Imp eIX bddping or lateral bracing required where ++ -dit SEQ. : 612 610 6 pP Y mponent until alter al bradng and 4.Installation of truss is the responsibility of the respective contractor, 'q C7REGON tlj" fasteners are complete and at no Uma should any loads greater Men S.Design assumes tresses are to Be used In a non•mrrosNe environment, -�,,,:"�'Q t, TRANS I D: 413 216 design lade be applied to any component, and are fordry condition"of use. y � ". 5.CompuTme has CO control over end assumes no responsibility for the O.Design assumes full bearing at all supports shown.Shim orwedge h Q. .14, 2. .� fabrication,handing,shipment and Instelletbn of components, i.pesfga assumes adequate drainage bprovided. �+ t B.This design Is furnished subject to the limitations set forth by ePlates shag be located on both faces of truss,ad pieced so their center `' ;t^y_ )' 1111111111111111111 M� USA,CA Inc,CO°pies of which will be furnished upon fTftta Software 7.6.6(1L)E request. , nter lines. o.Fo baslnoianned of linos coincide with ntt�tle Inches. vNuasseeESR-,0,,,ESR-toes(Mt7ek) EXPIRES:12J31/2015 1111111111PACIFIC design prepared from computer linput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 416BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-6-(C) 0 BC: 2x4 KDDF 116BTR SPACED 24.0" 0.C. 2-3-(-480) 452 3-4=(-274) 218 TC LATERAL SUPPORT <" 12"OC, DON. LOADING 4-5"( -94) 68 BC LATERAL SUPPORT c- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF `. DL ON BOTTOM CHORD - 10.0 PSF BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORD BRG LOCATIONS REACTIONS REACTIONS SIZE SQ./N. ..(SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -156/ 413H 5.50" 0.60 KCDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STQRAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 367V 0/ OH 1.50" 0.47 KIDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 19.6"1.2" --75 / 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.' -Y, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/UE'' MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.070" 0 3'- 4.9" Allowed= 0.481" MAX TC PANEL TL DEFL - -0.079" @ 3'- 2.4" Allowed m 0.722" MAX HORIZ. LL DEFL " -0.009" @ 13'- 8.5'" MAX HORIZ. TL DEFL - -0.009" 0 13'- 8.5" NOTE: Design assumes moisture cortent does not to exceed 191 at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=25ft, TCDL-4.2,BCDL"6.0, ASCE 1.!-10,en (All Heights), Enclosed, Cat.2, Exp.B, MR°FRS(Dir), I load duration factor-1.6, ' cb ,4 Truss designed for wind loads ., t in the plane of the truss only. r I rry o _. M-3x4 • Y Y Y Y • 1-00 6-00 7-09-10 [PROVIDE FULL BEARING;Jts:2,6,3,4,5j ; FF JOB NAME : 5019-D POLYGON - J12 't NOPU N ,., . Scale: 0.2795 \ ! a_ GENERAL NOTES,unless otherwise noted: v''/r, � �� WARNINGS: t. . 792.ii r I.Builder and erection contractor should be advised of all General Notes 1.file design is based only upon the parameters shown soda for an individual and Warnings before consbucion commences. building component Applicability of design parameters and aper 1 Truss: J 12 2.2n4 compression web bracing must be Whined where shown+. Incorporation of component Is the responsibility of the building designer. ; 2.Design assumes the by and bottom chants to be latera@y traced Si DES. BY: MJ 3,Additional temporary bracing to Insure stability during oonatmd0on z'o,a and M to'o.b.reapedhrely unless braced throuphoul iheUle ih M /raals• Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheethb,g(TO)ander drywall C). ea !!� 47 DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3,24 Impact bridging or lateral bracing required where shown++ .ORE( O(�[ {U 4,No bed should be applied to any component unit after al bracing and 4.Installation of truss b the reaponsbAby of the respective contractor, 7 .. its. SEQ. : 612 610 7 fasteners are complete and at no lime should soy loads greater then 5.Design assumes trusses am to be used in a non•oorroehs envhonment, ,Q y �p design loads be applied to any obrlmanent. end 11:::y7 rs far"dry condilbn"et use. ')./14 • .14 �y� TRANS ID: 413216 5.CompuTrus has no control over and assumes no responsibility for the 0.Design assumes full bearing at supports shown.Shim or wedge y ir� necessary '!EliRI`- fabrication,huddling,shipment slid installation of components. 