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Plans A-LST,kc1/G UD f 6 13 �i-- Siv /7 ®CONFORMS 70 DESIGN CONCEPT . ® CONFORMS TC-DESIGN CONCEPT 0 REVN IONS NOTEDSIGN CONCEPT WITH g V' •A k c �' o NON-CONFORMING-REVISE&RESUBMIT .> ❑ CONFORMS TO DESIGN CONCEPT WITH 181,5S,7:^.NAYi,110 WAS 7Ek PE:'16YW F,%6F1ffFA1.751,7,77REVISIONS AS SHOWN NAV -S i ..4G�v'I tY YJ MKS UK F.E.EVE NE / ?r? .s. `, ?c r; ❑ NON-CONFORMING-REVISE AND RESUBMIT A A h -t TI NSA 9cli. LE 17.7..A5A 7 N1 Lc51.ui ':.A 1 T5 spo AWN., Afi bS:L.Al.y WI Al,RAVE f!l,FT Tk SSF.:A Wlkp. �r By Alexia F k I nate 9/22/34 ,. - THIS SHOP DRAWING HAS Pt'EN REVIEWED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS 1, I ' \ WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 1 ,i FABRICATOR/VENDOR OF RE ONSIBILITY FOR CONFORMANCE WITH THE II ;k DESIGN DRAWINGS AND SPE IFICATIONS ALL OF WHICH HAVE PRIORITY _ 11'-9' I OVER Thi °OP DRAWING.. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. AR21By: T . AR Date: September 19, 2014 CT E I ERI)NG INC 10++1► TM-. E J1 J1 CJ2 7 IP I J2 CJ3 v./ / J3 CJ4 .4 r Iv J4 CJ5 6t 12 —J5 CJ8 ._ J8 J1 J8 J8 J9 J9 ice- I Yl I.!h i.l 11•Yw 7., J8 J7 / / J8 _J8 J5 -. Et 12 J5 J4 J4 J3 -_ J3 J2 A .a J1 A. 1):12 Alk 10t 12 J1 AM --- , , h ——...• �� . .— $J3 .1�>II w“ the�.12 , l- 10 12 Ilk SJ3 , 11'-0a I 15'-0" _I 11r-0s GARAGE i 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 TRUSS CALLCULLLAno SAND PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER PL PLAN: 3D INFORMATION.DRAWN BY• REVISION-2: RESPONTO SIBLNG DESIGNER/E FOC CONNECTINEER OF IONS.BUILDING �■ �:_. RESPONSIBLE FOR ALL NON-TRUSS 3 / D CHECKED BY. DESIGNER/ENGINEER ESREVIEEW AND AP ROVE OFF ALL CORD TO O M P A NY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. W U;S '" GARAGE RIGHT 1/8"= 1' All designs arg.propet#y of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss -,:_, 37'O" r I 11'-r I J1 ` J1 J2 j . / / C12 J3 CJ3 J4 JA CJ4 r JI 44,0011°, J8 J8 J9...., _J9 -rY, �.iiq 104 lip v4h 7.11i gii0 $ J9 -- -J9 J7 04 A / J8_,.a J6 15 6:1 J5 J4 J4 J3 J3 J2 I J2 10:12 es 10:42 III I. J1 I J1 8J3 -Mr - $J3 , 10 12 P 6'12 cam. SJ3 i A 4. GARAGE0. ® CONFORMS TO DESIGN CONCEPT 11=0' 15'-O ` n 1SteORMS TO DESIGN CONCEPT WITH 87'0 REVISIONS AS SHOWN ®CONFORMS TO DESIGN CONCEPT 0 NON-CONFORMSI G-REVISE AND RESUBMIT 0 CONFORMS TO DESIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORttANCE pEVlsroNs NOTED WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE I7 NON-CONFORMING-REV1SEBRESUBMIT FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE ;Ns SNcm DRAWING!US BIEN PENEWn FSR MEGA.CGSFOR!MSCE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY „AL,.:v.TIE G ECGY Y.O-ESPONLY siaa+nFORCO GAWNC/CAVE OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. JF+WIIGS,VFWF:SAM:`S AM PFFLICAWF GOES.N.I.OF WNI N HAOE i'RIO,,USER.EIS SNGG DRAWING. p1' Alexia Fukul Dace 9122/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENG INEERING:,dl nccompurrus1nc.2oo6 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 TRUSScuCuinno SEAND TURAL PROJECT TITLE. REVISION-1: DRAWINGS FOR ALLFURTHER PLAN 3DDESIGNER/ENINFORMATION. NEER OF(RECORD PLAN: DRAWN BY: REVISION-2• TORESPONSIBLE FOR ALL NON-TRUSS TRUSS CONNECTIONS.BUILDING - e � 3 / D CHECKED BY.' DESIGNER/ENGINEER REIEWANAPPROVS S COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ■T r�,- GARAGE LEFT 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by Pacific Lumber and Truss. MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Compulrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge If necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design,values see ESR-1311, ESR-1988(MiTek). N.3 O .rtr, . PROs. (q" i 444, + t 'r pig .. M V. ' , l":"k1.106:4CI; ..yet , T2s vxv .&.'` 9 "cfrt � . 3C3! `tet,/; y13 10/11/1 ., CxPiRES 6/30/I 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DOF/C=1.00 TC: 2x4 UDE#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0 84 2.14= -1640) 5491 14- 3=1 0) 200 2x6 UDE #1&BTR 72, 13 2- 3= -6334 1973 14-15= 1644 5489 3-15= 306 243 BC: 2x6 KDDF #1&8TR LOADING 3- 4= -6221 2152 15-16=1.2605) 7338 15- 4=1 -441` 1714 WEBS: 204 KDOF STAND LL =25 PSF Ground Snow (Pg) 4- 5= 0 0 16-17= -2821 7853 15- 6= 2321 1071 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF - 0.0' TO 10'- 0.0' V 4. 6= -5528 1960 17.18= -2605 7338 6-16= -70 668 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL 150.01+OLI 14.01= 164.0 PLF 328.0 PLF 1'- 0.0" TO 41'- 0.0" V 7- 8= -7588 2804 19-12=�-1640 5491 17.17=� -420 325 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 41'- 0.0" V 8.10=(-5528) 1960 177.188=( -70 668 80 8 0 ( ) ( 2321 1070 NOTALLEFLAT4TOPACING CHORDAT AREASNOTON. FOR TC CONC SHEATHED TC GONG LL( 416.7`+DL( 116.7;= 533.3 LBS @ 31'- 0.0' 11.12= -6394 1973 18-1 2152 1= -307-441 1714 242 == 12-13=I 0I 84 11-19=I 0 200 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0' 20.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ConnectorCpla (or no prefix)sg =ors uTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (tSPECIES P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1049/ 9527V -117/ 117H 5.50' 5.84 KDDF ( 825 M,M2OHS,M18HS,M16 =MiTek MT series 41'- 0.0' -1049/ 3527V 0/ OH 5.50' 5.84 KODF 625 JT 2, 12: Heel to plate corner = 1.50' ICDNO. 2: Design checked for net(•5 pati uplift a� 4 "Sc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = -0.438' @ 20'- 6.0' Allowed = 2.004' MAX TL CREEP DEFL = -0.864' @ 20'- 6.0' Allowed = 2.672' MAX LL DEFL = 0.022' @ 42'- 8.0' Allowed= 0.187' MAX TL CREEP DEFL = -0.021' @ 42'- 8.0' Allowed= 0.222' MAX HORIZ. LL DEFL = 0.130' @ 40'- 6.5' MAX HORI2. TL DEFL = 0.214' @ 40'- 6.5' NOTE:Design assumes moisture content does not exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hl h=21.7ft, TCOL=4.2,BCOL=6.0, ASCE 7-101 9-11-11 21-00-10 9-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8 5-01-03 4-04 0-06 084-11-15 5-06-06 5-06-06 4-11-150-06-08 4-04 5-01-03 Truss designed for wind loads in the plane of the truss only. T 1' '533.30# ' ' T ,833.30# ' T 12 12 6.0017 M-7x8(S) ' 6.00 M-5x12e 5 M-3x8 M-5x12 0.25" M-3x8 9 O, M-3x4 M-3x4 r\/\/\IN 1 0 ri M M-4x12 M-4x12 el v ~� ' _ _ ra e �y 14 15 16 1 '' 17 18 19 1 3 -fc? M-1.5x3 M-4x10 0.25" 0.25" M-4x10 M-1.5x3 a M18HS-7x14(S) M18HS-7x14(S) y J, y y ), y y y , 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 1 y 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - Al ��__co PRo �4,0 Scale: 0.1587 �GJ \A7(�/�)N{/> �yyJy<Q 4Q WARNINGS: GENERAL NOTES,unless otherwise noted: - -ktt " i 5l /r 1.Builder end erection contractor should be advised dal General Notes 1.This design Is based only upon the parameters shown and Is for en Individual -1 . 92 S PE r" Truss- Al and Warnings before construction commences. building component.Applicadmy of design parameters and proper 2.284 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. �' ,/r 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bottom chords to be Iateralty braced at - D ES. BY: EE 2'o.c.and at t0'o.c.respectively unless braced throughout their length by is the reaponsibmly of the erector.Additional permanent bradnhp of continuous sheathing such as plywood aheatNng(TC)and/or drywall(BC). �'/®'DATE: 9/5/2014 the overall structure is the responsibility of the buildng designer. 3.2x Impact bridging or lateral bradng required where shown++ std (Z" 4.No bad should be applied to any component until alter all bradng and 4.Installation of truss is the responddity of the respective contractor. -'p OREGON SEQ. : 6051164 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses areto be used In a noncorrosive environment. G, N- / TRANS I D• 407533 5 design'bads be appeed to any component end era for"dry conattlon'of f/� ), „0N-4.."- i p 1 • CompuTnn has no control over and assumes no responsibility for the 8.Design assumes full bearing et a9 supporta shown.Shim or wedge H Q • 14 2 l>.T fabrication,handing, necessary. f shipment and installation Iniation of components.by . 7.Design assumes adequate drainage Is provided /0fi'tf tali 1 i�� 6.This design is furnished subject to the Fmhitetlons sat forth by 8.Plates shall be locatedonboth faces of trues,end placed so their center rl rl TPIANTCA in SCSI,copies of which will be furnished upon e with joint ter lines. IIT III IIID 111111I�II IIIA VIII ISI IIII M iTek SA,lnc./CompuT s Software 7.$6(1 L)-E request 10.For baOnes asiccoonnector plate design values see ESR-1311,ESR-1988(MiTep , 9.Digits indicate size of late In inches. EXPIRES:12/31/2015 IIIIIIIII1II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/C=1.00 TC: 2x4 KDDF 816BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1158) 2709 14- 3=( 0 136 2x6 KDDF N18BTR 72, T3 SPACED 24.0' O.C. -31 ) 1499 14.15=1.11601 2708 3-15=1 -151 109 BC: 2x6 KDDF N1&B2. 3= 53 TR 1500 15-16.(-1484) 3432 15- 4=( 326 934 WEBS: 2x4 KDDF STAND LOADING 4- 5= 0 0 16-17= -1575 3899 15- 6= -1122 557 LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 POE 4- 6= -2558` 1381 17-18=1-1566) 3432 6-16=) -13 367 TC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 POE 6- 7= -3560)) 1764 18-19= -1264 2708 16- 7= 230 137 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD= 42.0 PSF 7- 8= -3580 1764 19-12= -1262 2709 7-17= -230 137 8-10= -2558 1381 17- 82 -13 367 LL =25 PSF Ground Snow (Pg) 9.10= 0) 0 8.18=)-1122 557 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11= -2923 1500 10.18=) -328 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED IMITED REQUIREMENTS OF IBCE S20112 ANDNOT LIRCY U2012 NOT BEINGE TO THE AMET. 12.13=I 3150) 1484 111.19=) 150) 136 OVERHANGS: 20.0' 20.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 8-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES vertical members (uon). 0'- 0.0' -388/ 1912V -118/ 118H 5.50' 3.06 KDDF 1 625) Connector plate prefix designators: 41'- 0.0' -388/ 1912V 0/ OH 5.50' 3,06 KDDF ( 625 C,CN,CI8,CH18 (or no prefix) =CompuTrus, Inc ICOND. 2: Desi n checked far net 5 sf M,M2OHS,M18HS, 16= MiTek MT series g (- p ) uplift at 24 'oc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed= 0.167' MAX TL CREEP DEFL= -0.021' @ -1'- 8.0' Allowed= 0.222' MAX LL DEFL= 0.240' @ 20'- 6.0' Allowed= 2.004' MAX TL CREEP DEFL= -0.413' @ 20'- 6.0' Allowed= 2.672' MAX LL DEFL = 0.022' 8 42'- 8.0' Allowed= 0.167' MAX TL CREEP DEFL = -0.021' @ 42'- 8.0' Allowed= 0.222" MAX HORIZ. LL DEFL = -0.070' @ 40'- 6.5' MAX HORIZ. TL DEFL = 0.102' @ 40'- 6.5' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 13-03-11 14-04-10 13-03-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8 5-01-03 4-04 3-05-09 2 00-14 5-06-06 5-06-06 2-00 14 3-05-09 4-04 5-01-03 Truss designed for wind loads T'( f I T T I T T T T in the plane of the truss only. 12 5 9 12 6.00 D M-77(:) 3 ` Q 6.O0 M-4x6 M-3x4 0"P5= M- x4 M-4x6 A1killk. ,h/ N Ta : II- 136 M-3x4 M-3x4 o + + /0....11111111°.°111110141 t` co co O 1 14 15 1 18 18 A�\3 o /M-3x8 M-1.5x3 M-3x8 8.25= 0.25 M-3x8 M-1.5x3 M-3x8 0 M-7x8(S) M-7x8(S) y y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 , i, 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - A2 .<<, OFFs'' Scale: 0.1582 �J (NEpQ WARMNGS: GENERAL NOTES,unless otixrwiee notot 4t.� '7/5/11' �* 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 792$*PE 9{ Truss: A2 and Warnings before construction commences. brilding component.Applicability of design parameters and proper. 2.2x4 compression web bredng must be Installed where shown+- Incorporation of component Is the responsibility of the building decgnen. 3.Additional temporary batting to Insure stability during construction2.Design assumes the top and bottom chords to be teteraay braced at DES. BY: EE Is the responsibility of bre erector.Additional permanent bracing of 2'o.c.and at 10'o.c.suchs respectively unless braced throughout their length by 46 10100' DATE: 9/5/2014 the overe8 structure is theconntimnpact uous sheathing such as plywood w g(TC)and/or drywai(BC). ,r a1Ma - 4.No load should be ppted responsibility component until alter all bracing and 3.innstaletion bridging or It the esbracing nes M of required where OREGON 4,/ SEQ. : 6051165 fasteners era complete and at no time should any beds greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, 'i, N applied to any component neend are tar"dry condl5on"of use. �i TRANS I D: 407533 design loads be app 5.CompuTrus has no control over and ascan es no responsibility for the 6.Design exwm ea full basing at as supports shown.Shim or wedge If / x 0 14 20 t., fabrication,handing,sMpment and Installation of component. 7.Design assumes adequate drainage is provided. it.+ `fi RIO- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIID 11111 IIIII I 11 11 1111111111 1)III TPI/W7CA In SCSI,copies of which will be furnished upon request 9.ani coincide with joint center lines. MTek USA,Ina/Com uTrus Software 7.6. 1L E 0.For basic connector of plate In inches. P 6( } plate design values see ESR-1311,ESR 1188(M Tela EXPIRES:12/31/2015 IIIIII IIII1I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/00F/C=1.00 TC: 204 KDDF U1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-928) 2668 3.14=(-164) 204 BC: 2x4 KDDF 01&BTR SPACED 24.0' O.C. 2- 3.(-3079 1188 14-15=(-768) 2430 14- 4=i -43 351 WEBS: 2x4 KDDF STAND 3- 4=(-2873 1151 15-16=(-581) 2095 4.15=i-524 366 LOADING 4- 5= -2321 1029 16-17=(-818) 2383 15- 5= -264 722 1 TC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 17-12=1-978) 2623 15- 7=1-226 169 BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2006 1001 7-16= -226 169 TOTAL LOAD= 42.0 PSF 7- 9= -2006 1001 9.16= -264 722 NOTE: 204 BRACING AT 24'OC UON. FOR LL= 25 PSF Ground Snow (Pg) 8- 9= 0) 0 9-10=(-2321) 16-10= -524 366 1029 10-17=' -43 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11= -2873) 1151 17-11=(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=I-3079) 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13= 0) 84 OVERHANGS: 20.0' 20.0' THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES M,M2OHS,M18HS,M16= Mi.Tek MT series 0'- 0.0' -303/ 1912V -194/ 194H 5.50' 3.06 KDDF 625 41'- 0.0' -303/ 1912V 0/ OH 5.50' 3.06 KDDF ( 625) (GOND. 2: Design checked far net(-5 paf) uplift at 24 "occin0 I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed= 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed= 0.222' MAX LL DEFL = 0.171' @ 20'- 6.0" Allowed = 2.004' MAX TL CREEP DEFL = -0.333' @ 20'- 6.0' Allowed = 2.672' MAX LL DEFL = 0.022' @ 42'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ 42'- 8.0' Allowed= 0.222' MAX HORIZ. LL DEFL = 0.074' @ 40'- 6.5' MAX HORIZ. TL DEFL = 0.123' @ 40'- 6.5' 0-04-08 0-04-08 NOTE:Design assumes moisture content does 16-07-11 7-08-10 16_07.11 not exceed 19%at time of manufacture. T T - f Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-10-05 3-10-05 5-05-11 5-02-03 5-07-06 system and components and cladding criteria. T - T 1'T '' f' T T 1' Wind: 140 m h h=23.4ft, TCDL=4.2,BCDL=8.0, ASCE 7-10 12 12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 6.00 M 5X6 S M-4X6 6 M-3x4 'M-4X6 ' 6.00 duration ( ) in the plane of the truss only. 0.25' 141111 M-5x6(5) 0.25' 0 oN Li, M-1.5x3 + + ihhihh__ti M-1.5x3 ca 1 � 1 14 'r 1' 10 17- '�V 3 4 /M-3x8 M-3x4 �•25" 0.25 M-3x4 M-3x8 VVV11 a M-5x8(5) M-5x8(S) J. y y l y y J, y 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 J k 1-08 41-00 1-08 co JOB NAME: POLYGON 3-D NH - A3 Scale: 0.1587 �5'�'t.775//r �►� y�p�s,0. WARNINGS: GENERAL NOTES,unless otherwise noted: . f t+��i 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Indh4dual 4 !92..PE 1,r. Truss: A3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown v. Incorporation of component Is the resporsnbmty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o-c.and at 19'e.c. as unless braced throughout their length by ��' continuous sheathing such ss plywood sheathing(TC)andtor dryweft(BC). .„.44‘.. 4.9 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.24 Impact bridging of lateral bracing required where shown v+ ® art. 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of ere respective contractor. `p OREGQN 4/ SEQ. : 6051166 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, ,gyp ,t design loads be applied to any component end are for'dry condition"of use. �/ �4 Q TRANS I D: 407533 5.CompuTns hes no control over and assumes no responsibility for the e.Design assumes s umes beefing at all supports shown.Shim o wedge K 14 2 v.,1- 7. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. MEQ#�l..t .\„ i" 6.This design Is furnished subject to the imitations set forth by 8.Plates shaft be locatedonboth feces of truss,,and placed so their center fl t-t t.. TPI I,copies of which will be furnished upon lines coincide with t center inert 111111 Ill 1111111111 IIIII ILII Ih�8 1111 MTek US inlnc/CompuTru Software 7.6.6(1 L request. 10.For basic connector agate design values see ESR-1311,ESR-1988(MiTelu) 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 111E011 This design prepared from computer input by i PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF M15BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 84 2-13=(-1235) 2645 3-13=(-165) 188 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND; 3. 4= .2852) 1500 14.15= R SPACED 24.0' O.C. (-1004) 24060 14- 4=( -30 351 14-15=(-1004) 2070 4-14=(-524 304 2x4 OF STAND A LOADING 4- 5= -2299 1405 15-16=(-1102) 2327 14- 5= -356 725 LL( 25.0)+11( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= 0 0 16.12=)-1243) 2498 14- 7= -230 289 IC LATERAL SUPPORT <= 12'0C, UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -1986 1311 7-15= -250 289 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 9= -1975 1285 9-15= -365 720 8- 9=( 0) 0 15-10=�-492 292 LL= 25 PSF Ground Snow (Pg) 9.10=(-2287 1377 10-16= -66 313 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11={-2785 1492 16-11= -98) 231 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2969) 1541 _"= LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0' -426/ 1908V -179/ 189H 5.50' 3.05 KDDF625 vertical members (uon). 40'- 9.0' -356/ 1711V 0/ OH 5.50' 2.74 KDDF ) 625) ". For hanger specs. - See approved plans �COND. 2: Design checked far net.(=,�psf1_ulllitt at 24 'so spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS891805 (or =niTprek MT =riesuTrus, Inc MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed= 0.167' M,M20HS,N18HS,M16= MiTek MT series MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed= 0.222' MAX LL DEFL = 0.207' @ 20'- 6.0' Allowed= 1.992' MAX TL CREEP DEFL = -0.320' @ 20'- 6.0" Allowed= 2.656' 1 0-1 -04 MAX HORIZ. LL OEFL = -0.085' @ 40'- 3.5' ,11- MAX HORIZ. TL DEFL = 0.120' @ 40'- 3.5' 0-11-04 NOTE:Design assumes moisture content does 1`-'( not exceed 19% at time of manufacture. 19-11-11 1-00-10 19-08-11 Design conforms to main windforce-resisting system and components and cladding criteria. 