7.DeatBn assumes adequate drainage C provided, I rap p • e.Tib design Is furnished subject to Me nmittltons set form by 0,Plates shall be located ton both faces of tr ns,and placed so their tenter CA In SCSI, ies of which vAg be tarnished upon �'�� 111111111 N 1 1111111 1�I Ipl 111 MiTch USA,)nc./ComppuTrua Software1.G.6(1 L)-E request, 1lines coinckle with MInt center lines. 0.��bassicico nectorize vplate design values see ESR-t311,ESR-18e0(0NReq 11!If 00 W EXPIRES:12/31/2015 1111111111 • This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" TC: 2x4 ROOF 416BTR LOAD DURATION INCREASE = 1.15 ICDND. 2: Design checked for net(-5 pat) uplift at 24 "or,""spacing.f BC: 2x4 KDDF NISBTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture, TC LATERAL SUPPORT <= 12"OC. UON. LOADING c BC LATERAL SUPPORT <" 12"OC. UON. LL(-25.0)+DLI 7,0) ON TOP CHORD = 32.0 PSF Design conforms to main and claddingresisting DL ON BOTTOM CHORD . 10.0 PSF system and components criteria. TOTAL LOAD " 42.0 PSF Wind: 140 mph, h-20.6ft, TCDL=4.2,BCDL-6.0, ASCE.7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, M1 FRS(Dir), load duration factor"1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. in the plane of the truss only. ' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 14 Refer or equal typical at stud verticals. • Refer to CotgsuTrua gable end detail fCr 12 complete specifications. 4.00.' 3 N r -r 0 r Cl i 'it • 0 _. .diiiilIl11IiiI aOP - 42. aarir sII.ialr... sississiiisisiistdimerriisii ar.mr iiis4 M-3x4 i r 1 f 1-00 y 8-06 ,i JOB NAME : 5019-D POLYGON P1 0. F; PR 6 61 Scale: 0.6242 Cj� e.1413IN /�re v y WINGS: GENERAL NOTES,unless otherwise noted; �7�. 'c'9 � f! , 1.Builder and erection contractor should ha advised alas General Notts 1,This design Is basad only upon the parameters shown and a Mr an Individual !C.2**,P E ' �Y' Truss: P1 and Warnings beton construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown a, moorporatln of component BUN responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced at Is Bre responsibility of the erector.Additional permanent Wooing of 'Inc., and at 10'0.0.respectively unless braced Throughout their length j y .� � DATE: 11/26/2014 the overall seuctum Is the responsibility of the buildormenuous sheathing such as plywood heath n ere shown drywal(BC /! ��!- •. Ing ds bracing 3.2x Impact bridging or lateral bracing required where shown a+ -p "' CC SEQ. : 6126108 4.No load should be applied to any component ante seer gg bracing and 4.Installation of truss Is the responsibility of the respective a environment, y. OREG��! fasteners are complete and at no time should arty loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, .t„,'!• �b 'H TRANS I D: 413 216 design Mads be applied to soy component, end are for"dry condition'of use, 5.CompuTas has no control over and assumes no reaponelbilry for the 8.Design anaemia full bearing at arlsupports shown,Wm or wedge If ��. r 7.(� � fabrication,handing,shipment and Installation of components. necessary, qq p Aft. RIO- e. .`,; ! 111111111 if N a1r H.This design a burnished subject to are bmhatlons set forth by U.7.Design salassumes locateduonabo�th faces of truss,and placed so their center '"' V �I�III1I I�i1I Ii� El IIB II1�I 1 II I MTprnvr 5 InISCSI. Co pUTrtra$dRWafO 856(1 Lhed upon request. ,G.F 0 t sk tie sizer pia u e In In heiuea nee ESR•i 31 i,EBR-1088(MlTelt) ((If I I EXPIRES:12/31/2• 015 1/1.111 fillThis design prepared from computerinput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9-1.00 TC: 2x4 KODF 111iSTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 36 2-5-(-53) 69 3-5-0-266) 185 BC: 2x4 KDDF @18BTR SPACED 24.0" O.C. 2-3-(-109) 91 WEBS: 224 KDDF STAND 3-4-( -7) 3 LOADING IC LATERAL SUPPORT (- 12"0C. UON. LL( 25.01+01) 7,0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED;BRG AREA TOTAL LOAD - 42.0 PSI LOCATIONS ONS " -69/ACTIONS IONS -34R/ TIONS IONS SIZE " SZE Q.IN K((SP(CIES) IES) OVERHANGS: 12,0" 0.0" LL - 25 PSI Ground Snow (Pg) 8'- 6.0" -41./ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 paf) uplift at 24 "cc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/16',0 BOTTOM CHORD CHECKED FOR 10PSI LIVE LOAD: TOP MAX LL DEFL - 0.002" 0 -1'- 0.0" Allowed m 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0,003" 8 -1'- 0.0" Allowed 1a 0.133" MAX TC PANEL LI, DEFL = -0.355" @ 4'- 3,7" Allowed' 0,508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL - -0.475" @ 4'- 3.8" Allowed r 0.762" 1 1 1 MAX BORIZ. LL DEFL.- 0.001" 0 8'- 2.2;" 12 MAX HORIZ. TL DEFL - 0.001" @ 8'- 2.2" 4.00 M-1.5x3 NOTE: Design assumes moisture content does 3 4 -, not to exceed 191 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads ,�, in the plane of the truss only. �. 0 I el 1 `.f.1 Y 'Lit 1 E�1 y' . 0 M-3x4 M-1.5x3 i • Y Y Y 8-02-04 0-03-12 Y 1 .1- 1-00 1-00 8_06 •• tp P R:OF i R.. F� II JOB NAME : 5019-D POLYGON - P2 �a�"F s% Scale: 0,5367 WARNINGS: GENERAL NOTES,unless otherwise noted: >nr,��i.P E• '. �. .17 1.Builder and erection oontrador should be advised orah General Notes 1.This deuce Is based only upon the parameters shown and Is for an mdivldual t.- Truss: .Truss' P2 and Warnings bolero censbuc0on commences. building component.Applicability o1 design parameters and proper . 2.2x4 compression web bracing must be Installed where shown+. Incoiporatien of component is the responsibility of me building ing designer. 3.Addilonal temporary bracing In Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced a ;AO.' .. DES. BY: MJ is the msponsibiBy of the erector.Additional enchant bracing of 2'o,d.and at 10'o.a rdspedlvely unless braced throughout their lengyt�h�b�y .../, P continuous sheathing such as plywood sheathing(rC)andfordrywagMC). .1 )�� DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wham shown++ 9 ' d REGON . +r y 4.No load should be applied to any component until sear all tuaeing and 4.installation of truss Is the reaponaroaey of she respective contractor. S.Design assumes trusses ere to be used m a non-corrosive environment, L'"` "r SEQ. : 612 610 9 fasteners are complete and at ne time should any loads greater then and aro or"dry condition'of use. /t : 4.y.�4 4 TRANS I D• 413 216 design bads be applied to any component. g,Design assumes fug bearing at e0 supports shown.Shim or wedge If ,4. s,campuTma boa no control over and assumes no responsibility forme • necesse •7f ( ��,� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage la rovlded. ��pE III E 11p��1I 8.This design Is himtshed subject to the limgetions set forth by 8.Plates shell be Incited on both faces of tows,and placed so their center I IIIIII II I VIII ISI ILII IilII VIII 1111 1111 SI,ooples of which will be furnished upon request. Mire USA,lTPWWCA In ac/ComPuTrua Software 7.6,6(4L)-E 50.O.Foels Indicate site of bastc colinos nnector Plate dene with Joint relgnmva�Nes see ESR 1311,ESR-1988(MRek) I 1 HHII IIIN 111166 ' EXPIRES:12/31/2E JIIIIllIIHIIII This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8° IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq.1.00 TC: 2x4 KDDF fleBTR LOAD DURATION INCREASE 1.15 1-2.) 0) 84 2-4.10) 0 BC: 2x4 NODE' 91iBTR SPACED 24,0" O.C. 2-3Q(-69) 26 TC LATERAL SUPPORT <- 12"0C, UON, LOADING BC LATERAL SUPPORT <.. 12"00. UON. LL( 25.0)+UL( 7.0) ON TOP CHORD . 