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 T T 1` - T f -1 T 1' f Wind: 140 mphh=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), 6.003 Q 6.00 load duration factor=1.8 Truss designed for wind loads M-4x6 M-4x6 in the plane of the truss only. M-5x6(S) 7 M-5x6(S) 0.25" 0.25" r D ,f ., o M-1.5x3 + + 11*.M 1.5x3 1 m A M-4x6 0 13 1 T T 15 16 `12 o M-3x8 M-3x4 v.25" 0.25 M-3x4 O M-5x8(S) M-5x8(S) 1, y l ), y y , , 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 y 1-08 40-09 ROp JOB NAME: POLYGON 3-D NH - A4 Scale: 0.1594 GJ'\�� INEyyfi+Qs<r>p WARNINGS: GENERAL NOTES,unless otherwise noted: 4. Ll/� r ,r�+l rpi 'Q 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and is for an Individual 4 . 7.! 92 e SPE E 1'~ T r u S s: A4 and Warnings before construction commences. building component.Applicability ofdesign parameters and proper 2.7x4 rwrrpresslan web bradng must be Irpt sad where shown+. incorporation of component Is the responsibility a the building designer. 3.P.dmational temporary Medrg to Insure atediry during cosWe�on 2.Design assumes the top end bolom chords to be laterally braced et DES. 8Y EE is the respons b iry of the erector.Addleonal pamwnent brad p of continuous n oand st reses ply oodsa Mated throughoutr he/length). I ' lnwand atsheathing10'o such as plywood required Amara s emiction dryweq(BC). f` 11 DATE: 9/5/2014 the overall structure is the responsibility of the bulking designer. 3.28 Impact bridging or sera bracing required where shown++ VI t C 4.No bad should be applied to any component until ager al bracing and 4.Installation of truss Is the responsiaity of the respective contractor. 'j7 OREGON SEQ. : 6051167 fastenems are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a no-corrosive environment, /-* ,‘1h s& design loads be appied to arty component. 6.and are rumeacfi bearing at a1 supports shown.Shim o wedge if ./ 4.),-7 y 4. Zd tyT' TRANS I D: 407533 5.CorrgxmTrus mea na contra over and assumes no resPomsidlly for the !1,f fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage b provided. '`I/ R10- IL 10- V 6.This design ls fumished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPI/WTCA in BCSI,copies of ch vrill be furnished IIIA I II VIII VIII IIII i1 I IIII IIII(III M Te SA,Inc./CocnpuTruvs Software 7 fi 6(1 L)E request. ng 10.For basic connector plate a In In values see ESR-1311,EBR-1988 PdITel� a 9.Digits coincide Indicate size of lets In Inches. EXPIRES:12/31/2015 111011111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BT11 LOAD DURATION INCREASE = 1.15 1- 2= 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3= -3056 1179 9-10.(-737) 2328 9- 4.1-209) 552 WEBS: 2x4 KDDF STAND; 3- 4= -2909) 1238 10-11=5-408) 1699 4-10=1-679) 516 2x4 OF STAND A LOADING 4- 5= -2367 1159 11.12=(-706) 2169 10- 5= -432 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2357 1171 12- 8=(-975) 2527 5-11= -421 1034 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7= -2852 1304 11- 6=(-652) 507 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD= 42.0 PSF 7. 8= -2991 1237 6-12= -260 495 OVERHANGS: 20.0" 0.0' LL = 25 PSF Ground Snow (Pg) 12- 7=(-243) 332 BEARING MAX VERT MAX H092 BAG REQUIRED BRG AREA "' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FORy A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES 05 KODF ( 625 Connector plate prefix designators: THE LIVEBOTTOM LOAD ACHORD DEADT LOADIS IAIMINIMUMY BOFC 2ID PSF. ao'• 9.0' 248/ 1908V 220j 2306 5.50' 2.74 KDDF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc N,M20HS,M18HS,M16= MiTek MT series )GOND. 2: Design checked for net)-5 osf) uplift at 24 "pc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.179' @ 15'• 11.0' Allowed = 1.992' MAX TL CREEP DEFL= -0.333' @ 15'• 11.0' Allowed = 2.656' MAX HORIZ. LL DEFL= 0.070" @ 40'• 3.5' MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 20-06 20-03 Design conforms to main windforce-resisting f 1' T system and components and cladding criteria. 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 Wind: 140 mPht h=24.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 T T T T T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6 6.0017 M-4x6 Q 6,00 Truss designed for wind loads in the plane of the truss only. 4.0" 5 'ft( M-5x8(S) 't+� M-5x6(S) k.l' 0.25" 0.25" ul c) M-1.5x3 M-1.5x3 iOr\ \ / M M-4x6 m A o 9 1 '' 11 12 "'6` o M-3x8 M-3x4 8.25" 0.25 M-3x4 0 M-5x8(S) M-5x8(S) ,1 y y ; * y y ), 8-05.08 7-05-08 9-02 7-05-08 8-02-08 y 1-08 40-09 WEDGE REQUIRED AT HEEL(S). JOB NAME: POLYGON 3-D NH - A5 <(.. pn� ��`:L9 Scale: 0.1594 51 %5/1 p? WARNINGS: GENERAL NOTES,unless otherwise noted: tK; 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4t. '9 ,SP E 1.' Truss: A5 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. // S.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at -- DES. BY: EE is the responsibility of the erector.Additional permanent bracingof 2'0.0.and at 1gus 'o.c.respectively unless braced throughout their length by ` t!' ► continuosheathing such as plywood sheathing(TC)andlordrywaa(BC). r DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2<lmpect bridging or lateral bracing required where shown++ ® Cr' 4.No load should be applied to any component until alter al tracing and 4.Installation of truss Is the responsibility of the respective contractor. -y OREGON lE/ loadsSEQ. : 6051168fasteners are complete and at no time should any greeter than 5.Design assumes trusses nvi nses are to be used in a non-corrosive eronnant Z. Zj 1� TRANS I D: 407533 design loads be applied to any component and are 8.Design assumes"dry on beadnp alle.supports shown.Shim or wedge t 'O. y T 4 Z� 5.comma..Comhas no control over and assumes no recponcll sty for the necessary. /�,� �P fabrication,herding,shipment and installation of components. 7.Design assumes adequate drainage le provided. "v fin RI 1A- 8.This design Is furnished subject to the Imitations set forth by 8.Plates shell be located poon both faces of truss,and placed so their center I/WIDA In EICSI,copies of which will be furnished upon with joint center lines. 1011 IIII 1111111111111111111111111111 M7ek USA,In/CompuT s Software 7.6.6(10-E request. lines 10.For sic connxiorplte In nhvalues see ESR-1311,ESR-1988(MiTek) + EXPIRES:12/31/2015 10111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE= 1.15 1- 2- 0) 84 2-10= -1559) 3939 10- 3=((( .317) 970 7.15=(-254) 518 BC: 2x4 KODF 81&BTR SPACED 24.0' O.C. 3- 3=(.4577) 1253 1807 10.11=I 1445) 2849 13-14=) 781) 363 15. 8= 242 332 WEBS: 2x4 KDDF STAND; ( I 2x4 OF STAND A LOADING 4- 5=((-2593 1137 12.13= -7762-2238 1155 13-14. -4083562356 4.12=(1627 5.12={ IC LATERAL SUPPORT<= 12'OC. UON. DL ON -295 967 690 290 LL( 25.0) DL( 7.0) BOTTOM CHORD = 10.0 PSF 6- 7=(-2245 1139 14.15=) -708) 2143 5.13=)-1270) 667 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7. 8= -2821 1303 15- 9= -974 2528 13- 6=( (((( ))) ((( -449 883 8- 9=(-2992 1236 6-14=( -385) 1024 OVERHANGS: 20.0' 0.0' LL= 25 PSF Ground Snow (P9) 14- 7=( •650) 500 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES C,CN,C18,CN18 {or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LAD IS A MINIMUM Of 10 PSF. 0'- 0.0' 3211 1908V 2271 237H 5.50' 3.05 KDDF { 625) li,M2OHS,M18HS,1116 =MiTek M series 40'- 9.0' -248/ 1711V 0/ OH 5.50' 2.74 KDOF ( 625) ICOND. 2: Design checked for net(-4 psf) uplift at 24 "oc s asp ing I VERTICAL DEFLECTION LIMITS: 11=1/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL= -0.021' @ -1'- 8.0' Allowed= 0.222' MAX LL DEFL= 0.234' @ 14'- 5.5' Allowed= 1.992' MAX TL CREEP DEFL= -0.427' @ 14'- 5.5' Allowed= 2.656' MAX HORIZ. LL DEFL = -0.107' @ 40'- 3.5' 20-06 20-03 MAX HORIZ. Tl DEFL = 0.176' @ 40'- 3.5' T 1' T NOTE:Design assumes moisture content does 2-09 5-10-04 5-10-04 6-00-08 6-08-04 6-08-04 6.10-07 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 6.0017' Q 6.00 4,0" Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 a A."r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;)! load duration factor=l, M-5X6(S) inTruthess dplaneeoffd thetruss wind loads M•3x4= 0.25' M-5X6(5) c4 L 0.25" v o e. /\111p,M-1.5x3 M-3x5 M4x6 uM-3x8��Ir o � as 11 aa "�.," we _ •1 M-5x8 M-3x4 M-5x10 13 0.25(a 15 *5 0 M 3x6+ M-3x4 0 --==2.75 M 2 75+�4-5x6 M -5X8(5) 12 aa-2xwedge 12 1, 1, ) 1‘ - /, 1. , -05-08, 5-10-04 6-01-12 y2-00,k 8-00-07 8-00-07 8-02-10 y y1-082-05-08 12-00 2-00 24-03-08 y 1-08 40-09 JOB NAME: POLYGON 3-D NH - A6 ��' o PRoFe�� Scale: 0.1594 GJIN>�b WARNINGS: GENERAL NOTES,unless otherwise noted: <t-.� --715//r '' 1.Builder and emotion contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an Individual t >9 2 0•P E 1 Tr u s s: A6 and Warnings before construction commences. bullding component.Applicability of design parameters and proper JJ' 2.204 compression web bracing must be Installed where shown., incorporation of component Is the responsibility of She budding designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom ds to be throughout braced at DES. BY: E E Is the respo stl sty of She erecta.Additional permanent bracing of 2'c.c.and at 10'o n respectively unless braced throughout their length by ��r continuous sheathing such as plywood required when sown, drywaa(BC). ,/�'.fm. . DATE: 9/5/2014 the overall structure d the responsibility of the building designer. 3.2x Immpp bridging or lateral bracing required where shown.. am Z. 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6051169 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, Q4., 4Qi \Q �, r TRANS I D: 407533 design leads he applied to any component and are for"dry condltbn'of use. 5.CompuTrhrs has no control over and assumes 110 responsibility to the 8.Designceassumes full bearing at as supports shown.Shim or wedgeif f6�/� 14 `Z��\>. nfabrication,handing,aNpment and installation of components. 7.Design assumes adequate drainage Is provided. 4 ' Rptt ii 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center r tl l� es of which will be hed upon lines coincide with Joint center lines. VIII(III VIII VIII(III(III VIII(III(III MRUSA,nInC/COort�i IT Soflwafe 7 6'fi(1L request. 10.Digits orbad connector plate eIniin values ilea ESR-1311,ESR-1988 QvaTeIQ 9.For basic sic con size of plate sInches. EXPIRES:12/31/2015 1E11 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE . 1.15 1- 2- 0) 84 2-14=(-1853 3909 14- 3=(-384 963 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2- 3= -4566 2218 14-15.1-1717 3589 3-15=(-762 437 WEBS: 2x4 KDDF STAND; 3- 4= -3238) 1634 15-16=1.1286 2831 15- 4.( 0 362 2x4 OF STAND A LOADING 4- 5= -2585 1496 16-17=(-1035 2300 4-16=1-722 339 LL( 25.0)+DL 7.0) ON TOP CHORD= 32.0 PSF 5- 6= -2171 1427 17-18= -1012 2068 5.16= -380 979 TC LATERAL SUPPORT<= 12'0C. UON. DLON BOTTOM CHORD= 10.0 PSF 6- 7= 0 0 18-19= -1105 2328 5.17= -993 465 BC LATERAL SUPPORT<= 12'0C, UON. TOTAL LOAD = 42.0 PSF 6. 8= -1985 1329 19-13= -1245 2497 6-17= -404 698 8-10= -1980 1287 17. 8.1-274) 276 LL = 25 PSF Ground Snow (Pg) 9-10= 0) 0 8-18=(-202) 300 NOTE: 2x4 BRACING AT 24'0C UON. FOR 10.11= -2291 1379 10.18= -365 704 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2784 1495 18-11= -487 293 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2968 1544 11-19= -68 303 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-12= -98 231 OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES))) vertical members )uon). 0'- 0.0' -427/ 1908V -179/ 189H 5.50' 3.05 KDDF ( 625) 40'- 9.0' -356/ 1711V 0/ OH 5.50' 2,74 KDOF ( 625` ** For hanger specs. - See approved plans Connector plate prefix designators: I r ' r: ..r r ' r - r_ . ` 'r C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 VAX LL DEFL= 0.022' @ -1'- 8.0' Allowed= 0.187' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed= 0.222' MAX LL DEFL = 0.258' @ 14'- 5.5' Allowed= 1.992' 19-11-11 1-00-10 19-08-11 MAX TL CREEP DEFL = -0.412' @ 14'- 5.5' Allowed= 2.656' T T 1' MAX HORIZ. LL DEFL = -0.129' @ 40'- 3.5' 5-10-04 1-09-08 0-11--04 3-03-12 5-02-02 MAX HORIZ. TL DEFL = 0.181' @ 40'- 3.5' 2-09 ' 5-10-04 ' '3-03-12'0-11-'04 ' 5-05-10 ' ' 5-04-05 NOTE:Design assumes moisture content does T f f f f f 't'f - f -f -f not exceed 19%at time of manufacture. 16-06-08 16-03-08 Design conforms to main windforce-resisting 1 '1 M-3x4 'f 1 system and components and cladding criteria. 12 7 9 12 Wind: 140 m ht h=24.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 6.00 l ' Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 load duration factor=l.6, g Truss designed for wind loads M-3x4 a in the plane of the truss only, 0.25" M-5x6(S) N M-5x6(S)0,25" e 4A / 1.5x3 2 M 3x5 r M-3x8 wM 4x6 c, ,.....411111111A111111116- 0 o • as 15 aa 1 17 8 19 nf3 o o M-5x8 M-3x4 M-5x10 0.25( M-3x4 0 a 2,756+ M-2 75+ 5x10 M-5x8(S) 12 aa-2xwedge 12 y ). y ), , y y y ,, 2-05-0! 5-10-04 6-01-12 ,1,2 (11, 8-05-04 7-09-02 8-01-01 y y1-082-05-08 12-00 2-00 24-03-08 y 1-08 40-09 si\ JOB NAME: POLYGON 3-D NH A7 Scale: 0.1460 �0 P EFAN, WARNINGS: GENERAL NOTES,unless oMenNse noted: 'n • jF:7 1.Builder and erection contractor should be advised M all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -. !92$ SPE E Truss: A7 and Warnings before construction commences. building component.Appacablaty of design parameters and proper 2.2x4 compression web bradng must be Installed where shown*. incorporation of component Is the responsibility of the building designer. / +,/v'' 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the res Bary of the erector.Additional permanent bracing of c ntin and sheathing i 'o .suchasrespectively plywoodunldsh braced(C)throandut dri length). Doral continuous such e, sheegdtg(T'C)and/or drywa6(BC). f mow' A. DATE: 9/ /2014 55 the overall structure Is the responsibility the building designer. 3.2z1rt�ad bridging or lateral bracing required where shown•*+ •- • mac, 4.No bad should be appled to any component until alter a6 bracing and 4.installation of truss Is the responsibility of the respective contractor. -}s OREGON SEQ. : 6051170 fasteners we complete and at no time should any bads greater than 5.Deslgn ensures busses are t lobe used Inc non-corroslve environment, a.- �j irk design bads be tippled to any component and are for"dry full bearing of us a. /� -7.}, 1 so ^�-- TRANST I D: 407533 5.CompuTrus hes no control over and assume.no responsbmy for the 6.Dnesign mea full leafing N.6 supports shown.Shim orwedge tt fabrication,handing,shipment and lmtellation of components. 7.Design assumes adequate drainage Is proWded s; R y`,�. S.This design Is furnished subject to the Imitations set forth by 6.Plates Nal be located on both faces of trues,and placed so Meir center TP n I,codes of which will be furnished request lines coincide with I IHHI III VIII 11111111111 III:Mill M(Tel k U A,l�/CotmpuTrus Software 7. .6(1L))--En 10.9.Digits Indicate size of For basic connedw�mtede 9n incvalues see ESR-1311,ESR-1966(Welt) EXPIRES:12/31/2015 1'llryiIllllll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0' 180 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1,15 1- 2= 0) 84 2.15=(-1424) 3933 15- 3=(-286) 969 BC: 2x4 KODF N16BTR SPACED 24.0' O.C. 2. 3= -4594 1730 15-16=(-1321) 3611 3-16.(-764 392 WEBS: 2x4 KDDF STAND 3- 4= -3262) 1247 16.17=) -935) 2852 18. 4=( 0 362 LOADING 4- 5= -2608 1110 17-18= -871 2321 4-17= -722 343 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) BOTTOM CHORD= 10.0 PSF 8. 7= -21920 1080 19.20= -8218 2094 5-17. -300 984 2384 5-18= -996 522 BC LATERAL SUPPORT<= 12'OC. UON. 66LON TOTAL LOAD= 42.0 PSF 6- 8= -2005 1012 20.13= -982 2622 6.18= -337 706 8-10= -2010) 1002 18- 8.(-271 158 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10= 0 0 -19=)-179 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11= -2325 1031 10-19= -263 706 _== BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2872 1155 19-11= -519 367 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -3078 1192 11.20= -45 341 OVERHANGS: 20.0' 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= 0 84 20-12=1-164 203 Connectorlate prefix designators: C,CN,C18,CNJ18or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA M,M2OHS,M18HS,1116 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES 0'- 0.0' -304/ 1912V -194/ 194H 5.50' 3.06 KDOF 625 41'- 0.0' -304/ 1912V 0/ OH 5.50' 3.06 KDOF ( 625 ICONO. 2: Design checked for net(-5 ps_L) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.217' @ 14'- 5.5' Allowed = 2.004' MAX TL CREEP DEFL = -0.422' @ 14'- 5.5' Allowed = 2.672' MAX LL DEFL = 0.022' @ 42'- 8.0' Allowed = 0.167' 16-07-11 7-08-10 16-07-11 MAX TL CREEP DEFL = -0.021" @ 42'- 8.0' Allowed = 0.222' 5-10-04 1-09-08 3-10-05 0-04-11 5-02-02 MAX HORIZ. LL DEFL = 0.111' @ 40'- 6.5' MAX HORIZ. TL DEFL = 0.185" @ 40'- 6.5' 2-09 5-10-04 0-014-11 3-10-05 5-05-10 5-07-05 NOTE:Design assumes moisture content does �� not exceed 19% at time of manufacture. 16-06-08 16-06-08 Design conforms to main windforce-resisting 1 1 1 1 system and components and cladding criteria. 12 M-4x6 M-4x6 12 7 M-3x4 g Wind: 140 n h h=23.4ft, TCOL=4.2,BCDL=6,0, ASCE 7.10 /- 6.00 D 8 0 M 5X6 S '"6.00 t 1 M-3x4 ( ) (All eights), Enclosed, Cat.2, Exp,e, MWFRS(Dir), M-5x6(S) load duration factor=1.6, Truss designed for wind loads 1+/A. 0.25" M-1.5x3 in the plane of the truss only. 0.25N0 °' M-3x5 .- M-3x8 k,7-a•All 03 kit -aa 16 aa1LPt Cr- -' 4 o M-5x8 M-3x4 M 5x10 18 0.259 20 M 3x4 M-3x8 0 M-3x6+ aa-2xwedge M-3x6+ M-5x10 ©2.75 2.75® M-5x8(S) 12 12 1, J' y J' J, i' ' y , 2-05-0 5-10-04 6-01-12 y2-0oy 8-05-04 7-09-02 8-04-01 y , y1-0�-05-08 12-00 2-00 24.06-08 y1-O8y 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - A8 �.,. • ujif Scale: 0.1450 t.)a 0 WARNINGS: GENERAL NOTES,unless otherwise noted: tl,t 7� �7' 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 92••PE f'� Truss: A8 and Warnings before construction commences. building component.Appacabillty of design parameters and proper //% 2.2x4 compression web bradrg must be Installed where shown*. Incorporation of component is the responsibility of the building tleaigner. f 3.Additional temporary baring to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of Y oz.and at 10'o.c.respectively unless braced t roughout their length by �' continuous sheathing such as plywood,dng(TC)andlar drywea(BC). /. `%' DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required red where shown r.* Cr 4.No load should be apfAed to any component until alter as bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON tit SEQ. : 6051171 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosNe environment, �j� �� design bads be applied to any component condition'of use. 6.Design aaaumand are for na tail bearing at ease supports shown.Shim or wedge if 14 Z A TRANS I D; 407533 5.ComlwT us has no control over and assumes no responsibility for the necessary. A� `- fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. '✓/�`^ri Rlt-� VIII II 111111311111111111111111 8 TMs design is furnished subject to the R beetions sat forth by 8.Plates shall be located on both faces of truss,and placed so their center 1TPg1NiCA in BCSI,copies of which colla famished upon request anew coindde with Joint center lines. 9.Dlglta Indicate size of fright In Inches. MITek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-11188(MITeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by J PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0,0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF k186TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 84 2-16= -1841) 4309 16- 3=( -426) 1118 23-13.)