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED'ERG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 479V -12/ 83H 5.50" 0.77 HUGI ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ 0H 1.50" 0.12 ODDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 pnf) uplift at 24 "ocspacing.I 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL"L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.019" 8 -1'- 8,0" Allowed 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0.021" @ -1'- 8.0" Allowed to 0.222" MAX TC PANEL LL DEFL - 0.004" @ 1'- 5.5" Allowed 0.205" MAX TC PANEL TL DEFL m 0.004" @ 1'- 4.4" Allowed'= 0.307" -'' MAX HORIZ. LL DEFL " -0.000" 8 3'- 3.1" MAX HORIZ, TL DEFL m -0.000" 4 3'- 3.1" NOTE: Design assumes moisture content does Inot to exceed 194 at time of manufacture. Design conforms to main windforce-resisting ,-, system and components and cladding criteria. o Hind: 140 mph, h420ft, TCDL"4,2,BCDL-6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MG7RS(Dir), N load duration factor-1,6, j. Truss designed for wind loads w i in the plane of the truss only. cm a 111.111111111111 Co,`•• 2►�� ►s'� -f M-3x4 • J' l 3. 3- 1-08 2-00 1-03-13 IPROVIDS PULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - SJ1 t� �s?R�FF`r Scale: 0.8124j `y11©I�J(VLI/�[7y��7 �JO. WARNINGS: GENERAL NOTES,unless Mamba noted: W 1{:/lA7//f 1.Builder and erection connector should be advised of ea General Notts 1.This design Is based only upon the parameters shown and U -an individual 1 ." '9L. pI f- Truss: SJ1 and Warnings before construction commences. buildingcomponent e ppgceis the oespon design i parametersyof end proper 2.2x4 compression web brechhp must be installed where shown 4. Desi goratbn of component In int m chords of the braced building algner. DES. BY: MJ 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top end bottom rile do to be laterally ai Ls the reaponsibigty of the erector.Additional permanent bracingof 2'0.0.end at te'ox.respectively unless braced throughout their by DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. Sucom acs sheathing suchasecng plywood aired where shows Mebq BC). P IB 3.2x Impact bridging or lateral bradng required ++ df r 44/ SEQ. : 612 6110 4,No lead should be applied to any component until after eft bradnp and 4,Dstaltaion of testa Is IM responsibility oche respective contractor. '"y 0 RE.00N fasteners are complete and et no Pm*should any loads greater than 5.Dedpn assumes trusses era to be used In a non-corrosive anvwonmem, 'T Y O� - •. TRANS I D: 413 216 design loads be applied to any component. ane ere for'dry condgbn'of use. �j 5.CompuTms has no control over end assumes no responsibility for the S.Design assumes Aril bearing at a8 sepals shown.Shim or wedge N Q. .L4 2 fabdesllon,handling,shipment and Installation ofoomponanle. necessary. p �r Q' E.This design Ls furnished subject to the limitations set kith by a.aplates sn assumes all be ocadequate aateed on both fae fe aces truss,and placed so their center ~R R I t-`" 11101 VIII f f 11111 VIII VII1II Ilii IV furnished of which will be requOnes coincide vdth jetnt center Ines,est M?ek USA kc./ConpuT s Software 6 6(tLE 0FoabteopaadslbnndrlIn Inches. values see ESR-1211,ESR-taxa Bdrfel0 EXPIRES:'12/3'1/2015 1 ,- 1111111011 111111111 This design prepared from computer.;input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.8" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cg=1.00 TC: 2x4 KDDF N16BTR - LOAD DURATION INCREASE - 1.15 1-2=( 0) 84 2-4-(C) 0 BC: 2x4 ROOF 114BTR SPACED 24.0" O.C. 2-3-(=117) 53 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX BORE BRG REQUIREL BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD- 42.0 PSF 0'- 0.0' -97/ 461V -25/ 1340 5.50" 0.74 KCDF ( 625) 1'- 9.2" -65/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) LL - 25 POP Ground Snow (Pg) 6'- 7.8" -75/ 160V 0/ OH 1.50" 0.26 KL!OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net{-5 psf) uplift at 24 "00 spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" 8 -1'- 8.0" Allowed- 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed- 0.222" MAX BC PANEL LL DEFL - 0.004" 0 1'- 0.1" Allowed ,. 0.054" MAX BC PANEL TL DEFL = -0.005" a 1'- 0,1" Allowed- 0.072" - MAX HORIZ. LL DELL = -0.001" @ 6'- 7.1" 12 MAX HORIZ. TL DEFL - -0.001" @ 6'- 7.1" 6.00 7 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisticg ' system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE:7-10, (All Heights), Enclosed, Cat.2, Exp.B, MW5RS(Dir), m load duration factor=1.6, . 1Truss designed for wind loads 0 in the plane of the truss only. M • • . M • r . o t2I►_'-� Itis O M-3x4 1 /, } 1 • 1-08 2-00 4-07-13 !PROVIDE FULL BEARING,Jts:2,4,31 • Q,.D. PR Opt,, JOB NAME : 5019-D POLYGON - SJ2 Scale: 0,5,30 5``NSI" 6s, GENERAL.NOTES,unless chemist noted: 191/2201 1N.Beeler 44 r" 7 .PE . ;'"' 1.Builder and erection eonaregorahould be advised of en General Holes 1.This design Is based only upon the parameters sham and is for an MdloEduet Truss: S J2 and Warnings before aonstrucean commences. building component Appitcabegy ofdesion parameters end proper 2.2z4 compression web bracing must be installed where shown+. Incorporation of component Is the rasponelbltly or the building 4031 9110L 3.Addtibnal temporary bracing to Insure Robley during construction 2.Design assumes the top and bottom chords to be laterally braced ail DES. BY: M,7 is Stereonelble of the erector.Additional permanent bracing of 2 0.o.and at 10'o.c.respectively unless hued ihreughdut their tenggtth by �� eP tycontinuous sheathing such as plywood sheathing(TO)andlerdrywei(BD), nn DATE: 11/26/2014 the overall sincere is the responsibility of the building designer, 3.2x Imbed bridging or lateral Inning required where shorn++ OREGON 1,0- SEQ. 4.No load should be applied to any component ung after all bracing and 4.Installation of was b the responsibility of the respective catbactor. .IP 4„ /� Y happy , S EQ. : 6126111 fasteners are complete and at no Home should any loads greeter than S.Design assumes busses ere to be used ht a nonaoroshre eoNronmem, G • deign bads be applied to any component and are assumes ibli bion"of use 4. ,12� ,�A,. TRANS I D' 413 216 s.ConpuTfue has no control ever and assumes no responsibility for the 6.Design Incomes fee bearing el at suppers shown.Shim or wedge II T fabrication,handling.shipment and Installation of components. necessary, pro .97FR RI L.- • ({�, 'i 1 8.This design Is furnished subject to the limitations set fort by 8.Platers sgn hell be loategdyyon botch fecces of truss,end placed so their center TP11111111111 111111.11 ��1111111I� ITekUSAbMCiCompTni Software 7.6.6(1L).Eregdea,. /0.Forb kconneetrcorplafadesignvaluessee ESR•1311,ESR-meg(hirrei0 EXPIRES:12/31/2015 10111111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4HR/DDE/Cil-1.00 TC: 2x4 ROOF BIOBTR LOAD DURATION INCREASE - 1.15 1-2-) 01 72 2-4-(0) 0 BC: 2x4 KDDF 8148TR SPACED 24,0" O.C. 2-3-(-64) 38 . TC LATERAL SUPPORT <- 12"0C. UON, LOADING BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS; 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KE•)F ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KEDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec ng.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.003" 8 -1'- 0.0" Allowed- 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed - 0.133" { { MAX BC PANEL LL DEFL - 0.001" 8 1'- 0.1" Allowed'- 0.054" MAX TC PANEL TL DEFL - -0.002" 8 1'- 2.9" Allowed '^ 0.196" 12 10.00 MAX HORIZ. LL DEFL - 0,000" 8 1'- 10.0' MAX HORIE. TL DEFL - -0.000" 0 1'- 10.0' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, Hind: 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MP:fRS(Dir), 01 load duration factor-1.6, aTruss designed for wind loads t p in the plane of the truss only. ' t N m i •tl M-3x4 d • 1 y ..1. • , 1-00 2-00 {PROVIDE FULL BEAR ING,Jts:2,4,3J JOB NAME : 5019-D POLYGON - SJ3 Scale: 0.6645 ��t1��fNR�/�7j� io WARNINGS; GENERAL NOTES,unless otheiwlse noted; 4(t .`rfv�4"� (! '� 1.Builder and erection contractor should be advised of a6 General Notes 1.Thle design Is based only upon the parameters shown and is for an IndiNdual �- 7:-�, ��, �('• Truss: S J 3 and WambRa before construction commences. bulldog component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component In the responsibility of the budding designer. DES. BY: MJ 3.Addaionel temporary bracing to Insure afebtay during construction 2.Design assumes the top and bottom chorda to be laterally braced at is the responsibility of the erector.Additional permanent Dreomg of 2'o.e.and at to'o.c.respectively unless braced throughout their length by DATE: 11/26/2014 the overall structure le the responsibility of the building designer. 