-155) 93 2x6 KDDF p168TR T2, T3 SPACED 24.0' 0.C. 2- 3=j-4948 2249 16-17= -1633) 3778 3.17= 853 328 13-24= 0) 148 BC: 2x6 KDDF #18BTR 3- 4=)-3556` 1708 17-18= -1316) 3139 17- 4=) -28) 230 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -3206 1641 18.19= -1435 3304 4-18= -339 157 2x6 KDOF#2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2833 1501 19.20= -1466) 3423 18- 5= -504 1104 L ON BOTTOM CHORD = 10.0 PSF 5- 7= 0 0 20-21= -1438 3354 18- 6= -921 505 TC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 6- 8= -3358 1775 21-22= -1576 3732 6-19= -267 756 BC LATERAL SUPPORT <= 12'OC. UON, 8- 9= -3721) 1790 22.23= -1562 3453 19- 8= -91) 114 LL = 25 PSF Ground Snow (Pg) 9.10= -3473) 1776 23-24= -1256) 2707 20- 8= -687 363 10.12= -2556 1384 24-14= -1253) 2708 8-21=f -160 469 NOTE: 2x4 BRACING AT 24'0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12= 0 0 21- 9=l -171) 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED REOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13= -2917 1504 9-22= -3483 128 13-14= -3152 1490 22.10= -4 363 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 14.15=( 0) 84 10-23=(-1147) 542 OVERHANGS: 20.0" 20.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12.23=) -330) 937 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0,0' -389/ 1912V -1181 118H 5.50' 3.06 KDDF 625) where shown; Jts:4,6,10,13,17,21 41'- 0.0' -389/ 1912V Cl OH 5.50' 3.06 KDDF 625) Connector plate prefix designators: C,CN,C18,C618 (or no prefix) =CompuTrus, Inc )GOND 2• Design checked for net(-5 mal) uplift at 24 'oc spacing.) M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL= 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.271' @ 20'- 1.8' Allowed = 2.004' MAX TL CREEP OEFL = -0.472' 6 20'- 1.8' Allowed= 2.672' MAX LL DEFL = 0.022' 6 42'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 42'- 8.0' Allowed = 0.222' MAX HORIZ. LL OEFL = -0.096' @ 40'- 6.5' MAX NORIZ. TL DEFL = 0.143' @ 40'- 6.5' 13-03-11 14-04-10 13-03-11 NOTE:Design assumes moisture content does ( f not exceed 19% at time of manufacture. 2-11 3-02 3-04 2-03-0 -03 6-00-01 5-10-05 2-01-013-05-12 4-02-03 5-02-13 1 1 1 1 1 1 1 I 1 1 1 Design conforms to main windforce-resisting 1-02- 4 system and components and cladding criteria. 9-10-08 9-10-08 1 1 7 11 1 1 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp,B, MWFRS(Oir), M-7x8(S) 12A-4x6 load duration factor=1.� M-5X6 ( } 12 Truss designed for wind loads 6.00 ' T7 6 M 8Xa y.25" I3 to in the plane of the truss only. Q 6.00 N a 3 Oi M-3x5 + r co M-3x10 � / Cn o s ±s aa 17 18 aa/aL 20 zt s 23 24 .7. 4. M-6x8 M-3x8 M-7x8 0,25 M-3x8 M-1.5x3 M-3x8 rr M-3x6+ M-3x6+ =M-6X6 - 2.75 aa-2xwedge 2.75 o M-7x8(S) 12 12 ; y y ) , )' .. y )' y y , -05-08, 3-04 3-05-12 2-08-12.2-00, 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 y y y1-08 -05-08 9-06-08 2-00 27-00 yl-08y 1-08 41-00 1-08 f PRop( JOB NAME: POLYGON 3-D NH - A9 Scale: 0.1571 X54((..'175/A9 p WARNINGS: GENERAL NOTES,unless otherwise noted: �'�+� 117 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 CC. 7 92$ •r E r- and Warnings before construction commences. building component Applicability of design parameters and proper T r U S$: A9 Incorporation of ecoportent Is the responsibility of the building designer. 2.2rn4 compressioniraltemporary web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ' 7.Additional temporary braci g to Insure stability during construction 7 o.c.and at to o.c.respectively unless braced throughout their length by /weer- DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). DATE: 9/5/2014 the overall structure is the responsibiaty piths building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON (C/� SEQ. : 8051 172 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �G. N +�Q` �,. design loads be apples to any component and are for•bin condlfton•of use. /Q--7}r' 1 4 2'a �y,4 TRANS I D: 407533 5.Com{wTrus has no control over and assumes no responsibility for the e'neceDesry.ign resumes full bearing at all supports shown.Shim or wedge If fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 'R1310.- 6.This design Is furnished subject to the imitations set forth by B.Plates shag be located on both faces MMus,and placed so their center 11111111 1111111111111 1110 11111 ISI III( MTiTpek USA.Inc/CompuT 9 Software 7. 8(1 L)-E request. es. 10.tinesDigits Indicate �scor plate desiglate In n values see ESR-1311,ESR-1998(MiTskj EXPIRES:12/31/201'5 111IIIII1I This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 48R/DDF/Ca=1.00 TO: 2x4 OF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2= 0) 84 2-16=(.2436) 8575 16- 3=( -542) 2221 23.13=(-319 231 BC: 2x6 KDDF k16BTR T2, T3 LOADING 3- 4= -7287$ 2329 17-18= -2x6 UDE 11188TR 1995) 6479 17.167) 7520 14=( 1060) 363 3208 13.24=( 0� 223 WEBS: 2x4 KDDF STAND; LL =25 PSF Ground Snow (Pg) 4- 5= -8854 2395 18.19= -2441 7139 4-18=(( -4251 213 206 KDDF#2 A TC UNIF 50.0 +DL(LL 14.0 = 64.0 PLF 0'- 0.0' TO 10'- 0.0' V 5- 6= 0 0 19-20= -2574 7323 18- 5= -664 2126 TC UNIF LL 100.0)}+DL((( 28.0 = 128.0 PLF 10'- 0.0' TO 31'- 0.0' V 5- 7= -6121 2173 20-21= -2524 7176 18- 7= 1991 882 IC LATERAL SUPPORT<= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0' TO 41'- 0.0' V 7- 8= -7245 2658 21-22= -2819 7927 7-19= -577 1499 8- BC LATERAL SUPPORT<= 12"OC. UON. BC UNIF TCLL( CONG LLO +416{{.7 +OL 1167 40.0 PLF 533 9 LBS @ 010'4 010' 0 D' V 19-10= 250 (-7425) 21780 23-24= -1650) 5500 23-14=)-1656 5500 20-28=2972 22-23. -2601) 7385 19- { 1488) 646 646 NOTE =2x4 BRACING AT 24'0C UON. FOR TC CONC LL) 416.7)+DL) 116.7)= 533.3 LBS @ 31'- 0.0' 11-12= 0 0 21- 9= 340 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13= -6210 2162 9.22= 648 299 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14= -6346 1980 22.10=( -39) 630 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14.15=) 0) 84 10-23.(-2381) 1051 OVERHANGS: 20.0' 20.0' 12.23=) -448) 1717 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M20NS,M18H6,M16 =MiTek MT series 0'- 0.0' -1050/ 3527V -117/ 117H 5,50' 5.64 KDDF825 41'- 0.0' -1050/ 3527V 0/ OH 5.50' 5.64 KDDF ( 625) JT 14: Heel to plate corner = 1.50' �COND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=Lf240, TL=L/180 MAX LL DEFL = 0.020' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.019' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = -0.487' @ 20'- 1.8' Allowed = 2.004' MAX TL CREEP DEFL= -0.967' @ 20'- 1.8' Allowed = 2.672' MAX LL DEFL = 0.022' @ 42'- 8,0' Allowed = 0.187' MAX TL CREEP DEFL= -0.021' @ 42'- 8.0' Allowed = 0.222' MAX HORIZ. LL DEFL = 0.177' @ 40'- 6.5' 9-11-11 21-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.293' @ 40'- 6.5' 1 3-02 0-06-11 2-05-04 5-10-05 0-06-11 5-02-13 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 2-11 3-04 1-08 -1¢3 6-00-01 5-00-02 4-02-03 Design conforms to main windforce-resisting 1 1 1 1 1 1 1 1 1 1 1 1 system and components and cladding criteria. 9-10-08 9-10-08 Wind: 140 m ht h=21.7ft, TCDL=4.2,BCDL=6.0 ASCE 7.101 1 1 5 3 3 N 1d533.30l� 1 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 ♦ im-3xu M-7x8(S) • 12 load duration factor=l,6, 6.00 D Mi85Se5x16 M-3x8 y 0 25" M-3x8111 M-5x12 a 6.00 Truss ssedesigned dffor orewind indslloads only. M-3x4lir, :moi -.: �ur_�� N , �, M-3x4 T M-3x10 M18HS-3x18 ._ hil XIIIII � M-4x12 rofie- e •as 17 16 as i! .:2- ,,c2 ,cQ 1 8HS-7x14 M-3x4 M-4x8=M-10x10 20 21 22 23 24 5 o M-3x6+ M 3x6+M18HS 7x14 M-3x4 0.25 M-4x10 M-1.5x3 0 -.2,75 aa-2xwedge 2 75 - M18HS-7x14(S) 12 12 ,k y ) ) ), ), J, y y ) y , -05-0 3-04 3-05-12 2-08-122-001, -08-12 2-00y 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 , , 1-082-05-08 9-06-08 2-00 27-00 1,1-08)- 1-08 1 08),1-08 41-00 1-08 �i- ,p PRDpfis JJOB NAME: POLYGON 3-D NH - A10 Scale: 0.1498 .5 ti7I5 E s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: .4., 7I 1.Builder and erection contractor should be advised of Be General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 . l',92$•PE r Truss: Al 0 and Warnings before oonctruceon commences. building component Applicability of design parameters and proper 2.204 compression web bracing nest be Installed where shown+. incorporation of component to the responsibility of the building designer. 3.Additional temporary bracing to insure stability dudrm construction 2.Design assumes the top and bottom choNs to be braced at DES. BY: EE2'c.c.and at 10'c.c.such way unless braced throughout their length by Is the resporretdNy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)tinction drywall(BC). f-'tea , DATE: :9/5/2014 the overall structure to the responsibility of the building designer. 3.2x Impact bridging or tetrad bracing required where shown++ dta CC 4.No load should be applied to any component until after ani bracing and 4.lnsta/ation of tom Is the responsiblity of the respective contractor. '=s OREGON & SEQ. : 6051173 fasteners are complete and at no erre should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. x,. ,\D, ,t design loads be applied to any component 6.and dlare rr afoommm cfugos t acro use. t ani supporta shown.Slim a wedge If �� 9 I d. ZD�ty� TRANS I D: 407 533 5.CompuTrus has no coM d ova and assumes no responslbndy fa the `- fabdcotion,handing, n�ssary' f� shipment and Installation of etfor components. 7.Design assumes adequate drainage Is provided 4f` R`�` 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 116/W7CA In BCSI,copies of which will be furnihed upon request lines with nter 11111111111111111111 111111110 lull 1111 I1I1 MITek USA,Inc./CttmpuT S Software 7 6s6(1 L}E 10.For bpld�necor pd design values see ESR-1311,E5R-lade(MiTek) es. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 11111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF 81SBTR; 15-00-00 GIRDER SUPPORTING 40-09-00 1- 2=(-7762) 1944 1- 9= -1274) 5136 9- 2= -82 384 6-13=(-938) 3872 2x6 KDDF#18,BTR BC: 2x6 KDDF M16BTR T2 LOAD DURATION INCREASE 1.15 (Non-Rep) 3- 4 (-5874 1532 10-101= -2262) 8812 10.10= -388 1478 3= -944 3896 13-7-14=i 3 1474 62) 388 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -9094 2392 11-12= -2296 8954 10- 4= -3922 1070 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 5- 6= -5874 1534 12-13= -2296 8954 4-11= -506 2412 TC UNIF LL 50.0 +DL 14.0= 64.0 PLF 0'- 0.0' TO 3'- 6.0" V 6- 7= -7438 1918 13-14= -1272 5122 11- 5= -42 188 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 68.8 +DL( 19.2 = 88. 0 PLF 3'- 6.0' TO 11'- 6.0' V 7- 8= -7762 1944 14- 8= -1274 5136 12- 5= -472 2314 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL 50.0 +DL 14.0= 64.0 PLF 11'- 6.0' TO 15'- 0.0' V 5-13= -4024) 1092 BC UNIF LL( 0.0 +01( 27.5 = 27.5 PLF 0'- 0.0' TO 15'- 0.0' V BC UNIF LL( 484.4)+DL{ 329.4= 813.8 PLF 0'- 0.0' TO 15'- 0.0' V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'0C UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC TC CONC LL( 72. 9;+DL( 20.4 )= 93. 3 LBS @11'- 6.0' 15'- 0.0' -1724/ 6979V 50/ S6W OH 5.50' 11.17 KODDF ( 625 Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,816= MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.069' @ 8'- 11.7' Allowed = 0.704' 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0,140' @ 8'- 11.7' Allowed= 0.939' Join together 2 ply with 3'x-131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL = 0.025' @ 14'- 6.5' 9' cc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL = 0.043' @ 14'- 6.5' 9' oc in 2 rows throughout 2x6 top chords, 5' oc in 2 rows throughout 2x6 bottom chords, NOTE:Design assumes moisture content does 9' oc in 1 row s throughout 2x4 webs. not exceed 19%at time of manufacture. 3-05-11 8-00-10 3-05-11 Design conforms to main windforce-resisting 1' T system and components and cladding criteria. 1-10-08 1-07-03 2-04-14 . 3-01-02 2-06-10 1-07-03 1-10-08 f Tf .( T f Wind: 140 mph, h=20.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 12 ;,93.30# y 93.30# 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 10.00[7 N10.00 Truss designed for wind loads M-4x8 M-4x8 in the plane of the truss only. s- M-3x6 M-3x10 • /40. _ _ T2 _5_ Q�lame M-3x5 9o' o °' M-5x10M-5x10 -/TT, A , 0 A o� v� I v rill_ I`I ins I I :,Ti4„, I • v� ci o O l - 9 10 11 13 14 ---8 0 M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 ), 1, y y 1, y y 1-08-12 1-04-03 3-01-02 2-09-10 2-11-06 1-04-03 1-08-12 'I 15-00 WEDGE REQUIRED AT HEEL(S). �g,O Open JOB NAME: POLYGON 3-D NH - 61 Scale: 0.39,5 \ or c� +NE' `'> WARNINGS: GENERAL NOTES,unless otherwise noted: �J v r.r + 1 7 1.Builder and erection contractor should be advised of ad General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Ct. iiiiiT 92..P E �f Truss: B 1 end Warnings before construction commences. burblingccomponent.�ic lily of responsibility of parameters and proper designer. / 2.2x4 compression web t radrm must be installed where shown.. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additiatel temporary baring to insure stability during construction Z mc.and at 10'o.o.respective unless based throughout their length by DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as Arwood sheathing(TC)and/or drywatl(BC). /iter' DATE: 9/5/2014 the ovarad structure Is the responsibility of the bolding designer. 3.lir Impact bridging or lateral bradng required where shown++ at Cr. 4.No bad should be applied to any component until after all badng end 4.Installation of trues In the responsibility of the respective contractor. - -'9OREGON '(!J SEQ. : 6051175 fasteners are complete and at no lane should any loads greater than 5.Design MUMS trusses ere to be used b a noncorrosive environment /. 4 N A. design bads be tippled to any component, end aro for-dry cIA bearing of use. / -.7 y Q TRANS I D: 407533 5.CompuTrw has no control over and assumes no responsibility for the 9.Design assumes haw bearing a<atl supports shown.Shim or wedge w Q 14 2 �'�" fabrication,handling,shipment and Installation of components. necessary. G.This design is furnished s 7.Design assumes b el adequate both fdrainace is prised. R}�� IIII(11 VIII I III IIII IIIB IIIA IIII IIII subject the 8 be ti m red u forth by e.lines coincide with Plates shag bested on both faces of tares,and placed oro their center TP9WfCA In SCSI,copies of which sum be furnished upon request 9.Digits Indicate size of plate in Inches. r� MTekUSA,Inc./CompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:1ua1J2D1fiJ I1101101'11 This design prepared from computer input by PACIFIC LUMBER-BC LTC: 2x4 KDOF UMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/CR-1 00 BC: 2x4 DOF #16B R LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 SPACED 24.0' O.C. 2-3=(-68) 41 TC LATERAL SUPPORT <= 12'OC. UON, LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0' 0,0' TOTAL LOAD = 42.0 PSF 0`- 0.0' -54/ 292V -23/ 818 5.50' 0.47 DOF ( 625) 1'- 10,9' -61/ 60V 0/ OH 1.50' 0.10 KDOF ( 625) Connector plate prefix desi nators: LL = 25 PSF Ground Snow (Pg) 3'- 6.0' 0/ 30V 0/ OH 5.50' 0.05 KODF ( 625) C,CN,C18,CN18 (or no prefix = CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �GDND. 2: Design checked for not(-5 psf)splift at 24 'ec spacinm BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR tOPSF 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 = 0.053' MAX BC PANEL LL DEFL = 0.004' @ 1'- 7.6' Allowed = 0.129' MAX BC PANEL TL DEFL = -0.004' @ 1'- 9.0' Allowed = 0.172' MAX BC PANEL TL DEFL= -0.004' @ 1'- 11.8' Allowed= 0.172' 12 I 10.00/ MAX HORIZ. LL DEFL = -0.000" @ 1'- 10,9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 1140 siggHh, h=20ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, /111119Millii.1.11 load duratioa,fatorsid6Cat.2, Exp.B, MWFRS(Dir), on Truss designed for wind loads st a. o in the plane of the truss only. 0 ul o0NO N Ch/- O 1 y y 1-00 3-06 [PROVIDE FULL BEARING:its:2.3.4! JOB NAME: POLYGON 3-D NH - BJ1 Scale: 0.6793 �,,,�'4,'ti��ya(t�P'� �ss% WARNINGS: GENERAL NOTES,unless otherwise noted: kIjv x7/5//r l/t 1 -Y BJ1 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shorn and Is for an Individual 4t' I C�2!•F7 E ��" Truss: BJ 1 and Warnings before construction commences. building component Applicability of design parameters and proper J/- r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. r.- 3.Additional to2.Design assumes the top and bottom chords to be latero braced at temporary bracing to Insure stability during construction laterally DES. BY: E E is the responsibility 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ion bmy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,+'`'Ina aatiPPP DATE: 9/5/2014 the overall structure is the responsiblity of the buMdng designer. 3.2s Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until alter all bracing and 4.Installation of buss Is the responsibility of the respective contractor. -')f OREGON 1L/� SEQ. : 6051176 raatenans are complete and at no Sme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. Q design bads be applied to any component and are for"dry condition"of use. �'`� �.4 ,A. TRANSI D: 407533 5.ComlwTns hes no contra over and assumes no responsibility for the 6.Design assumes full bearing at an supporta sham.Shim o wedge if O 1 4 2 �A,'C' fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage k provided.ssary. fp tt t{ 111111111111111110111111 6.This design is furnished sub)ed to the imitations set forth by 8.Plates shell be located pon both faces of truss,and placed so their center r-1 1 1..`" MfTe USA,Inc/CornpuTtua Software 7.6.TPI/WiCA in BCSI,copies of which MI be 6(1 L)-E upon request 19.0.Forlines colndde with Joint center lines. dcIndicate co nector plate design values see ESR-1311,ESR-1988(MITch) EXPIRES:12/31/2015 1111411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0' I TC: 2x4 KDOF At&BTR LOAD DURATION INCREASE= 1.15 IBC 2012 MAX MEMBER FORCES 72 2.5=(0) 0q=1.00 BC: 2x4 KDOF N1&BTR 2-3={ 0) 2.5=(0) 0 SPACED 24.0' D.C. 2-3=�-110 68 3.4= 34 TC LATERAL SUPPORT<= 12'OC. UON. LOADING 0 BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD= 32.0 PSF d LON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0' 5.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -23/ 313V -43/ 139H 5.50' 0.50 ODE 625 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 3'- 3.2' 0/ 42V 0/ OH 5.50' 0.07 KDOF ( 625` C,CN,CIB,CN18 (or no prefix) =CompuTrus, Inc 3'- 6.0' -97/ 132V 0/ OH 1.50' 0.17 KDOF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2 Design checked for net( p ) uplift at 24 'cc spacino I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUP,lENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL= -0.003' @ -1'- 0.0' Allowed = 0.133' 10.00 V MAX LL DEFL = •0.000' @ 3'- 11.7' Allowed= 0.047' MAX TL CREEP DEFL= -0.000' @ 3'- 11.7' Allowed= 0.063' MAX TC PANEL LL DEFL = 0.021' @ 2'- 2.0' Allowed = 0.264' MAX TC PANEL TL DEFL = 0.020' @ 2'- 2.0' Allowed = 0.396' 1 MAX HORIZ. LL DEFL = -0.001' @ 3'- 5,2' MAX HORIZ, TL DEFL = -0.001' @ 3'- 5.