3.continuousx Ipaatbdd ing rawelateral acingoeguired w er s andlordrywa® ). p ging orthe robracing required when shown++ ,lt I. SEQ. : 6126112 4.No load should be spread to any component until ager ail bracing and 4.Installation of Miss Is the responsibility:lithe respective contractor, y �R.EON cr fasteners are complete and at no gine should any loads greeter then 5.Design assumes trusses ere to be used Inc non-cor»she emaonmenq .1,,,: /f� 0\ *- TRANS TRANS I D: 413 216 design loads be rippled to any component and are for dry condition"of use. ¢yQ 5.Compu7rus hes no control ever and assumes no responsibility for the 6.Design Incomes Ng bearing at al supporta shown.Shim or wedge H 1 14 2 t1�. fiDacatbn,handling,ahlpmenl end Instegegvn of componems, naoessaty, p t e�]�q-- 1 / 1 O.Thle design is furnished subject to me fimilegons sot forth by 8.plates chat bine locaadteduon both facesiof Iincide wnn mint center lines, I'end plac ed so Ualr tamer R M" CC • 'I��III II)III ��#��11�I1 It�ll III I�I MiTeTlok USA,MCCA In JC mpu7nrs Software 7.8 8(1,copies of'Mich Ail be furnishedL E request. 7C1,OI balines�snlo cola nice of plate Inches. see ESR.1371.E8R-1886(MReq • EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer{input by IHN1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4NR/DI;F/Cq-1,00 TC: 2x4 KDDF O14BTA LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-(C) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" 0.C. 2-3^(-961 73 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <" 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSI BEARING MAX VERT MAX HORS BRG REQUIREL.BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LORD - 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LL- 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100v 0/ OH 1.50" 0.16 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. resign c ecked or net - ps1 up t at 4 oc`apac nq. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/lEO BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" Q -1'- 0.0" Allowed•- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed.- 0.133" 12 MAX BC PANEL LL DEFL - 0.002" 8 1'- 0.1" Allowed-- 0.054" 110.00 MAX BC PANEL TL DEFL - 0.002" 0 1'- 0,1" Allowed = 0.072" MAX HORIZ. LL DEFL - -0.001" 0 3'- 1.0.9" MAX HORSE. TL DEFL - -0.001" 9 3'- 10.5" NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. a, 1 Sind: 140 mph, h-20.9ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, tw (All Heights), Enclosed, Cat.2, Exp.B, MFvFRS(Dlr), I load duration factor-1.6, r'r Truss designed for wind loadsin the plane of the truss only.ofi'l1a00 } 4 1 • Y 1-00 2-00 1 y 1-11-11 PROVIDE FULL SCARING;Jts:2,4,31 • �1p.PR0r,E4. JOB NAME : 5019-D POLYGON -- SJ4 - 't`` em ts/ Scale: 0.6203 .0y1 0. WARNINGS: GENERAL NOTES,unless otherwise noted: �11 Z�l 1.Builder and erection contractor should be advised of ac General Notes 1.This design is based only upon the parameters shown and Is for en Individualiii !,,,,e92,.....,;___111 PE. • Truss: SJ4 ens Wammgs before conatruclbn commences. building component.Applicability of design perimeters and prober • 2.2x4 compression web bracing must be Installed where ahem+. fncuporatbn of component N the responsibility of the bunting designer. • 3,Additional tempoafy baring to Insure stability during construction 2.Design eswmes the top and bottom chords to be laterally braced e( DES. BY• MJ le etc reaponsgdf of the erector.urs stability al rmenent badn of 2'o.a and a11n'o.c.respectively unless braced throughout thele length by f,alms. aY pe g continuous sheathing such as plywood sheathing(TC)andrordrywall C), -,p OREGON i ^ I _ ft DATE: 11/26/2014 the oveaH structure is me responsibility of the building designer. 3.2x Impact bridging or lateral brute required where shown"t. vR x fa ;,. 4SEQ. : 6126113 .No load should be applied to any component until alter ail biaohtg and 4.Installation of buss is the responsibility of the respective contractor. .'IF _..