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. o Design conforms to main wlndforce•resisting system and components and cladding criteria. co UD CD c' Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 QJ c; (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), Trussduration designedffor owind6loads in the plane of the truss only. M/- c. CD MEMBO 50E:80 M-3x4 y y , )- 1-00 3-06 0-05-11 (PROVIDE FULL BEARING:Jts:2.5.3I JOB NAME: POLYGON 3-D NH - BJ2 Scale: 0.6557 •\t _`'c037/5N )cLi�1►��76's WARNINGS: GENERAL NOTES,unless otherwise noted: //�r+/J. 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 individual CC 1924•PE 9r" Truss: BJ 2 and Wamings before construction commences. bulking component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation*component Is the responsibility of the building designer. /s 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bodom chords to be laterally braced* DES. BY: EE Is the responsibility of the erector.Additionalpermanent Wooing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). �ilaen . DATE: 9/5/2014 the overeA structure is the responro@iity of the butding designer. 3.2x impact bridging or lateral bracing required where shown++ it SErt 4.No load should be applied to any component until alter e9 bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON W 6051177 fasteners are complete and at no time should any bads greater then 5.Design assumes busses are to be used in a non-corrosive environment . .f, p design bads be toppled to any component end are for"dry condition"of use. 1.4 ��`� TRANS I D: 407 533 5.CompuTrus hes no control over and assumes no responsibility for the 6. n MI bearing at ail supporta shown.Shim or wedge it ", fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. f R t 6.This design Is furnished subject to the imitations set forth by a.Plates shag be locatedonboth facers of truss,and placed so their center r7 rl 1 � 1 IIIIII III IMI I 11111111111 M Tek U A,CA Inc./CompuTrus Trus of Software ich MO be 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-lass(MiTek) urnished upon request. Ones coincide with joint center Ines. 9.Digits Indicate she of ate in inches. EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1 TC: 2x4 HOOF @16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 418BTR SPACED 24.0' 0.C, 2.3=(-224) 187 3-4=(( 64) 38 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.6)+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' -16/ 304V -66/ 185H 5.50" 0.49 KDDF 825 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2' 0/ 37V 0/ OH 5.50" 0.06 HOOF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.2' -146/ 220V 0/ OH 1.50' 0.28 HOOF 625 M,M2OHS,M18HS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -43/ 67V 0/ OH 1.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONO. 2: Design checked for net)-5 pot) uplift at 24 "cC spacinc.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR NTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.007' @ 1'- 8.7" Allowed = 0.264' If MAX BC PANEL TL DEFL = -0.006' @ 1'- 10.4' Allowed= 0.172' 12 MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' 10.00 V MAX HORIZ. TL DEFL= -0.002' @ 5'- 10.9' NOTE:Design assumes moisture content does not exceed 19+s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 o (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), u� '0J load duration factor=1.e u o Truss designed for wind loads N in in the plane of the truss only. Cd Co co QIPMAIIIIIIIIIIMIIIIII o� 10,-.7".1-. 5► M-3x4 A- .1, y y y 1-00 3-06 2-05-11 •.r r e JOB NAME: POLYGON 3-D NH - BJ3 (f,,N\ � PROP', Scale: 0.5261 ?ME', ME 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 7' 19 1.Builder and erection contractor should be advised of at General Notes 1.TNs design Is based only upon the parameters shown and is for an individual 1 . '!•92 t*P E 1.-- TrussTruss: : BJ 3 and Warnings before construction commences. building component Applicability of design parameters and proper / 2.Dot compression web brad ng must be Installed where shown r, Hworporatton of component Is the responsibility of the braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,j " lathe responalb6ity of the arabic.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). '® - DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.Dr Impact budging or lateral bracing required where shown++ -! Q 4.No load should be applied to any component until after as baring and 4.Installation of truss Is the responsibility of the respective contractor. - "q' OREGON ,44,/ andfasteners are complete at no time should any M ads greeter than 5.Design assumes trusses are to be used In Inca noncorrosive L'e environment, k� A,, design Mads be applied to any component and are for"dry full bearing of use. 4i, Aly (Q .. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.and are necessafo urnae full beaung at al supports shown.Shim o wedge H Q 14r�`1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage b provided. 4e'R R t`' V 6.This design Is furnished subject to the Indtafons sat forth by a.Plates shall be locatedonboth faces of truss,and placed so their center TPI n BCSI, es of which wil be IIIA IIII VIII VIII VIII IIII ILII(III IIIA MRak U A,InciCom�lpuTrtts Software Bls6(1 LSE request 10.For basiccoonnn connecter plate design values see ESR-1311,ESR-1988 fMBTek) 9.Digits Indicate size of late center with joint Inches. EXPIRES:12131/2015 IIIIIIIIIIII This design prepared from computer input by 11 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF 1018BTR LOAD DURATION INCREASE = 1.15 1-2=111 0) 72 2-5=(0) BC: 2x4 KDDF 818BTR SPACED 24.0" O.C. -2962.3=194} 256 ( ) TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3-4=( 67 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.8' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0' -9/ 291V -82/ 221H 5.50' 0.47 KDDF 625 Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 3'- 3.2' 0/ 33V 0/ OH 5,50' 0.05 KDDF ( 625) C,CN C18,CN18 (or no prefix) =CompuTrus, Inc 3'- 5.2' -197/ 290V 0/ OH 1.50" 0.37 KDDF 625 M,M20HS,M1811S,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.2' -72/ 110V 0/ OH 1.50' 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(_5 psfl uplift at 24 "oc spacing,j AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003" @ -1'- 0.0' Allowed 0.133" MAX LL DEFL= 0.000' @ 0'- 0.0' Allowed = 0.006' /M-3X4 MAX TL CREEP DEFL= 0.000' @ 0'- 0.0' Allowed = 0.008' MAX TC PANEL LL DEFL = 0.006' @ 1'- 11"4' Allowed = 0.264' MAX BC PANEL TL DEFL = -0.006' @ 1'- 10.4' Allowed = 0.172' MAX HORIZ. LL DEFL = -0.003' @ 7'- 3.4' MAX HORIZ. TL DEFL = -0.003' @ 7'- 3.4' NOTE:Design assumes moisture content does not exceed 190 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. r Wind: 140 m ht h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (A11 Heights), Enclosed Cat.2, Ezp.B, MWFRS(Oir), tD load duration factor=l.0 CD Truss designed for wind loads atO in the plane of the truss only. n t7 v o/- -I CD 1-00 3.06 3-10-15 'PROVIDE FULL BEARING:Jts:2,5,3,4I JOB NAME: POLYGON 3-D NH - BJ4 Scale: 0.4597 \5st t. /phi ��`.o. WARNINGS: GENERAL NOTES,unless otherwise noted: �� ` %5( 7. 2 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual -4t' T.92 0 S P E fit'" Truss: BJ 4 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web Mad ng must be Installed where shown+, incorporation of component is the reaponsINIIty of the building designer. 3.Addaonal temporary bracing to insure stability 'during construction 2.Decign assumes the topbottom d to to laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10o.c.respectivelyrespectivelyunlesa s ler braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.continuousxlasheathing such l plywoodrequired ed where s and/or drywell(BC). r�Po �comppea bridging or lateral bracing required whero shown++ 11/0 Q 4.No bad should be appied to any component until alter all bracing and 4.Inategetlon of tressle the responsibility of the respective contractor. 7, 4 OREGON A/ SEQ. : 6051179 fasteners ars complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorroalve environment, Qc design bads be appied to any component S.GompuTns has no control over and assumes no responsibility for the and are for"dry condition"of use. 8.Design assumes fug bearing at ell supports shown.Shim or wedge N /' .q 1, 14 = „j� TRANS I D: 407533 fabrication,handing,shipment and instaaaaon of components, 7.Design assumes adequate drainage is Med. RR 4i k-�f' IL This design is famished subject to the irritations set forth by 8.Plates shall be located poen both faces of truss,and placed so their center 7.r1 1.. upon 11111111110 VIII I III Hill 111111111111111111 MiTekSA,lnc./CompuTrua Software 7.6.6CA In BCSI,copies of which vAl be (1L)-E request. O.Fo9. r basic conneits indicate ectorr pplate design n values see ESR-1311,ESR-1988(MiTek) , EXPIRES:12/31/2015 IIIA 111 This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1EBTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 72 2.6=(-29) 50 6-5=( 0) 14 BC: 2x4 KDDF M16BTR SPACED 24.0' 0.C. , 2-3.(-119) 0 6-7= 0 0 5-3= 0 52 WEBS: 2x4 KDDF STAND 3-4=' -241 30 5.8=(-421 69 3. 8= -711 43 LOADING TC LATERAL SUPPORT c= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS;',; 12.0' 0.0" 0'• 0.0' -42/ 302V -28/ 92H 5.50' 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.1' -128/ 85V 0/ OH 1.50' 0.14 KDDF 625) Connector;plate prefix designators: 6'• 0.0' 0/ 65V 01 OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for netf•5 psf} uplift at 24 'ac spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.002• @ 1'- 4.4' Allowed .. 0.091' MAX TL CREEP DEFL = -0.002' @ 1'- 3.7' Allowed = 0.121" MAX LL DEFL = 0.000• @ 5'- 3.8' Allowed = 0.157' MAX BC PANEL TL DEFL = -0.013' @ 3'- 2.0' Allowed = 0.211' 2-04-13 f ( MAX HORIZ. LL DEFL = -0.002• @ 5'- 3.8' MAX HORIZ. TL DEFL = 0.002' @ 5'- 3.8' 12 NOTE:Design assumes moisture content does 10.00[7 not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting /- system and components and cladding criteria. M-4x6 0Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads co �� in the plane of the truss only. 0 w M-3x4 A. Nil 0. o� ;_CD FAIAI' X- o M 3x4 M-3x4 s-- y y J, 1-03-12 4-08-04 1-00 1-05-08 4-06-08 y l ), y 2-05-081-00 3-06-08 y y 6-00 (PROVIDE FULL BEARING:Jts:2.4,81 JOB NAME: POLYGON 3-D NH - CJ2 Scala, D.4656 N.5'� lw��/p�/ /// jI(N fiy7t�_`?vs ' WARNINGS: GENERAL NOTES,unlessothenvae noted: tL� v• r � r ©1':1.Builder end erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end Is for an Indlvwual CC -'92s SPE E { T f u S S: CJ 2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown*. incorporation of components the responsibility of the building designer. �,,% "•-'' 3.Ad�itlonel temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally brad a1 • DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous n.c, st 10'in suchrespaasvply wilds braced(TC)throand/out their at(B . the overall Impactsheathing or lateral l bplywoodquired heres own.drywep(BC). „..1,�� DATE: 9/5/2014 4.No load should be apt d to component until after ng ell bracing and 3.Installation ooftruss is Itie raresp�lbStyy of respective ntractor. i y QREOON �2 SEQ. 6051181 fasteners aro compote and at no time should any beds grader than 5.Design assumes trusses aro to ba used in a non-corrosive ernironment �, � ,,�a TRANS I D' 407533 design loads be applied to any component and are for"dry condition"9 use. v / �Y 20 S.Design assumes full beads at all supports shown.Shim or wedge if Q 1 4 • 5.CompuTrus has no control over and assumes no responsibilityaoo.for the necessary. ,�I ry R,i il`'. fabrication,handling,shipment and Instaaatlon of components. 7,Design assumes adequate drainage is provided. '7r +l t- IIID IIII VIII IIII IIID(11 VIII(�)IIII 6 This design n furnished subject to the Imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center TPIMfrCA in SCSI,tropias of which will be furnished upon request Dies coincide with)int center Ines. 9.Digits indicate size o1 plate In Inches. MITeic USA,InciCompuTrus Software+7,6.6(1L}E 10.For basic connector piste design values sea ESR-1311,ESR-)gee 0.41Tek) EXPIRES:12/31i 2015 110E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' TC: 2x4.KDDF M1&BTR IBC 2012 MAX MEMBER FORCES- ) 4W6-5DF/Cq0) 18 BC: 2x4;WOOF R1&BTR LOAD DUSPAIED INCREASE. ' 0= 1.15 2.3=1 2) 721 5-7=(-73) 6 5.3=) 0) 51 WEBS: 2x4 HOOF STAND SPACED 24.0' O.C, 2-3= -172 21 5.7=(-70) 116 5-3- 0 51 LOADING 3-4= 25 34 3-7= •128 78 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL) 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. L ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -40/ 344V -41/ 123H 5.50' 0.55 KOOF825) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 3'- 6.5' 99/ 70V 0/ OH 1.50' 0.11 KOOF ' 625) lar noprefix) 6'• 0.0' 0/ 92V 0/ OH 5.50' 0.15 KDDF ( 625) C,CN,CI8,CN18 =CompuTrus, Inc M,M20HS,M18HS, or MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. (GOND. 2 Desi n checked far net .s g ( p;L)yplift at 24 'oc spact _.l BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed = 0.100' 3-07-04 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed= 0.133' i' l' MAX TL CREEP DEFL = -0.005' @ 2'- 3.8' Allowed = 0.201" MAX LL DEFL = 0.000' @ 0'. 0.0' Allowed= 0.097' 12 MAX TC PANEL LL DEFL= 0.005' @ 1'- 1.1' Allowed= 0.159' 10.00 MAX BC PANEL TL DEFL= -0.009' @ 3'- 7.4' Allowed = 0.186' MAX HORIZ. LL DEFL= -0.004' @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.005' @ 5'- 7.5' I M-4X6 �) NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting 14$* o system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,8CDL=6.0, ASCE 7-10 o {All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), w load duration factor=1.6 Truss designed for wind loads CD in the plane of the truss only. 4- r Allip�i`- - ► 7 -V a . c M-1.5x3 c, 111. 111 ' lug3x4 8 M-3x4 M-3x4 s- ..I, iy 2-03-12 3-08-04 ./ y y y 1-00 , 2-05-08 3-06-08 y PROVIDEF I B AEIN6;Jt< 2 4 71 6-00 JOB NAME: POLYGON 3-D NH - CJ3 Scale: 0.5755 �,\� 0 PN ,c�s�i0 • WARNINGS: GENERAL NOTES,unless otherwise noted: l/5/ 2 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 Individual 4 ' p 1-- Truss: CJ 3 and Wamings before construction commences. bulking component Applicability of design paran,etets and proper �,r 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to laterally braced of /� DES. BY: E E lathe raspo wbiwy of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1�." DATE: 9/5/2014 the overall structure Is the res continuousxIactsheathing such as acing red aired where s.nmor drywea(ecy. _.,,,,e,d . , 1401110CrNa until alter at bracing and 4.Installation of truss Is the responsibility of the respective contractor. t, SEQ. : 6051182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment 3'L r¢OREGON %., design loads be appaad to any component and are for-dry condition"of use. '"i NY' `.. TRANS I D: 407 533 5.CompuTrus has no control over and assumes no responsibility for the a.Design assumes MI bearing at as supports shown.Shim or wedge If ,�) " ' 14. 20 fabrication,handing,shipment and Installation of components necessa assumes.Design ate drainage Is prvide hI t l A f„ 6.This design Is furnished subject to the Imitations set forth by a.Platesshah located oo bdh faces of truss,and pleats so their center �' �`' TPI/WTCA In BCS1,copies of which wil be hed upon I IIID 111ILII VIII 111111111 IN 111 1111 We*USA.Inc./CompuTrus Software 868(1 L)E request 10.Forbasic connector plate design values see ESR-1311,ESR-1988(MITeh) Ines coincide with Joint center Ines. 9.Digits indicate size of in Inches. EXPIRES:12/31/2015 AIIIIImil This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4.KODF N168TR LOAD DURATION INCREASE = 1.15 1-2= 0 72 2-8= 95 ) 0 18 BC: 2x4 KODF M16BTR ) 130 5-3= SPACED 24.0' D.C.O2-3=�-215 36 5-7=�-123) 167 5-3=� 50) 51 WEBS: 2x4 KODF STAND 3-4= -59 46 3-7.(-185 137 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0' -30/ 375V -53/ 154H 5.50' 0.60 KDOF 625 LL=25 PSF Ground Snow (P9) 4'- 8.9' -84/ 88V 0/ OH 1.50' 0,14 KDOF ( 625) Connector plate prefix designators: 6'- 0.0' -2/ 116V 0/ OH 5.50' 0.19 KDOF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ) M,M20HS,M18HS, 16=MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net) p ( uplift at 24 'oc spacing I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' 9 -1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL = -0.003' 9 -1'- 0.0' Allowed= 0.133' 4-09-10 MAX LL DEFL = 0.005' @ 2'- 3.8' Allowed = 0.211' '1' - MAX TL CREEP DEFL = -0.007' @ 2'- 3.8' Allowed = 0.281' -/ MAX TiM CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.049' 12 MAX HORIZ. LL DEFL = -0.007' @ 5'- 7.5' 10.00 7 )0( MAX HORIZ. IL DEFL= 0.007' 9 5'- 7.5' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 u, Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights}, Enclosed, Cat.2, Exp.B, YWFRS(Dir), rn . cad duration fact9r=1.8, c) m Truss designed for wind loads N l in the plane of the truss only. 0 uli A101 . 11- _, .... r..__, _ _ . co a 0 ��® ►�7 M-3x4 'S ./- M 1.5x3 0 =1 6 0 M-3x4 M-3x4 y y y 2-03-12 3-08-04 y y y y 1-00 r 2-05-08 3-06-08 y (PROVIDE FULL BEARI6-00 JOB NAME: POLYGON 3-D NH - CJ4 ��, � PR Opt. Scale: 0.5138 �JfyyyyN 1f WARNINGS: GENERAL NOTES,unless othervdse noted: <[,r� v 5/1r DA_ 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual CC. -.92*6 P E �Y9r' T r u s S: CU 4 and Warnings before construction commences. building component Applicability of design parameters and proper 40$.°°;''' . f es 2.2o4 compression web bradng must be installed where shown+. Incorporation of component is the responsibilky of the building designer. _f 3.Additional temporary bracing to Insure stability during concWctlon 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10•c.c.such es unless braced throughout their length by ��/ continuous sheathing such es pyweod sheathing(TC)and/or drywal9BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bring or lateral bracing required where shown++ at 4.No load should ba applied to any component until after all bracing and 4.Installation of truss is the responeibmty of the respective contractor. -p OREGON to fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment /� design loads be applied to any component 5.CompuTms t no control over and assumes no responsibility for the end are fur dry condition*of use. 'If 'a �� A. TRANS I 0: 407533B.Denecessign assumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. 7.Design assumes adequate drelnage is Med. rl R�� 11111011111111111111 6.This design n furnished subject to the imitations set forth by 8.Pletea shall located on both faees o1 nnatn ,and placed so their center rl rl TPIANTCA In BCS!,copies of which will be Nmished upon request Anes coincide with Joint center Ines. 9.Obits Indicate size of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sea ESR-1311•ESR-1988(MITsp EXPIRES:12/3i 12Q1.5 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 204:KDOF #188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(-150) 175 6.5=) 0) 18 BC: 2x4 KDDF #16013 SPACED 24.0' O.C. 2-3=(-257) 55 5.7=(-195) 225 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -B8) 68 3-7=(-250) 217 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0,0' -34/ 398V -66/ 185H 5.50' 0.64 KOOF ( 625) LL =25 PSF Ground Snow (Pg) 5'- 7.5' -21/ 142V 0/ OH 5.50' 0.23 KDDF 625) Connector plate prefix designators: 5'- 11.7' -69/ 108V 0/ OH 1.50' 0.17 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ,l, . ,.. „ i. , ,. - •„ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.009' @ 2'- 3.8' Allowed = 0.339' 5-11-11 MAX HORIZ. LL DEFL = -0.010' @ 5'- 7.5' f MAX HORIZ. TL DEFL = 0.010' @ 5'- 7.5' f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Z; in the plane of the truss only. u) M-4x6 o v N O (0 Amr,N co '7f-- . 70- o� N M 3x4 o M-1.5x3 _� cv 6 0 O M-3x4 M-3x4 A- y y 2-03-12 3-08-04 (PROVIDE FULL BEARING;Jts:2.7.41 ), ,L y 1-00 , 2-05-08 3-06-08 1 J‘ 6-00 �4t•0 PROp . JOB NAME: POLYGON 3-D NH - CJ5 ?ME. 6. Scale: 0.4201 y(5/ ° WARNINGS: GENERAL NOTES,unless otherwise noted: �gt/"� �7E, -Si,,, 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 "- 7. and Warnings before construction commences. building component.Appacadaty of design parameters and proper Truss: CJ 5 2.2x4 compression web bradrg must be installed where shown v Incorporation of component Is the responsibility of the building de&iter. / 3.Additional temporary bracing to Insure atadfity during construction z.Design assumes the top end bottom chords to be Ialeraay braced e / DES. BY: EE la Bre responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c,respectively unless braced throughout their length by t/ DATE: 9/5/2014 continuous sheathing such as plywood sheething(TC)and/or dryveN(BC). ,.�'�" the overall structure is the responalbmy of the building designer. 3.2x d bridging or lateral bracing required where shown++ Si �� 4.No load should be rippled to any component until atter all bracing and 4.Installation of truss Is the res�Iday of the respective contractor. y OREGON .r,/ SEQ. : 6051184 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, fes- �lj �a design bads be tippled%o any component. and are for"dry condition"of use. '��' ZQ 1S.V TRANS I D: 407533 5.CompuTrus hes no control over and assumes no respomibfty for the 8.Design assumes on bearing at ep supports shown.Shim r wedge H d 14 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "''f R I L-\. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP CA in SCSI,copies of which*II be furnished 1111111111111111110111 MRek USA.Inc./CompuTrus Software+7 6.6(upon L)-E request. 10.For basiInes cdconnedrde with rM center Ines. pleta design akres see ESR-1311,ESR-1988(Welk) - 9.Digits indicate size of a In Inches. EXPIRES:12/31/2015 IIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDCF M16BTR LOAD DURATION INCREASE= 1,15 1-2= 0 72 2-7.(-115) 173 7-6= 0) 18 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2-3= -257 55 6-8='-150) 223 6-3=1 0) 51 WEBS: 204 KODF STAND 3-4= -177 84 3-8= -2481 187 LOADING 4-5=) •85) 0 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSf BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 14.1' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 0'- 0.0' -34/ 384V -74/ 233H 5.50' 0.61 KDDF ( 625) 5'- 7.5' -15/ 140V 0/ OH 5.50" 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -172/ 271V 0/ OH 1.50' 0.35 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP )CONO. 2: Design checked far net(-5 pat) uplift at 24 'oc spacino.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed= 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed= 0.133' MAX LL DEFL = -0.006' @ 2'- 3.8" Allowed= 0.254' MAX TL CREEP DEFL = -0.009" @ 2'- 3.8' Allowed = 0.339' MAX LL DEFL = -0.005' @ 7'- 2.1' Allowed= 0.117' 7-02-01 MAX TL CREEP DEFL = -0.008' @ 7'- 2.1' Allowed= 0.157' 1' MAX1 HORIZ. LL DEFL = -0.008' @ 5'- 7.5' 5 MAX HORIZ. TL DEFL = 0.010' @ 5'- 7.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 0 N M-4x6 "' D r:- 4e` cn ,_ -1-_,, a N�i71�� o ti-1.5x3D M-3x4 N Mi3x4 0 M-3x4 ; J, y 2-03-12 3-08-04 ; y y y 1-00 1, 2-05-08 4-08-09 1 y 6-00 1-02-01 [PROVIDE FULL BEARING:Jts:2.6.41 PR JOB NAME: POLYGON 3-D NH - CJ6 N ,AGINEy�sr Scale: 0.3552 � I511r- p WARNINGS: GENERAL NOTES,unless otherwise noted: JAT /�' 1.BWMer and erection contractor should be advised of aid General Notes 1.This design is based only upon the parameter:shorn and is for an individual 4t. '92•,P E c'' -. Truss" 0,16 and Warnngs before construction commences. bWlding component.Applicability of design parameters and proper ' 2.204 compression web bracing meat be Installed where shown+. Incorporation of component is the responsibility&the building designer. Aller 3.Additional temporary bracing to Insure stabmly during constnrction 2.Design assumes the top and bottom chords to be lateraly braced et DES. BY: EE r o.c.and at 10'c c.respectively unless braced throughout their length by le the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the reeponsibifiy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a/ ," 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. 7 OREGON! �l/ SEQ. : 6051185 fasteners are complete and at no time should arty bads greater than 5.Design assumes busses ere to be used In a n oncorroelve environment j,^ - or, design bads be applied to any component 6.Design anudre for ry condition" bihor"o at ali supporta shown.Shim or wedge e �c� ')4 2•� tti TRANS I D: 4 07533 5.CompuTrus has no control over and assumes no responalWgty for the f fabrication,handing,shipment and Installation of components. necessary. 6.This design la furnished sub 7.Dasign assumes adequate drainage is provided. +�+`R R`` 111111111111111111111111 w the Imitations befu,msed by B.Plates shell located on bath faces of bun,and placed n their center TPIM?CA In SCSI,copies of which will be famished upon request lion coincide with jointofcenter tines. a.Digit Indicate size of In Inches. MITekUSA,Inc./CompuTrusSoRware7.6.6(1 L)-E 10.For basic connector plata dealgnvalues see ESR-1311,ESR-19a6(MlTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF N18,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7.1-102) 168 7.6=( 0 18 BC: 2s4 KDDF @ABTA 0 51 WEBS: 2x4 K OF STAND SPACED 24.0' O.C. 2-3=3-4.(-297)) -4=(-297) 141-304 55 8.8=i-132) 215 3.6='-239I 147 LOADING 4-5=(-173) 0 TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REDUIRED BAG AREA OVERHANGS: 12.0' 28.5' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL=25 PSF Ground Snow (Pg) 0'- 0.0' -34/ 340V -81/ 282H 5.50' 0.54 KDUF ( 625) Connector plate prefix designators: 5'- 7.5' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -318/ 497V 0/ OH 1.50' 0.64 KDDF ( 625) M,M20HS,M18HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 10r n , i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.079' @ 8'- 4.5' Allowed = 0.237' MAX TL CREEP DEFL = -0.096' @ 8'- 4.5' Allowed = 0.317" MAX TC PANEL LL OEFL = 0.030' @ 4'- 8.0' Allowed = 0.283" 8-04-08 MAX TC PANEL TL OEFL = -0.022" @ 4'- 8.0' Allowed= 0.425' T I MAX HORIZ. LL DEFL = 0.008' @ 5'- 7.5' ,- 5 MAX HORIZ. TL DEFL= 0.010' @ 5'- 7.5' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.007 Wind: 140 mph+ h=22.7ft, TCDL=4.2,BCDL=8.0, ASCE 7-101 (Alll Heiaghts),fEnclosed , Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads Z3 in the plane of the truss only. 0 N f0 Q ao M-4x6 tkillhb.._111111 m - APoimenisi'. o �_�713m o 8........ " M73x4 o M-1.5x3 o M-3x4 M-3x4 y )- 1, 2-03-12 3-08-04 k ), ), ), 1-00, 2-05-08 5-11 1 6-00 2-04-08 (PROVIDE FULL BEARING:Jts:2.B,41 � E© PRoE- JOB NAME: POLYGON 3-D NH - CJ7 Scale: 0.3175 `�'',''�[j�j(N/j `rp WARNINGS: GENERAL NOTES,unless otherwise rioted: 4L v' '5f 1 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 . ;�$P E 1' T r u S S: CJ7 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. aii�% 3.Additional temporary bracing to Insure stabRty during constnrcaon 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE le the responsibility of the erector.Additional permanent bracing of T o.c.and et 10'o.c.respectively unless braced throughout their length by ! ,/' r DATE' 9/5/2014 continuous sheathing such as plywood shnadeng(TC)andfor drywall(BC). the overall structure is the responeldllty of the budding designer. 3.2x 1mpac[bridging or lateral bracing required where shown++ r Cr 4.No bad should be applied to any component until after ad bracing and 4.intru at aeon of ss is the responsibility of the respective contractor. -y OREGONt. to complete and at no sme should any bads greater than 5.Design assumes trusses are to be usedenvironment 4 7., SEQ. : 6051186 fasteners are In a non-corrosive � fk A. design beds be tippled o arty component 5.Cor puTrus has no control over and assumes no responsibility for the no: for.'dry condition-of use. 8.D Design assn bearing at as supports shown.Shim or wedge if 'V 43- 14 2') �# TRANS I D: 407533 8s� fabdcaaon,handling,shipment and Installation of components. 7.Design assumes adequate drainage's pirovIded. `a y 1v : V II'' 6.This design is famished subject to the Imitatbns set forth by B.Plates shad be locatedintik:ate size of onboth faces of buss,and placed so their center TPI CA In SCSI, es of which Will be furnished upon I I�II�,II�IIIII I�III Illu I II IIIN IFI II MiTekU SA,InciCom Trus Software 7.6.6(1 L)-E rpaast t 9.o.®Forribbesb connector pletenes coincide with Joint cedeesign values see ESR-1311,ESR-1968(Welt) - Illddd �' EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/C -1 00 TC: 2x4 KDDF 61&BTA LOAD DURATION INCREASE = 1.15 S Q ' BC: 2x4 KDDF #1&BTA SPACED 24.0' 0.C. 2 3=f 68 88 2-4=(0) 0 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 HOAZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -110/ 304V -15/ 62H 5.50' 0.49 KDDF ( 6253 OVERHANGS: 12.0" 0.0' Connector plate prefix designators: 1'- 1.7' -64/ 126V 0/ OH 1.50' 0.20 KDDF 625 C,CN,CIB,CNIB (orr no prefix) =CompuTrus, Inc LL=25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2 Design checked for net(-5 psf)yplift at 24 'acacinasl VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.001' @ 0'- 8.9' Allowed= 0.063' MAX TC PANEL TL DEFL = -0.001' @ 0'- 8.9' Allowed= 0.094' MAX BC PANEL LL DEFL = 0.006' @ 2'- 8.6" Allowed= 0.254' 1-02-07 MAX BC PANEL TL DEFL = -0.019' @ 3'- 3.8' Allowed = 0.339' T T MAX HORIZ. LL DEFL = -0.000' @ 1'- 1.7' MAX HORIZ. TL DEFL = 0.000' @ 1'- 1.7' 12 10.00 2 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load • F Trussduration designedffor owind6=1loads in the plane of the truss only. It) CO v 0) o C.) /- .- CV PiOV C7 ►�1 ►�a1 4 M-3x4 1- 1- y 1-00 IPROVIOE FULL BEARING:Jts:2,3,41 6-00 JOB NAME: POLYGON 3-D NH - J1 .� 4 ��o�F$0 Scale: 0.67025/Jr lu WARNINGS: GENERAL NOTES,unless otherwise noted: Zt,r i/ry 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Ct• ;9 ®PE �r Truss: J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bred must be Installed where shown+. Incorporation of component Is the resporwlblkly of the bulking designer. 3.Additional temporary hradrq to Insure stablary during constnadion Z.Design assumes the top and bottom chords to be later*braced et - DES. BY: EE Y o.c.and at 10'o.c.respectively unless braced throughout their length by lathe responsibility of bre erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(8C). '. DATE: 9/5/2014 the overall structure Is the responelhWy of the building designer. 3.Zx Inatect bridging or lateral bracing required where shown t• y Cr 4.No bad should be applied to any component until alter ad bracing and 4.brotdlation of truss to the responsibility of the respective contractor. y �EGO Orb �4 . SEQ. : 6051187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, /(� {'V TRANS I Q: 407533 5.compo bads be no liedcon to over r awl assu l e. 8.asnd °afar sun'dry condition- p s all supports shown.sNm«wedge w �Q: 14 `L nh,'C" mpuTnts has no control over and assumes no responsibility for the m...ry ,/ . V f fabrication,handing,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 's7 R R I i 8.This design to furnished subject to the Imitations set forte by 8.Plates shad be locatedonboth feces of truss,end placed so their center ■7 7-i 4 lines 1111111111111111111111111 MITT TPWYT$lnSCSI,copies of which aill be lnC.1C0(TfpuTru SOftwafa furnished Bs8(1 L)-E 10.For basic coonnectorplate design ve ressee ES(.1311,ESR-1g88(MITe1Q with joint center lines. 9.Digits Indicate size of a In inches. EXPIRES:12/31/2015 1111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3.(-61) 58 TC LATERAL SUPPORT<= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 0 LON 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/ 304V -28/ 92H 5.50' 0.49 KDDF ( 625) 2'- 4.1' -125/ 112V 0/ OH 1.50' 0.18 KDDF 625 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50' 0.08 KOOF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IDDND 2 Design checked for net(-5 pot) uplift at 24 ac spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.7' Allowed = 0.168' 2-04-13 MAX TC PANEL TL DEFL= -0.007' @ 1'- 3.8' Allowed= 0.252' T f MAX BC PANEL LL DEFL = 0.008' @ 2'- 8.6' Allowed= 0.254' MAX BC PANEL TL DEFL = -0.024' @ 3'- 3.8' Allowed= 0.339' 12 MAX HORIZ. LL DEFL = 0.000' @ 2'- 4.1' 10.00 V MAX HORIZ. TL DEFL = 0.000' @ 2'- 4.1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /- -,, Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: (AAlllmph, Heights),2Enclosed,4Cat.2, Exp.B,ASCE MWFRS(Oir), load duration factor=1.6, ca Truss designed for wind loads in the plane of the truss only. 41- C) O CV N M M CD O� ►1 .14 M-3x4 f- . J'' y 1-00 •:r r . ., r • • 6-00 �p`EO PR O/ JOB NAME: POLYGON 3-D NH - J2 `4 INEsi© Scale: 0.6505 � t.`�15/! � WARNINGS: GENERAL NOTES,unless otherwise noted: 7' 1.Builder and crayon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual It. -7 92•P E. r Truss: J 2 and Warnings before consW ction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2. , - assumes the top surd bottom dohs to be laterally braced a DES. BY: EE la the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10.c.c,respectively unless braced throughout their length by �, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the resporWhirdy of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• t,� 4.No bed should be applied to any component until alter as bracing and 4.Installation of buss h the responsibility of the respective contractor. OREGON `r.7:. SEQ. : 6051188 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are Eo be used Ina non-corrosive environent �L 'IJ "‘ A. design bads be tippled to any component. e.Design assun ry NA bearing at all supports shown.stdm or wedge if 4 'I" 1 d %0 4 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the d fabrication,handing,shipment and installation of components. Designeassumes 4,qr V 7. hllb ladequate drainage is provided.,s - "'a„R `7♦,,,. 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1PI/WiCA in SCSI,copies of which witi be furnished request 11111111111111111111111111 MITA A.Inc./CompuTrus Software 7 6 6(1 L)-E tines coindde with Joint 9.10. center enaor Digits nnector p tidigvalues see ESR-1311,ESR-1988(MITeIQ EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 72 2-4=(0) 0 BC: 2x4 KDOF k18BTA SPACED 24.0' O.C. 2.3=(-83) 78 TO LATERAL SUPPORT<= 12'OC. VON. LOADING BC LATERAL SUPPORT <= 12'0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0° 0.0' DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. ``SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 336V -40/ 123H 5.50' 0.54 ROOF ( 625) Connector plate prefix designators: 9'- 6.5' -126/ 129V 0/ OH 1.50' 0.21 KOOF 625 LL =25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 56V 0/ 0H 5.50' 0.09 KDDF 825; C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked far net( psf)yplift at 74 'oc spa ing I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX EP DEFL = -0.003' @ -1'- 0.0' Allowed= 0.133' MAX TL CREEP DEFL= -0.003• @ -1'- 0.0' Allowed= 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed= 0.097' 3-07-04 MAX TL CREEP DEFL = 0.000' @ 0'. 0.0' Allowed = 0.129' '1' / MAX TC PANEL LL DEFL = 0.018' @ 1'- 12.0' Allowed= 0.273' MAX BC PANEL TL DEFL = -0.032' @ 3'- 1.4' Allowed= 0.339' 12 /- 10.00 V -1 MAX HORIZ. TL DEFL= -0.000' @ 3'- 6.5' NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.6, Truss designed for wind loads 0 o in the plane of the truss only. N c7 Q c•) -f O o ►� 1101. 414 M-3x4 y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME: POLYGON 3-D NH - J3 .��E° PR° Fps Scale: 0,6005 G, 1NE$ WARNINGS: GENERAL NOTES,unless othen+isenoted: &' -‘7/5//r �L I.Builder and erection contractor should be advised of ed General Notes 1.This design Is based only upon the parameters shown and is for an individual gt.,,,, � 'P E Truss: J 3 and Warnings before cons,rudton commences. bufkang component.ApplicabWty of design parameters end proper 2.204 compression web bracing must be Installed where shown a. Incorporation of component N the responsibility of the building designet. ,. 3.Additional temporary bradrg to insure stabikty during construction 2.Design assumes the top and bottom dmorda to be iatenily braced at DES. BY E E la the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 17 o.c,respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure Is the responsibility of the bulking designer. 3.continuous nsheathinglinor over as plywoodrequired d where s shown d ywall(BC). /"ted r . Q 4.No load should be tippled to any component until after atact bridging or lateral bracing required where shown t m= SEQ. : 6051189 fasteners we completebracing and 4.mato of truss a the responsibility of the respective contractor. and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, p �REGO� design bads be applied to any componerR and aro for'dry condition"m use. L '�1 �D` A. TRANS I D: 407533 s.CompuTn s has no control over and assumes no respons betty for the 6.Design assumes full bearing at ail supporta shown.SNm or wedge If �� 14 2p P^!- fabrication,handing,etdpment end Installation of components. 7 Design assumes adequate drainage b provided. � . R i `��'Z I's III II it l 111111111111111111111 B This design n CSI,codes of to the aimitationsbe set forth by 8.lines Plates shall be located tjoion both faces of truss,and Placed so their center 7PktNrCA in SCSI,copies of which will be famished upon request. tines coincide with joint center Ines. MiTek USA,Inc./CompuTrua Software 7.6.6(1 L)-E ,o.�bas con�a plate gn vas. pia damp�waluessee esR-13,,.ESR-,gBa(Mrr.k) EXPIRES:12/31/2015 1�Il11111 This design prepared from computer input by II 1111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1•2= 0) 72 2.4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0' O.C. 2.3=1-109) 96 TC LATERAL SUPPORT <= 12'OC. DON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA iL 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' -23/ 370V -53/ 154H 5.50' 0.59 KDDF ( 625 4'- 8.9' -118/ 149V 0/ OH 1.50' 0.24 KDDF ( 825 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2UHS,M18HS,M16 =MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [GOND 2 Oeeign checked far net( p uplift at 24 'ac spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.037' 4-09-10MAX IL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.049' T MAX TC PANEL LL DEFL = 0.058' @ 2'- 9.1' Allowed= 0.377' MAX TC PANEL TL DEFL= -0.053' @ 2'- 7.2" Allowed= 0.566" /- -V MAX HORIZ. LL DEFL= -0.001' @ 4'- 8.9' 12 MAX HORIZ. TL DEFL= -0.001' 9 4'- 8.9" 10.007 ij NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphl h=21.2ft, TC11=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6 Truss designed far wind loads 4 in the plane of the truss only. rn o o N c rn O) C CrO 1 M-3x4 J, ), y 1-00 [PROVIDE FULL BEAIIING•Jts:2.3.41 6-00 Q,tO PR OFFS JOB NAME: POLYGON 3-D NH - J4 Scale: 0.5446 �� ` % �I ��ti�E < WARNINGS: GENERAL NOTES,untass otherwise noted: p 1.Budder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an individual e L- and Warnings before construdion commences. building component Applicability of design parameters and prop r Truss: J 4incorporation of component is the responsibility of the building d lgner. 