� fit, fasteners ore complete and at rte dam should any loads greeter then 5,Darden assumes trusses are to be used in a t.cotreslve emironnrent TRANS ID: 413 216 design bads be applied to any corrponenl, end are for'thycondition"of use. ') 4')/ 14. 9-()9-()5.Computes hoe no control over and assumes no respensibmty for the 8"Design sno ssumea full bearing m all supports shown.Shim or wedge d P' fabrication,handling.shipment and Installation of components 7.Design assumes4 adequate drainage is provided. f?A I O �Ip(1 I iII IIpII II 11i11t &This design N furnished subject to the imitations set forth by N.Plates shalt be located oaan both faces of Inns,and placed so their center IIIA II I IIID IIS II I�III IIII III IIII MiTTBk USA,ki�COmpuT 8 CA In SCSI.copies of which Software 7.6.8(114•E request. 1/1(Center lines. H. lines r ba nn deo rplate design alues see ESR-1311.ESR•1S88(Marek) • EXPIRES:12/31/2015 1 .... . .... .. .. ... _............................................._._........ ..............,........_.............._......._ • • 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0,0" IBC 2012 MAX MEMBER FORCES 4M11/DI:S/Cq=1.00 TC: 2x4 KODF 014BTR LOAD DURATION INCREASE = 1.15 1-2-(-48) 41 1-3-(C) 0 BC: 2x9 KDDF 11&BTR SPACED 24,0" D.C. TC LATERAL SUPPORT <= 12"0C. DON. LOADING BEARING MAX VERT MAX MORE ERG REQUIRE: BRG AREA BC LATERAL SUPPORT <= 12"0C. (JON. LL) 25.0)+0L) 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) DL ON BOTTOM CHORD - 10.0 PSF 0'- 0.0" -13/ 98V -18/ 4238 5.50" 0.16 HOF ( 625) TOTAL LOAD = 42,0 PSF 1'- 9.2" 0/ 25Y 0/ OH 5.50" 0.04 ROOF ( 625) 1'- 11.7" -39/ 5IV 0/ OH 1.50" 0.08 KDDF ( 625) 1-11-11 LL - 25 PSF Ground Snow (Pg) T 1LI14ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Des qn c ec e. or net(- pa ) up t at 4 or,spat no. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/16.0 12 MAX TC PANEL LL DEFL - 0.003" 0 1'- 2.9" Allowed w 0.131" 10.00 P BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX IC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed'= 0.196' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX NORIZ, LL DEFL - -0.000" @ 1'- 10,5" MAX RORIZ. TL DEFL - -0.000" 8 1'- 10.3' NOTE: Design assumes moisture content does not to exceed 190 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Mind: 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MEFRS(Dir), load duration factor-i,6, Truss designed for wind loads in the plane of the truss only. m c, c!.., i. i N MA-, . N O r M-3x4 i 1 y 2-00 (PROVIDE FULL BEARING;Jts11,3,2J • JOB NAME : 5019-D POLYGON - SJ5 �`��` ° ° s, Scale: 0.7691 Co- �1G �� p WARNINGS: GENERAL NOTES,unless otherwise noted: n/Z8/1 '' I.mower and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and to for an Individual 92e..PE f✓ Truss: SJ5 end Warnings before construction commences. building comp0nenL Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown v. Incorporation of component is the responsibility of the buiMmg dogpner. ' • 7.Additional temporary brscirhg to Insure stability daring construction 2•Design assumes the lop and boltow chords to be tetersty braced at DES. BX: MJ 2'o.c,end 41 10'o.o.respectively unless braced throughout their length by :l .. is the responsibility of the erector,Additional permanent bracing of continuous sheathingtruth es ranpp �`- plywood when shown rdryweNBC). -s .. n. DATE: 11/26/2014 Sr.overall atmdara Is the responsibility of the building designer, 5.2x Impact bridging wisteria bracing required when shown*+ i 4.No load should be applied to any component until atter alt bracing and 4.Installation of iruu Is the responsiMNty of the respective contractor. "17 R �7Qt v 1(j SEQ. : 512 6114 fasteners one compiles and at no time should any bei greater than 5.Design assumes trusses aro to be cued In s non•wrtosNe environment, 2l r� 4. TRANS I D: 413 216 design toads be applied to any component. g,and Wefor'dry s�ion"of use. /6.;;;;;.1.:1‘,.‘!