2,aro compression web bvecirq must be installed where shown�. 2.Design assumes are top and bottom chords to be laterally braced at - .ate 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o c.respectively unless braced throughout lengthtlengthtry nti DES. BY: E E the respor dbiery of the erector.Addition.'permanent bracing of continuous sheathing such as Arwood ahaathing(TC)and/or dryweN($C). ! " DATE: 9/5/2014 the overall structure Is the resporMbmty of the building designer. 3.2x Irrrr��aadd bridging or lateral bracing required where shwa++ ® Cr SEQ. : 6051190 4.No bad should be appled to arty component until after all bracing and 4.Inatapatior of truss Is the responsibility of the respective contractor. -yy OREGON A Vit/ fasteners are complete and at no time should any loads greater than 5.Design assumes busses ere to be used in a non-cormeive environment, v� �a t I 24v, A. design beds be eppeed to any�mponent and are for'dry cronditlon'of uee. o -7 r 1 4 TRANS I D: 407533 5.CampuTms has no cad to over and assumes no responsibility for the 6.Desi amines full bearing at as supports shown.Shim or wedge if ,illy_ �y fabrication,handing,shipment and Inataaetion of components. T.Design assumes adequate drainage b Med. r}R`.L� 6.This design b furnished subject to the imitations set forth by 8.Plates shall be located te size of pon both faces of Was,and placed so their center ed upon 111111 111111111111111111111111111111111 MTek USA,I ./CompuT a Software 7.CA in SCSI,copies of which wil be 66(1 L)-E request. 100.Digits rbbasic connector plate designlate in fines cdndde with joint center values see ESR-1311,ESR-1958(.tiTek) EXPIRES:12/31/2015 11E0111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 QO TC: 204 KDDF N188TRQ BC: 2x4 KDDF #160TR LOAD DURATION INCREASE.0' O.C.C 1.15 2.3=( 0) 6 2-4={0) 0 SPACED 24.0' O 2-3=(-138J 116 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HDRZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0" -34/ 403V -66/ 185H 5.50' 0.65 KDDF ( 6253 5'- 9.2' 0/ 77V 0/ OH 5.50' 0.12 KDDF625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0' -106/ 169V 0/ OH 1.50' 0.27 KDDF 3 625` C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,MIBHS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGONO. 2: Design checked far net(-5 psf) uplift at 24 'dc apacina I BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003' @ -1'- 0.0" Allowed = 0.133' /- - MAX TC PANEL LL DEFL = 0.164' @ 3'- 7.4' Allowed= 0.481' MAX TC PANEL TL DEFL = -0.147' @ 3'- 5.0' Allowed= 0.722' �)" MAX HORIZ. LL DEFL = -0.002' @ 5'- 11.2' 12 MAX HORIZ. TL DEFL= -0.002' @ 5'- 11.2' 10.00 V NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hr h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, Truss designed for wind loads co 4- in the plane of the truss only. o c N N O fD ca a O o Pw=sre 11.- 11 M-3x4 ,,,-- 1. y 1, 1-00 6-00 (PROVIDE FULLS AKIN.;Its•2 4 'iI 0 JOB NAME: POLYGON 3-D NH - J5 <°1,r PR 61(9 Scale: 0.5235 ``t15�1 J/�' ✓0 WARNINGS: GENERAL NOTES,unless otherwise noted: AL 1.Builder and erection contractor should be advised of al General Notes 1.Thio deatgn Is based only upon the parameters shown and Is for an indiddual ft' -•,92..P E cc Truss: J5 and Warnings before construction commences. building component Appocabiaty of design parameters and proper 2.264 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the bulling designer. .,,.- 3.Additional temporary bracing to Insure stability during consuldion 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by N the responsibility of the erector.Additional permanent bracing of continuous sheaths such as sheath) and/or d DATE: : 9/5/2014 the overall structure a the n9 plywood re There s rywea(BC). .....,4,4„ responsibility of the building designer. 3.W Impact bridging or Wend bracing required where shown++ -O 4.No load should be tippled to any component until alter w bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON >,. to SEQ. : 6051191 fasteners are complete and at no tins should any loads greater than 5.Design n forassumes d condition"are t used In a non-corrodve environment X11- ov design bads be applied to any component. ry �Ltr �-7r 1 4 �'Q TRANS I D: 407 533 5.CompuTrus hes no control over end assumes no responsibility far ore 8.D !MUMS lug beading e<a9 supports shown.Slim or wedge If fabrication,handing,shipment and Installation of components. 7.Design aswmea adequate drainage is provided. R p i i1.�, 6.This design Is furnished bed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and paced so their center r'1 rl . TPI/W In SCSI,copies of which will be furnished upon center Ines. IIIIII II IIIII IIIII IIIII ILII IIID IIII IIII MiTekk USA,I ./CompuTrus Software 7 fi 6(1 L)-E request. 10.o°bba�connecor pieta In joint design values see ESR-1311,ESR-1886(Weld EXPIRES:12/31/2015 1E1111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2,4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-3=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1$BTR SPACED 24.0' O.C. 2-3={-218) 193 TC LATERAL SUPPORT<= 12'0C. UON. LOADING 3-4=(-113) 63 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -24/ 377V -80/ 217H 5.50' 0.60 KDDF625 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 ODE t( 625` C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc 5'- 11.2" -240/ 394V 0/ OH 1.50' 0.50 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.4' -101/ 55V 0/ OH 1.50' 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IDDND. 2: Design checked for net(-i poli) uplift at 24 'o po ins I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 A- -/ MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL= -0.003' @ -1'- 0.0' Allowed= 0.133' MAX IC PANEL LL DEFL= 0.075' @ 2'- 9.2' Allowed = 0.481' (w( MAX TC PANEL TL DEFL = -0.073' @ 2'- 11.9' Allowed= 0.722' MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2' 12 MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2' 4 NOTE:Design assumes moisture content does 10.00 )j not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCOL=4,2,BCDL=6,0, ASCE 7-10 co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=1.6 o 4 Truss designed for wind loads CD in the plane of the truss only. to O r- r) r,4- O/- o �- 5-N M-3x4 A- J, l y y 1-00 6-00 1-02-07 (PROVIDE FULL BEARING;Jts:2 5.3.41 R JOB NAME: POLYGON 3-0 NH - J6 scale: 0.4676 �`s��P�0 PN ,cess WARNINGS: GENERAL NOTES,unless otherwise noted: �� _/ i�55/ q 1.Bunter end erection contractor should be advised of a9 General Notes 1.This design Is lased only upon the parameters shown and Is for an individual 92 0 OPE E T r u S$: J6 and Warnings before construction commences. building component.AppaabUhty of design parameters and proper 2.20 compression web brad ng mot be Installed where shown if. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to haute stabwty during constnrction 2.Design assumes the top and bottom chords to be Iaterelly ho broad at DES BY: EE Is the responsibility of rine erector.Additional permanent bracing of T o.c.and at 117 o.c.respectively M unless and throughout their lengN by er r continuous ansuch as plywood sheathing(TC)and/or dtywaa(BC). f•late• - DATE . 9/5/2014 the COMM structure is the responsibility of the building designer. 3.2x impact bridgingdgingor lateral bracing required where shown++ aD tr 4.No bad should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON /41 SEQ. 6051192 fasteners are complete and et no time shoed any loads greater than 5.Design assumes trusses are to be used in a noncorrosive er vlromient TRANS I D: 407533 design loads be applied to any component S and d are dryrysc ori use. '�� A. 5.CompuTrus has no control over and assumes no responsibility for the necessary. supporta shown.Shim or wedge N 1 2.0. �$ fabrication,handing,shipment end installation of components. 7.Design assumes adequate drainage b provided. 41,e RR�t �„ 6.This design la furnished subject to the Irritations sol forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center r-1 1.. shed upon request es coincide WM joint center I IIIIII(III IH(IIIII I III ILII IIIc(III(III MiTekTA,CA nBCSI,copies of which will be Inc./CompuTru Software 8.6(1 L)-E to.Foorr basic connectorlate design values sae ESR-1311,ESR-1986(Wok)9.Digits Indicate size of to In inches. EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4a((DDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4'KDDF @18BTR SPACED 24.0. O.C. 2-3= -267)} 238 90 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3-4= 38 BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0' 0.0' 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) 0'- 0.0' -24/ 378V -93/ 250H 5.50' 0.61 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (PO) 5'- 9.2' 0/ 69V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -226/ 355V 0/ OH 1.50' 0.45 KDDF 625 M,M2OHS,MI8HS, 16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.8' -15/ 23V 0/ OH 1.50' 0.04 KDDF ( 6253 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net( psf) uplift at 24 "oc <pacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP QEFL = -0.003' @ -1'- 0.0' Allowed= 0,733' f MAX TC PANEL LL DEFL = 0.119' @ 2'- 11.7' Allowed = 0.481' i( MAX TC PANEL TL DEFL = 0.105' @ 2'- 11.7' Allowed = 0.722' MAX HORIZ. LL DEFL= -0.003" @ 8'- 4.1' MAX HORIZ. TL DEFL = -0.003' @ 8'- 4.1' 12 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 10.00 Design conforms to main windforce-resisting 7 ') system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), load duration factor=l.8 1 01 Truss designed for wind loads rn . in the plane of the truss only. C) 0 N 1\ O W co c O� 5►� O M-3x4 /- .1, ,1 y y 1-00 6-00 2-04-13 (PROVIDE FULL BEARING'Jts:2.5.3.4) JOB NAME: POLYGON 3-D NH - J7 Scale: 0.4230 �<0' PNFceS ` WARNINGS: GENERAL NOTES,unless otherwise noted: 4.1 41� /fair-�l�! 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 7 9�•PE �t Truss: J7 and Warnings before construction commences. bulking component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. 2.Icor ae ttion f themto ant Is the bottom dresponsibilityto o the building b mer. f 3.Additional temporary bracing to insure stability during constructionDesip DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'o.c.respectively unless braced throughout their length by a41,911.1rcontinuous sheathing such es plywood sheathIng( )and/or drywall(BC). ,,1'Im► DATE: 9/5/2014 Oro overall structure is the responsibility of the building designer. 3.2x I bridging or lateral bredrg required whereeshown*1- .-of CC 4.No ked should be applied to any component undid after as bracing and 4.1 ation of trues Is the responsibility of the respective contractor. "Sr OREGON 4, SEQ. : 6051193 fasteners are complete and at no time should any loads greater than 5.Designs assumes for d condition"are to beused in a non-corrosive emkonment, L 'f/ ND,1 A.„ design keds be no control on to over rand a sun 8.and necare assumes lug beading u e.supports shown.Shim or wedge N '(4 2p, A'T' TRANS ID: 407533 nt 5.Co Trus hes no cod of ovaabaaumxa norespceslbd yfa the sary. 41$111110.- 8. //-� QHS. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. -41$ *' 8.This design Is furnished subject to the Irritations sat forth by 8.Plates shall be located on both faces of truss,and placed so their centerTPr7 rl es of which we be urnished upon Nin IIIIaIIIIIIIIIIIIIIIIIII1IIIIIIIIIIIII MI-Fmk CA In 7.66(1L)-E request 10.F basiccoeectorplats coincide with joint esinvahaesseeEBR-1311,ESR-1988(MITek) 9.Digits inncate size of late In Inches. EXPIRES:12/31/2015 111111111N11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.3' IBC 2012 MAX MEMBER FORCES 4WR/DUF/Cq=1.00 TC: 2x4 KDDF it1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0))) 72 2.5=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0' 0.0. 2.3=(-3201 288 3-4=(-103 46 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 OL 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 -107/ 2858 5.50' 0.60 KDDF ( 625 Connector plate prefix desi nators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625 C,CN,C18,CN18 (or no prefix =CompuTrus, Inc 5'- 11.2' -250/ 380V 0/ OH 1.50' 0.49 KDDF 625 M,M20HS,M18HS,M16 = MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.3' -54/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND 2 Design checked far netts psi) uplift at 24 be spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed= 0.100' MAX TL CREEP DEFL = -0,003' @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.067' @ 3'- 4.9' Allowed = 0.481' tai MAX TC PANEL TL DEFL = -0.075' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.005' @ 9'- 6.5' MAX HORIZ. IL DEFL = -0.005' @ 9'- 6.5" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 Design conforms to main windfdree-resisting 10.00 V system and components and cladding criteria. Wind: 140 m hl h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i1 Trussoad ddesigneduration fforwind oeloads in the plane of the truss only. O K 0 N e0 0 m m viii 0 M-3x4 s- y y y .1- 1-00 1-00 6-00 3-07-04 IPRDVlpE FULL BEARING•Uta:2. 3.4I �e_ ,p PR Qj 6. JOB NAME: POLYGON 3-D NH - J8 5 fINE Scale: 0.3820 Zla� ��Q,A WQ WARNINGS: GENERAL NOTES,unless otherwise noted: ((��n p7' 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an Individual t $i-E r and Warnings before construction continences. building component Appliced8ly of design parameters end pro Truss: J S Incorporation of component Is the responsibility of me building mer. 2.h!compression web bred rig must be installed whero shover*, 2.Design assumes the lop end bottom chorda to be lateraay bread army 3.AddlBond temporary bracing to Insure stability during constnrction 7 o.c,and at 10'rota.respactWey urieu braced throughout their brglh by 410401-... DES. BY: EE Is are responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheethlrg(TC)and/or drywall(BC). /'`•'! Q DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ C 4.No load should be rippled to any component until after e9 bracing and 4.Insta8edon of buss Is the responsibility of the respective contractor. 4�'OREGONtis 44/ SEQ. : 60511 94 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses arelto be used Ina non-corrosive environment, 1 'If y 2�v. �A.. design bads be rippled to any component end are for'dry coeMPoon"of use. R / F, TRANS I D: 407 533 5.CompuTrus has no control over and assumes no responsib lily for the 6.Design assumes full bearing al all supports shown.Shim or wedge if Q 14 fabrication,handing,shipment end installation of components. 7,Design assumes adequate drainage is provided. '�} ��- V 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be locatedonboth feces of truss,and placed so their center CA in SCSI, es of which volli be 111111111111111 11111II M7��SA,lnc./CompuT Softw a 7.furnished 6(1L)-E 10.For basic connector plate deer Ines. signvalues see ESR-1311,ESR-1988 HwTeI4 9.Digits Indicate size of late In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TO: 2x4,KDOF M18BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2.6=(0) 0 BC: 2x4 KDOF 816BTR SPACED 24.0. 0.C. 2-3= -3751 304 3-4= -145) 57 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5= -58) 0 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0' 9.6' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -117/ 332H 5.50' 0.60 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF 1111 6251 M,M2OHS,M18HS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -258/ 391V 0/ OH 1.50' 0.50 KDDF 16251 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -131/ 196V 0/ OH 1.50' 0.25 KDDF + 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONQ 2 Design checked for net(-5 psi) uplift at 24 '00 spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTY. /- -, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL= -0.001' @ 10'- 9.6' Allowed = 0.080' MAX TL CREEP DEFL= -0.001' @ 10'- 9.6' Allowed= 0.107' i load durationtoMAX TC PANEL LL DEFL= 0.064' @ 3'- 4.9' Allowed= 0.481' MAX TC PANEL TL DEFL= -0.072' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.006' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.006' @ 9'- 11.2' 12 NOTE:Design assumes moisture content does not exceed 194 at time of manufacture. 10.0 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hl h=23.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-101(y Heights), Enclosed, Cat. , Exp. B, MWFRS(Olr), 0)o �' c, Truss designed for wind loads o at N in the plane of the truss only. 0 o4 6_. -/ i M-3x4 . ), . 1, 1-00 6-00 4-09-10 (PROVIDE FULL SEARING:Jts:2,6.3.4] (c. PROFfiss JOB NAME: POLYGON 3-D NH - J9 Scale: 0.3563 �� !�`(y,�yike / WARNINGS: GENERAL NOTES,unless othenvie noted: tip, 0 �� V' `n / C' 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown end IIand for anrIndividual 4 . -92 •PE Truss: J 9 end Warnings before construction commences. Incorporation component of component the pof poonssibit ign y m the buildi p designer. ,,, "ewe.' 2.2x4compression web bracing must be Installed where shown+. 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottvely u chords to be laterally braced at DES. BY• EE is the responsibility of the erector.Additional permamM bracing of 2'c.c.and at 1 d'o.c.respedWety unless braced throughout their length by .1esm".-- DATE• 9/5/2014 continuous act bridging or such as acing required ehwe re s and/or drywall BC). /-i l0 overall structure is the res sibmly of the builafrg designer. 3.2x I d bridging or lateral bracing where shown++ il0 4.No load should be applied to any component until alter an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40 SEQ. : 6051195 fasteners are complete and at no time should any Wads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4 Ij +. A design Weds he appled b arty uwmporroM. and are for'dry condition"of use. � �` V ��-+ TRANS I D: 407533 5.CompuTrus hes no w trot over and sasumes no responclba ly for the G.Design e ssumes full bearing at al supports shown.Shim or wedge if Q 14 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "Fp Ry t,-`+ e.This design Is furnished subject to the Imitations set forth by a.Plates shall be located size of pon both faces of truss,and placed so their center CA In SCSI, es of which will be furnished upon lines 1111110111111111111111111111111111111 III1`(III I1III ulu II I)I�11 II I III f II MTTPek USA,Inc./CompuTrus Software 7.6.6(1 L)-E request. late In inches. 