° - Q`'9}"14 �4 l�-�- H.Compurrus hes no control over end assumes no responsibility for theDesign bearing at at supports shaven.Shim arwedge t s yr fabrication,handling.shipment end installation of components. necessary, f�fL L+ 7.Plates assumesb lcared one drainage Fant b ad. <��{(�„�+- 8.This design Is ftnnmhed subject to the limitations net forth by 8.Plefea shell be locateddpboth(aces oftruse,and placed so their center • I�,II VIII VIII II I III ILII VIII 1111 SII Mi Fe SA,IncTPVWTCA In JComlpuTrus Software 7.8.8(1LK request, 10.Digits rbindicate cont nelines coincide ectooof r plate designJoint center see ESR-1711,ESR-1988(MRek) ' EXPIRES:12/31/2015 11 11111 This design prepared from computerinput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 KDDF R1RBTR LOAD DURATION INCREASE - 1.15 1-2-(-90) 74 1-3-(0) 0 BC: 2x4 KODF SISBTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED;BRG AREA BC LATERAL SUPPORT <e 12"0C, UON. LL( 25.01+0L( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) DL ON BOTTOM CHORD - 10.0 PSF 0'- 0.0" -27/ 129V -39/ 93H 5.50" 0.21 KDDF ( 625) TOTAL LOAD - 42.0 PSI I'- 9.2" -32/ 75V 0/ OH 5.50" 0.12 ((ODE ( 625) 3'- 11.7" -72/ 102V 0/ OH 1.50" 0.16 HOOF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/100 12 MAX BC PANEL LL DEFL - 0.003' S 1'- 0.1" Allowed= 0.054" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL - 0.002" 0 1'- 0,1" Allowed 0.072" 10.00 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIE. LL DEFL = -0.001" 0 3'- 10.0" w MAX RORIE. TL DEFL - -0.001" 5 3'- 10.9" NOTE: Design assumes moisture content does ', not to exceed 19B at time of manrfacture. Design conforms to main windforce-resisting y system and components and cladding criteria. Wind: 140 mph, h-20.9ft, TCDL-4.2,BCDLe6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), 0, load duration factor"1.6, or Truss designed for wind loads on in the plane of the truss only. c�I , i i r1 • I i �_ 0 cm Illi.- 111 aliSr"..2111 « M-3x9 4 4 : ) 1 1 1 2-00 1-11-11 • !PROVIDE FULL BEARING/Jts:1,3,2J • • JOB NAME : 5019-D POLYGON - SJ6 REO PR:OF 6".n._ Scale: 0.6152 �N tN/Fli1�(p� O WARNINGS: GENERAL NOTES,unless olherwlse noted: Il rf��/rf�I p_ I.Guider and erasion contractor should be advised of all General Nobs 1.This design Is based only upon the parameters shown and Is for en Individual l ' 9 2�:i i-E , Truss: SJ6 and Weminps before construction commences, bonding component,Appliceblilty of design parameters and proper 2 2nd compression web bredng must be intoned where shown+. Incorporation of component Is the responsibility of the building designer. 9,AddAlonalterrq,orary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: MJT 0.c.and at til•d.o.respectively unless braced throughout their length by I"1 Ls the responsibility of the erector.Additional permanent bracing of continuous sheath such as plywood sheathtn aro a(re sown dryweA c). n. DATE: 11/2E/2014 the award structure is the responsibility of the building designer. 3.2x larged bridging or latent bracing required where shown++ d «i 4SEQ. : 6126115 .Na load should be applied to any component until alter ell bracing and 4,Installation of truss is the responsibility of the mope/Ave contractor. -F: O1 EGON 4U fasteners are oomplete and at no lime should any loads greater than 6.Design assumes Inane are to be used M a non•comontve environment, G \• , TRANS I D: 4 13 216 design bade be applied to any component 8.and ed arree for NII beari ng fes e..eu /0:11- 14_n- &CompuTrus hes no control over and assumes no responslbilIty toren; b g Pporta shown,Shim"edge It `� �+ii ,,- necessary.handnng.shipment and installation of components. necessary, 1 /› T.Design sesames adequate drainage W provided. ,e;;Pi RI,,,�,.. e.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces o truss,and placed so their center • e with joint center SM. IM II II IInI 0111 1 IpI IIIc III 1111M(Tek SA)nA In nccJCompUTfus SI,copies of Sof(wareh win bef 7.6.6(11)-Eurnished upon guest Di Digits Isla a sly ofpiate In Pt design values see ESR.311,ESR-1958(Wok) W► EXPIRES:12/31/2015 :..