0. with joint center Ines. 9.Fo basic its nedor1pleta design values see ESR-1311,ESR-19811(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by I' III PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4:KDDF#1&BTR LOAD DURATION INCREASE = 1,15 1-2= 0 72 2-6=(0) 0 BC: 2x4 KDDF #1&8TR SPACED 24.0" O.C. 2-3= -412 382 3-4= -193 141 TC LATERAL SUPPORT<= 12'0C. UON. LOADING 4-5= -55 30 BC LATERAL SUPPORT <= t2'0C. 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 HORZ BRG REQUIRED SRO AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 376V -134/ 357H 5.50' 0.80 KDDF ( 625) C,CN C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF 625 M,M26HS,M1BHS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -261/ 380V 0/ OH 1.50' 0.49 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -138/ 195V 0/ OH 1.50' 0,25 KDOF 625 12'- 0.0' -31/ 50V 0/ OH 1.50' 0.08 KDDF ((( 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (CONS. 3: Design checked for net(-s oaf) uplift at 24 "oc sp ing I I -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DUEL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DUEL = 0.067' @ 3'• 4.9' Allowed = 0.481' MAX TC PANEL TL DEFL= -0.075' 9 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL= -0.007' @ 11'- 11.2' MAX HORIZ. TL DUEL= -0.007' @ 11'- 11.2' 41 NOTE:Design assumes moisture content does not exceed 1991 at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.0D V Wind: 140 mphh=24.2ft, TCDL=4.2,BCDLe6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=1.8, Truss designed for wind loads cn o v in the plane of the truss only. Ci N f, O O M M-3x4 1-00 6-00 6-00 (PROVIDE FULL BEARING;Jts:2.6.3.4.51 JOB NAME: POLYGON 3-D NH - J10 PRpx4ss • Scale: 0.3223 � � �fl WARNINGS: GENERAL NOTES,unless otherwise noted: _ .+/// /7- y 1.Budder end erector'contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is ler an individual 4t. !92 e*P E 11--- Truss: J 1 0 and Warnings before construction commences. building component Appacabtaty of design parameters and proper 2.294 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building designer. j,. / 3.Additional temporary bracing to insure stability dosing construction 2.Design assumes the top and bottom lords to be laterally braced at /� DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'c.c.respectively unless braced throughout their length by A►r/ DATE: 9/5/2014 continuous sheathing such as plywood sheath here)andbr drywaa(8C). `'re the overall structure is the responsibmty of the budding designer. 3,2x Immppact bridging or lateral bracing required where shown++ r 4.No load should be applied to any component until alter lig bracing and 4.Installation of truss is the responsibility of bre respective contractor. A.OREGON E/j SEQ. : 6051196 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �/.„ design bads be spored to any component. end are for"dry condltlon"of use. / .��. O TRANS I Q: 407533 5.CompuTnn has no control over and assumes no responsibility for the 8.Design assumes and bearing at lir supports shown.Shim or wedge N O 14 2 '1' fabdcation,handing,shipment and Installation of components. 7.Design sumes adequate drainage is provided. IA- 6.This design Is furnished subject to the Imitations set forth by e.Plates shall be located pooneboth faces of truss,and placed so their center A. y'1' 1111111111111111111111111111111111111111 M e SA,lnTPI/WICA In CcJCmpu7rus Software 7.6.6(10-E requesties of which win be furnished upon 10.Forbask connector plata design values see ESR-1311,ESR-1988(Wei() lines coincide with joint center lines. 9.Digits indicate size of In inches. EXPIRES:12/31/2015 111111 011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4iKDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF 11168TR SPACED 24,0' O.C. 2.3=(-74) 28 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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' -91/ 441V -12/ 79H 5.50' 0.71 HOOF ( 625) 3'- 3.2' -71 40V 0/ OH 5.50' 0.06 HOOF { 625 Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 3'- 6.0' -37/ 87V 0/ OH 1.50' 0.14 HOOF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r", • I' 'r r . . '• - r' BVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSf LIVE LOAD. TOP MAX LL DEFL= 0.019' @ -1'- 8.0' Allowed= 0.187' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.021' @ -1'- 8.0' Allowed= 0.222' 12 MAX BC PANEL LL DEFL = 0.009' @ 1'- 7.6' Allowed = 0.129' 6.00 D MAX BC PANEL TL DEFL = -0.008' @ 1'- 9.0' Allowed= 0.172' MAX HORIZ. LL DEFL= -0.000' @ 9'- 5.2' MAX HORIZ. TL DEFL= -0.000' @ 3'- 5.2' NOTE:Design assumes moisture content does /- -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), elload duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c wlN O N el o/- 2�� 4I�I M-3x4 A- y y 1-08 3-06 �0 PRQ JOB NAME: POLYGON 3-0 NH - P1 < try si Scale: 0.7235 � �`�15�1� O� WARNINGS: - GENERAL NOTES,unless otherwise rested: ., +r P 9 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual 't .ed 0 92E r Truss: P 1 and Warnings before construction commences. building component Amicability of design parameters and proper C''', 2.2x4 compression web bracing must be installed where shover+. incorporation of component Is the responsiblity ate buildingdesigner. 3Addltlonel temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE .is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,,--...c.` w DATE: 9/5/2014 the overall structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required votive shown++ 'IS Q 4SEQ. : 6051197 .No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor- OREGON fasteners are complete and at no ems should any loads greater than 5.Design assumes trusses are to be used inc non-corrosive environment, TRANS I D: 407 533 �f � <� .�� design bads be appied to any component and aro ler"dry condition"of use. f/� -T:Y ZQ -�. 5.CornpuTrus has no control over and assumes no responsibmty for the 6.DesIgn assumes full bearing at all supports shown•Shim or wedge If 14 P fabrication,handing,shipment and Installation of components. Design ".R n y- nor 7.Design assumesladequate faces drainage Is provided. r'f t-1 8.Tile design Is furnished subject to the imitations set forth by 8.Plates shell be bothlocatedpoonnsfaces of truss,and placed so their center TINNifiCA In BCSI,copies of which WU be request lines coindde with joint center lines. IIIIII IIII Illll IIIII IIIc III IIII IIII IIII M ek USA,InciCompuT Softw a 76furnished 6 1L)-EE 19.Digits Indicate size of0.For basic connector p(etediesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111101 NII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7' IBC 2012 MAX MEMBER FORCES 4WR/0OF/Cq=1.00 IC: 2x4'KDDF M15BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2-4=(0) 0 BC: 204 KDDF M13BTR SPACED 24.0' O.C. 2.3=(-69) 26 TC LATERAL SUPPORT<= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES OVERHANGS: 20.0° 0.0' TOTAL LOAD= 42.0 PSF O'- 0.0' -132/ 478V -12/ 82H 5.50' 0.77 KDDF ( 625) 1'- 9.2' -86/ 45V 0/ OH 5.50' 0.07 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.7' -36/ 77V 0/ OH 1.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL a r • r, REQUIREMENTS OF 18C 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' @ -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' 12 MAX TC PANEL LL DEFL = 0.004' @ 1'- 5.5' Allowed = 0.204' MAX TC PANEL TL DEFL = 0.004' @ I'- 4.3' Allowed = 0.906' 6.00 MAX HORIZ. LL DEFL = -0.000' @ 3'- 2.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 2.9' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 11t40 mph, h=20ft, TOOL=4.2,BCDL=6.0, ASCE 7-10,�' load Heights),duration fEnclos'd, Cat.2, Exp.B, MWFRS(Dir), CD Truss designed for wind loads in the plane of the truss only. 0 a (NI N O) O N el O111111111111111 O� 21EBM 41�� M-3x4 l 1, .1 y 1-08 2-00 1-03-11 [PROVIDE FULL BEARING:Jts:2.4,3[ PROp 1W3 e JOB NAME: POLYGON 3-D NH - SJI w s� Scale: 0.7307 X15/), ©? WARNINGS: GENERAL NOTES,unless otherwise noted: 7' 1.Butder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual - 92*S PE 1-- Truss: SJ 1 and Warnings before construction commences. building reoompon o eontt pent fb lity of des sntes m m a rprre per 2.2s4 compression wets bredng must be hutated where shown 4, Inco2.Desig assumes the top and bottom chords to be laterally braced at DES. BY: EE 3.Additional temporary bredng to Insure stability during construction z o c.and a 10.o o.respectively unless braced throughout their lengthagiwlengthtry is the responsibility of the erector.Additional permanent bredrg of continuous sheathing such as plywoodsheathig(TC)andlordrywat(BC). �.,,,,,,Aper0.41.5.1F- SEQ. DATE: 9/5/2014 the overall structure s the responsibility of the bulking designer. 3.20 Impact badging or lateral braving required where shown+= 4 Q 4.No loadto should be appliedcoy component until eller at bracing and 4.Installation eftruss Is the responsibility of the respective contractor. /�OREGON S E Q. : 6051198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment �L, "y 1,,,„ v( design beds be applied to any component. 6.Design assureand are for rs full bearing a a9 supports shown.Stam or wedge N ,� 14 �'� TRANS I d: 407533 5.CompuTrus has no control over end assumes no responsibility for the ...eery. V fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage b ded. 'li 'R R 4LL 5.This design N furnished subject to the Irritations set forth by 8.Plates shat be located on both faces of truss,and placed so their center 11111111131111111111 TPlnnrrca In BCSI,copies of which wit be famished upon request 9 Digits Indicate sip Joint ate in Inches. MiTekUSA,inc./CompuTrusSoftware7.6.6(1L)E 10.For basic connector plate design values eeeESR-1311,ESR-1988(Web) EXPIRES:12/3112015 11111IIIII This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 84 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2-3=1.137) 59 3-4=( 56 26 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF HL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0' 0.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -97/ 466V -25/ 134H 5.50' 0.75 KDOF 625 Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 1'- 9.2' -98/ 51V 0/ OH 5.50' 0.08 KDOF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 3'- 2.9' -108/ 233V 0/ OH 1.50' 0.30 KDDF 625 M,M2OHS,1118HS,M16=MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7.7' -43/ 95V 0/ OH 1.50' 0.15 KDDF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IDQND. 2: Design checked for Hilt( ,5 pat) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019' @ -1'- 8.0' Allowed= 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed= 0.222' MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed= 0.054' MAX BC PANEL TL DEFL = 0.003' 8 1'- 0.1' Allowed= 0.072' MAX HORIZ. LL DEFL= -0.001' @ 6'- 6.9' MAX HORIZ. TL DEFL= -0.001' @ 6'- 6.9' 12 6.00 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. I �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 CD Truss designed for wind loads in the plane of the truss only. s N OD O u7 N mi O 4 co -f- 4 51111111111 c3 2► 5► 1 M-3x4 y y y y 1-08 2-00 4-07-11 (PROVIDE FULL BEARING;Jts:2.5,3.41 ��. .O PROP. JOB NAME: POLYGON 3-D NH - SJ2 �N Scale: 0.5809 - � � 5�l?, Q� WARNINGS: GENERAL NOTES,unless otherwise noted: I.Budder end erection contractor should he advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 '92t/PE c Truss: SJ2 and ompregs before construction commences. buiairg component.component I irny of design parameters and proper � ' 2.2x4 compression web bracing must be installed where shown+. incorDesign assumes a component is the responsibilityrtoW the building dadgner. /! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bolters sherds m be throuaterallyghout braced at DES. BY: EE b ibe responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10'o.n.such es unless braced throughout their length by �. DATE: 9/5/2014 continuous sheathing such es plywood sheathing(TC)and/or drywall(13C). !"v'_ the overall structure is the responsibility of the building designer. 3.28 Immppeedd bridging or lateral bracing required where shown++ •® f�,' 4.No load should be applied to any component until alter all bradng and 4.Installation Oboes is the responsibility of the respective contractor. 7 OREGON tl/ SEQ. : 6051199 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, 1 '<� design beds be appied m linty component 8,aDeesind gn condition" bearing at all supports shown.Shim or wedge if 7e •7 14 ' Q: TRANS I D: 407533 5.CortywTrus has no control war all assumes no responsibility for the necessary. V�j Q> fabrication.handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "+ RIO- S.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces ofrussh ,and placed so their center - TPI DA SCSI,copies of which will be furnished upo coincide vdth Joint I IIII IIII VIII VIII VIII IIIN IIIA 11111HM78k USA'nlnG/CompuTrus SgNw 8 7,g 6(1 n equest 10.Forlines asic connector ale design values see ESR-1311,ESR-1988(MITek) ter Ines. 9.Digits Indicate size of to In Inches. EXPIRES:12/31/2015 1E1411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 84 2-6=(0) 0 BC: 2x4 KOOF #1&BTR SPACED 24.0" O.C. 2-3= -194) 91 3-4= -133 57 TC LATERAL SUPPORT <= 12°OC. UON. LOADING 4-5= -58) 27 BC LATERAL SUPPORT <= 12'0C. UON. Ll( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 20.0' 0.0' TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 0'- 0.0' -69/ 471V -38/ 186H 5.50' 0.75 KDDF ( 625` C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 1'- 9.2' -93/ 50V 0/ OH 5.50' 0.08 ODE 625 I M,M2OHS,M18HS,M16=MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9' -91/ 196V 0/ OH 1.50' 0.25 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. 6'- 6.9' -1171 252V 0/ OH 1.50' 0.32 KDDF 625 9'. 11.7' -41/ 88V 0/ OH 1.50' 0.14 )(ODE ( 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf( uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.019' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL= -0.021' @ -1'- 8.0' Allowed = 0,222' MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.5' Allowed = 0.204' MAX TC PANEL TL DEFL = -0.004' @ 1'- 5.5' Allowed = 0.306' MAX HORIZ. LL DEFL = .0.002' @ 9'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 9'- 10.9' f-- -, OEDceiegn 19:s suametimoiof uranucfnacenut ed. oes r 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads l0( O in the plane of the truss only. N V O LL7 O to th r'/- MI- O� 2 O M-3x4 1,- ,I, y J. y 1-08 2-00 7-11-11 1PROVIDE FULL BEARING:Jts:2,6,3,4,5( � � PROFFtS JOB NAME: POLYGON 3-D NH - SJ3 Scale: 0.4335 `c� iNj/E1j/}"�'� sip WARNINGS: GENERAL NOTES,unless otherwise noted: 4L� v'ry'5• '-•c - -.. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �' 72 e 0 P E r Truss: SJ 3 and Warnings before construction commences. building component Appacatdtty of design parameters and proper 2.2x4 compression web bracing must be Inshfed where shown+. Incorporation of component is the responsibility of the build)designer. ;+„/'' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom shoots to be aterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'0.c.and at 10'o.a such a respectively unless braced throughout their length). 460010' continuous sheathing such as plywood sheathing(TC)and/or dnywati(BC). �'� DATE: 9/5/2014 the overaB structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr r� 4No load should be applied to any component until alter all bracing end 4.Installation of truss Is the responsINIty of the respective contractor. OREGSEQ. N <C/ S E Q. : 6051200 fasteners are complete and at no time should. any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment yj.. '�1 1v A. design loads be applied to any component a�are fa"dry txxWNan'of nae. P 2,Q ., TRANS I D: 407533 5.CompuTw has no control over and assumes no responsibil ty for the 6. s assumes fug beating at ed supports shown.Shim or wedge If 4. ©J�,� 14tf P fabrication,handing,shipment and instafedon of components. 7.Design assumes adequate drainage is provided. '�R 1l IO. v 8.This design Is furnished subject to the Irritations set forth by 8.Plates shall be locatedyon both faces of rutr ss,and placed so their center es of which will be lines coindde with joint 11111111111311111111101111 MiT�e 6A If1C/CompuTfu8 Software 7.6s request 09.Digits.For ba indicate connector pate din eslgriin values gee EBR-1311.ESR-1988 9IATelg . EXPIRES:12/31/2015 NMI NM miii. APR 12 2016 MiTek® K- r r., i • 1,' 'C i--‘t MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 4-1 21_UP Fax 916/676-1909 3D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832602 thru R41832612 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 00 P R 0 Fes cC 9 87022PE -4,,, OREGON.).... Qo ...,.‘41?. `" A. Her, EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. mit MiTek° MiTek USA, inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-121 UP Fax 916/676-1909 3D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832602 thru R41832612 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. X05 o.WAs '?4, f 40,49639 Ykk, Q April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. kre Job Truss Truss Type Qty Ply 30 R41832602 PL14-121_UP F01 Floor 17 1 Job Reference(ootional) Pacific Lumber&Truss Co. Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:54 2014 Page 1 ID:S�"yrD gg D?CTgSFZSjSNcS1 ttIDzR3XvtijDAkdT?Wg1 gR6Aiu2whgSrzPLaeplNpCinHGIzOQRB 1 2-6-0 1 r'— s'1 1 1-2-0 i 1 0-11-2 i Scale=1:32.8 1.5x3 II 3x8= '1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 8 7 8 10 • i' : -- 17 I t� a // r...... ..........44 .7.. •/_18 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 11 1.5x3 II 3x8= 3x4 = 12-6-2 I 11-4-2 1r 11.21 I 18.9-17 1 11-4-2 b-7-0 D-7-0 6-x-10 Plate Offsets(XX): 16:0-1-8,Edgel.(7:D-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress'nor YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ^tONIO 1 TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-368910,6-7=-3386/0,7-8=2944/0,8-9=-2944/0 BOT CHORD 16.17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 0SXjaxfh_ +' WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5 15 -281/0,6-15=-62/602,9-11=-1916/0,9-12=0/1262, (,r t /-.der ''YQ NIti 7-12=-756/0 ,61,1!' 4)6 C5 " ,4C% NOTES Cy % 1)Unbalanced floor live loads have been considered for this design. te' 1 2)Refer to girder(s)for truss to truss connections. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A49639 '0: 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 3 A x + be attached to walls at their outer ends or restrained by other means. rr �1 LOAD CASE(S) Standard SION-AL ' "�,c0) PRQx6, 2 87022PE t- / y(P >" w-° OAEGO c, �C� �SER 1� ��O A. HRS . EXPIRES:0 0/2015. April 22,2014 4 8 Q WARNING-Vet;'}design paraullter5 and READ WITS ON MIS ANC P&Tt8IED HUM REF'EEEPCF PAGE 1411.7473 res 1/29/20188fFO.4El ! Design valid for use only with Wick connectors.This design Is based only upon parameters shown,and is for an individual building component. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilitty of the •T {� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardng Mr ek - fabrication,quality control,storage,derwery,erection and bracing,consult ANSI/T911 Quality Criteria,051-89 and SCSI bundled Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Rote Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 it'Sosrttsrm Pine(Mtn lumbar issts•c5ed,the design values axa..tfiasa effective 06f03(2013 by AMSC IN Job Truss Truss Type Qty Ply 30 R41832603 P114-121_UP F02 FLOOR 5 1 Job Reference tgptionail Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MRek Industries,Inc.Mon Apr 21 15:41:56 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-Z6Kw9JVF2RIOhOK40Ty9vUd.ZBPkHlx6f000KAzOQR9 I 2-8-0 i 1-9-8 i 1 1-2-0 ii 1-6-0 ii 1-1-12 1 I. 2-5-8 1 1-2-0 ii 2-0-8 ._ i. 1-4-0 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x8= 1,5x3 11 3x8 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 e_ • e er e 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 I I 3x8= 3x6 = 12-7-4 1 1 9-1-12 I 11-5.4y-0-4 I 11-4-17 I 21-5-11 I 8-0.12 2-9-8 t-7-00.7-0 4-9-6 4-1-0 Plate Offsets(XV): 14:0-1-8,Edoel.f7:0-1-8,Edael.f16:0-1-8,Edoel,f22:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0,09 22-23 >999 360 BCLL 0.0 Rep Stress Inca' YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC201 2/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-7-0,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) '7 ONI 44, FORCES (Ib)-Max.Comp,/Max.Ten,-All forces 250(Ib)or less except when shown. O% ,. WASE TOP CHORD 2-0=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=468/0,8-9=468/0, �f 9-10=0/571,10-11=0/571,11-12=0/566 f0,' , .. BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, co / 'L -- 15-16=-22/297,14-15=-286/61 �j`. WEBS 6-19=-504/0,2-23=-705/0,4-20-540/0,7-19=-642/0,9-15=-821/0,12-14=-66/308, 4 • 12-15=-457/0,6-20=0/535 :` f NOTES �4 49639 4009 Ai 1)Unbalanced floor live loads have been considered for this design. �'ZP CISTE�' G. 2)All plates are 3x4 MT20 unless otherwise indicated. - '94 10'' 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbadrs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to atD P ROp . be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. �NGI ��F LOAD CASE(S) Standard 870 2PE �'y ,0j OREGO, -/(741\10 Cls A. H'ERN EXPIRES:06/30/2015 April 22,2014 t , A iyARAiMMI-Vergy design parameters and READ 803TS OW THIS AND/ 2l/OED A4I7ERREFEREACE PAGE ARI 7473 me Jf23/26iBBgZiREUSE • Design valid for use only with MOek connectors.This design Is based only upon parameters shown,and is for an indv dual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral supportofindividual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the - . ® s -_ - -erector.Additional permanent bracing of the overall structure is the responsbiily of the butding designer.For general guidance regarding - - • fabrication.quality control,storage,derrvery.erection and bracing,consult ANSI/TPI1 Gustily Criteria,DSB-89 and 8051 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 IfSautha ePlate f5P)Welber desigts values eratheta effective 06/02/2023 by AkSC Pr Job Truss Truss Type Qty Ply 30 R41832604 PL14-121_UP F03 Floor 5 1 Job Reference(optional) I Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MITek Industries,Inc.Mon Apr 21 15:41:57 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-21ulMfVupIQFIZvHZATOR4TWSYngOmzFug?xidzOQRB 2-5-4 11 1-2-0 1 1 2-0-8 I 2-6-0 1 1 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 i i 1 2 3 4 5 6 7 • Y a • a I rN e • • L. 1 11 10 8 3x4= 1.5x3 II 3x4= 3x8= 354= 3-11-12 I 2-84 j 3-3-4 1310.4 8-7-17 e-p-�r 12-9-0 I 2-e-4 9-7-0 o-7-0 0-11-S 4.9-0 O-Y-b 3-11-12 Plate Offsets(XX): 12:0-1-8,Edl1el,(10:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(PL) 0.01 9 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-86(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) • olONIO 44, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. (Q&�Q-VJAB$ y, tfr TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 (, �.f ,44' `y, BOT CHORD 11-12=01565,10-11=0/565,9-10=0/370 ,r„$ ,E : O� vs WEBS 2-12=610/0,4-9=841/0,6-8=123/255,6-9=-444/0 N NOTES 1)Unbalanced floor live loads have been considered for this design. ,:47r „, 2)Refer to girder(s)for truss to truss connections. '0 .4y 4963 Q7 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. Q 'IIS 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 4'.4),V 0 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 40NAL 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard `5��¢ G�� Fps. •� 87022PE �� CP 04 N Y �etj, OAEG•.N rl° 4 i '5>0 :41SERN .4k-\ EXPIRES:06/3012015 j April 22,2014 I QWftJ1NIM3-Ver:fydesign paraaeersInd READ P IES ONTHISAND IM2t}LEDNIFEKREFERENCE PAGE NIL 7473it.s1,/25/2014DEOREL8E mil• Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component S responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure Stability during construction Is the responsibility of the ■t''11"®1." erector.Additional permanent bracing of the overall structure is the responsibility of the-buIlding designer.For general guidance regarding MY� Il fabrication,quoin),control,storage,delivery,erection and bracing,consult ANSI/T111 Qualify Criteria,0SS-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety fSwshem Pineavailabletber1s>N>.c�'d,the Institute. .reLee ihee4reeSufrom Truss ite e00/00Alexandria,oyAtt22314.4 . Carus Heights,CA,951310 I Job Truss Truss Type Qty Ply 30 R41832605 PL14-121_UP F04 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:58 2014 Page 1 ID:SygD?CTgSFZS)SNcS1 ttlDzR3Xv-VWSga?NWa3Y6wjU17u_d_I0i3y711Em06KIUP3z0QR7 I 1-9-0 I I 1-8-4 I I 2-4-12 I i 1-2-0 1 1 1-4-4 I 1-3-0 1 Scale=1:21.0 1.5x3 II 3x4 = 1.5x3 II 3x6= 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 — 440140101441444414 _ 7..._ II • • ..-^rir-NI- —o- e e 9 • e e 14 13 * 11 10 9 3x4= 3x5= 3x6= 1.5x3 II 3x4= 3x4= I 5-2-0 1 12-0-12 I 5-2-0 6-10-12 Plate Offsets(X,Y): 15:0-1-8,Edae1,(10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:12-13. REACTIONS (lb/size) 14=200/Mechanical,12=588/0-5-8 (min.0-1-8),9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) 1ONIO ite FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/20,3-4=-285/20,5-6=-390/0,6-7=-390/043 ��V,r t' BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 Cs WEBS 4-12=-387/0,2-14=-328/0,5-12=541/0,4-13=0/368,7-9-351/0 � NOTES i ., 1)Unbalanced floor live loads have been considered for this design. 4 2)Refer to girder(s)for truss to truss connections. i'r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1j 49639 0 ( 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (,)k "t+..tojS ,.44,, be attached to walls at their outer ends or restrained by other means. 5V 5)CAUTION,Do not erect truss backwards. 4:9j`jNA1-+ � LOAD CASE(S) Standard <C ,k\EO PRQFe co, 87022PE ' >" 7 ^2 ,OREG•N 2a On S & Ha8ER 4t m-- EXPIRES:06/30/2015 April 22,2014 4 t A ID4RNIMS.Vrdfdvuigu paaseserers surf READ MILES ON IS AND MIXED MIRK REFERENCE EASExKf7473rex1/Zs/261a9H3krEt/ Design valid for use only with M7ek connectors.This design Is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown --is forlaterotsupport of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiipty of the + +`T erector.-Additional permonent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ^ - Milia IC fabrication.quality control storage,delivery,erection and bracing,consult ANSI/Tell Qualify Criteria,056-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely� oavailable from Truss fu4 Citrus Heights,CA,95810PiWIvis .4lredm��Yeeffective0001/2013 by AL r Job Truss Truss Type Qty Ply 3D R41832606 PL14-121_UP F05 FLOOR 4 1 .Job Refffmattotionali Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc Mon Apr 21 15:41:59 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-_h02nLX8KIVIgzYt3thbVsXVZoIMMD UehYL_U2xVzOQR6 i 23-12 1 1 1-23 I I 1-0-0 t 2-6-0 I Scale=1:21.5 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 • e ,/ %°141/%% % 000 .° 4%%4%% %14,14 ... Ike e 0 C. 12 11 10 9 8 3x4= 1.5x3 I i 3x4= 3x8= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edoel.I1 O:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. �1�QI1T{) j, TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=1646/0 Y,T �i�4 + BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 Q� (a �yyy,,, WEBS 3-10=0/263,2-12=-1310/0,6-8=1198/0,6-9=0/579,4-10=-545/0 Cf �/ 'i w NOTES 1)Unbalanced floor live loads have been considered for this design. /• ` 2)Refer to girder(s)for truss to truss connections. Jp,o'` 3)This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4.r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ' vii4174k" be attached to walls at their outer ends or restrained by other means. 0,k itts LOAD CASE(S) Standard - .10Nri, ' p, .D PROpe ,`g 4N�I� �9.% Ac 87022PE -17> / y �A OREGO ,,z.�LN EXPIRES:06/3012015 April 22,2014 4 p A WARN1I I•Yes 71r design parameters sod READ M IES ON 17ES AND DOMED MITER REFERENCE PAGE rtf7-1413 mg 1,12 9/202 8 85•ORE7f ith. Design valid for use only with Meek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicablfsty of design parameters and proper Incorporation of component is responsiblity of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responsibltity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPG Qualify Crlieda,DSP-99 and SCSI luliding Component 7777 Greenback Lane,Suile 109 Safely information ae isapfromifledPlate nIs 4 tsigovaaluesa Lee Suite0001/2011 1/ by 22314.LSCitrus Heights,CA,95610 1 Job Truss Truss Type Qty Ply 3D R41832807 PL14-121_UP F07 Floor 6 1 Job Reference(ix/Ilona') Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 0 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:00 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 OIDzR3Xv-StaR?hYm5gog91 esFJ053j51 emmFD7ehaeEbTx¢OOR5 I 2S0 1 1-9-8 1 1 1-2-0 11 1-34 1 1-6-0 I 1 2-5-8 1 1 1-2-0 1 1 1-11-9 I Scale=1:25.7 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 8 7 8 9 • -- - -41111/ dlI/4444Ne.. PI :111111 HI ill illtill• 1-- e e e • e e e " 16 15 14 F/ 12 11 3x8= 1.5x3 II 1.5x3 II 1 4-6-8 1 5-1-8 15-8-8 1 8-8-12 1 11-5-4 112-04112-7.4 i 14-9-4 I 4-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets X : :0-1-8 Ed!e ::0.1-8 Ed.a 14:0-1-8 Ed.- 15:0- -8 Ed.e LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 023 Horz(TL) 0.01 10 nia n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:67 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=357/Mechanical,13=706/0-3-8 (min.0-1-8),10=225/0-2-4 (min.0-1-8) Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • 'VONIO 1'4. TOP CHORD 2-3=740/0,3-4=740/0,4-5=-740/0,7-8=-324/0 BJ 0V WAS144; BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 i..4;J - ; Gs WEBS 2-16=-729/0,5-13=-594/0,5-14=0/446,7-13=-499/0,8-10=-364/0 / - d NOTES Z? f 1)Unbalanced floor live loads have been considered for this design. 4 ,r 2)All plates are 3x4 MT20 unless otherwise Indicated, a" )' 3)Refer to girder(s)for truss to truss connections. 5a1 49639' �� 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. (2.,, Z'L?IST 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to S'jONAL 11 be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �c�'tD PRQOpp, r87022E N (V .5. 0'<j, OREG .40 sa 1'00 BER A\ A. NEIN EXPIRES:06/30/2015 April 22,2014 4 r 0 KARMMX.r-Verity design parameters and READ ICTESOHMS AND DUMB WIER'REFERENCE PAGE MUE7473rea11.fZIa4'WORE USE Design valid for use only with Mirek connectors.This design Is based only upon parameters showand is for an individual building component. n, Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown .- ,. is for lateral support of individual web members only.Additional temporary bracing to insure stability during:,conshuction-s-the responsibllliy of the- erector.Additional permanent bracing of the overall structure is the responsibility of the butding designer:For general guidance regarding MiTele • fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Qualify Criteria,DSI-89 and ICSI Building Component 7777 Greenback Lane,Suite 109 Sa�oSo Southern€ie 1St*vtumbec is specified.tithedesign•7vatues are theca Suelecthre 06/01/2013 WAL54:4 Citrus Heights,CA,95810 Pr Job Truss Truss Type Qty Ply 3D I R41832608 PL14-121 UP F08 Floor 2 1 Job Reference lootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7510 s Jan 13 2014 With Industries,Inc.Mon Apr 21 15:42:01 2014 Page 1 ID:SygD?CTgSFZSISNcS1ttIDzR3Xv-w48pCOYOs whnBD2o0YKcwe9A9z3yTvrplz900zOQR4 I 2-6-0 I 1 1.0-10 1 f 1-2-0 110.11-2 1 Scale=1:33.2 1.5x3 II 3x8 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 8 7 8 9 10 40 00,0 1:t s v e a e 1' 18 15 14 13 12 3x4 = 3x8= 3x8= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-0-10 I 11-8-10 1F-1-101 I 19-0-4 I 11.6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edget.[7:0.1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Ina- YES WB 0.67 Horz(TL) 0.07 11 n/a n/0 BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/04-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. VONIO lib,. TOP CHORD 2-3=3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 Q& fl Was WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5.15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, {/ "Y 7-12-786/0 1/'-', �� lc NOTES / 1)Unbalanced floor live loads have been considered for this design. \ 2)Provide mechanical connection(by others)of truss to bearing plate at joints)17. .'r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0649639 �, 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (Fck Is ' be attached to walls at their outer ends or restrained by other means. ,(D ZONALG LOAD CASE(S) Standard 0) PROFF�, Co, NAGINE 6> 87022PE r- // (1 • >N - -5, OREGO 15.341 ds A. � EXPIRES:06/30/2015 April 22,2014 1 • ®WlRNI/S-Ver,7pdxslyaparameters sad READ►rGIESOI/MIS AND IM1(8EOH KREF.rREM.EPAGEN71-/473meSl29/2614BLzi3REt:SE �" Design valid for use only with MTek connectors.This design k based only upon parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing-to insure stability during construction is the responsibliity of the ■s{�Te IC ---- erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding ,1 - - - fabrication,quality contml,storage,derrvery,erection and bracing,consult ANSI/7111 Quality Criteria,DS11-89 and SCSI BuSding Component 7777 Greenback Lane,Suite 109 Safety ISBot tehrFirm(SP).tvmhaxifrom Plate.rrhr design. 7iialues ate theta eatectiva D6fal/2Gi3 byA SG 4. Citrus Heights,CA,95610 14 Job Truss Truss Type Oty Ply 3D 841832809 PL14-121_UP F09 Floor 3 1 Job Reference(potionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:02 2014 Page 1 ID:SygD?CTriSFZSjSNcS1 ttlDzR3Xv-OGIBQMZDdH2YPLnEMj3Z88BKvZJHMv8_1 yjYoROQR3 I Y-S-0 I 1 1-0-14 1 1 1-2-0 110-11.2 1 Seale=1:33,2 1.5x3 I I 3x6 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x6 = 1.5x3 II 1 2 3 4 5 8 7 8 9 10 N 1r 44 v / / 1:74 ►• v • e // •`` \ e a s 1 16 15 14 13 12 3x4= 3x8= 3x6= 1,5x3 II 1.5x3 I I 3x8= 3x4= 12-8-14 1 11-k-14 t2-1-141 1 19-0-5 I 11-6-14 0-7-0 0-7-0 9-3-10 Plate Offsets(X,Y): f6:0-1-8.Edael.(7:0-1-8,Edge1 LOADING(pst) SPACING 1-7-3 CSI DEFL in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BOLL 0.0 Rep Stress!nor YES WB 0.67 Horz(TL) 0.07 11 n/a n/0- BC DL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-44 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. y'ONIO TOP CHORD 2-3=3025/0,3-4=-3025/0,4-5=-3791/0,5-6=-3791/0,6-7=-3457/0,7-8=-2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-15=0/3661,1415=0/3457,13-14=0/3457,12-13=0/3457 11-12=0/1800 OS VWAS 6 WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=-25/297,5-15..265/0,6-15=-69/600,9-11=1943/0,9-12=0/1287, Cr Q 0 let. 7-12=-789/0 NOTES / - 1)Unbalanced floor live loads have been considered for this design. . 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. rt$ 4 r , 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 4)Recommend 2x8 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0Q��t. 496 be attached to walls at their outer ends or restrained by other means. G 'IONA : LOAD CASE(S) Standard ��v,EO PRQp -$INE .,1 % 870 2PE 0. �t' - �-0 OREG N ry© I '90 SER \� P - A H ; EXPIRES:06/30/2015 April 22,2014 4 r 0 ttAMIM3..Vectfydesiygn parame ifs s 0-READ?ta7E5 ON THIS AMD MUSED HI7E(REFERENCE UM HII.7413 rex 1/29120UUBE4IREUSE Design valid for use only with MIrek connectors.This design is based only upon parameters shown,and is for on individual building component. , Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing.tolnscre stability during construction isthe responsibility of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,035.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 atnat )vamil Plate t,SuAlexandria,VA Canis Heights,CA.95610 Safety lumber is ed. ewcgwwiasare8active002olo yAC ii Job Truss Truss Type Qty Ply 3D R41832810 PL14-121_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:03 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-sSFZdiaeObAPOUMOwRaohljY2zoGQPiBGcSF4GzOQR2 1 1-2-4 1 1 1-2-12 1 2-6-0 I 1 1-2-0 1 I 1-3-0 I 1-8-0 1 Scale=1:21.2 1.553 II 3x6= 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 H I 1 2 3 4 5 6 7 8 • • ^ N e e e :I] e ° 14 12 11 10 3x4= 358= 3x8= 1.5x3 II 3x4= 3x4= I 1-5-4 I 8-0-8 i_8.7-8 19-2-8 1 12-2-8 I 1-5-4 6-7-4 0-7-0 0-7-0 30A Plate Offsets(X,Y): f5:0-1-8,Edge1.(10:0-1-8,Edgel LOADING(pat) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 022 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=-585/Mechanical,13=1259/0-5-8 (min.0-1-8),9=388/0-3-4 (min.0-1-8) Max Uplift14= (LC 4) � IO Max Gray13=1259(LC 1),9=388(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0 OY TOP CHORD 2-3=0/824,3-4-647/0,4-5=-647/0,5-6=-791/0,6-7=-791/0 IJ / f^�,* i1� BOT CHORD 13-14=-824/0,11-12=0/791,10-11=0/791,9.10=0/494 WEBS 2-13=-738/0,2-14=0/1034,3-12°0/892,3-134-815/0,7-9=-594/0,7 10 0/389 f` ..i.. % l • NOTES ;P 1)Unbalanced floor live loads have been considered for this design. :'t rd 2)Refer to girder(s)for truss to truss connections. 4963949 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=628. fQ 4)This truss is designed in accordance with the 2012 International Building Code section 7308.1 and referenced standard ANSI/TPI 1. 0tS�QNAL+ GIs Tb.. 4: ..34 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� be attached to walls at their outer ends or restrained by other means. , 6)CAUTION,Do not erect truss backwards. G LOAD CASE(S) Standard �` D PROPeo- .404 olG l NEk- �© 87022PE —;$. ,c,.. 42 / to 7 `�Aj °REGO, tiQ�w —,13 BER 4+. _.,,A,..,, .SA^ HE'S EXPIRES:06/30/2015 April 22,2014 4 Q WARNLic-Verity dcsir parameters sad READ WITS CH M'S AND&1iYrED HIIEK REFEREha PAGE Ha 7473 res 1/19/2O148g0RE1AE IT Design valid for use only with MiTek connectors.This design Is based arty upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only:-Additional temporory,b acing.to Insure stability during construction is the responsibillity of the a�'r��^ - a erector.Additional permanent bracing-of the overall structure Is the responsibility of the building designer.For general guidance regarding BPIY �. fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/WP11 Quality Cr tecta,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safetylavailable from Truss oN.Lee Street.Suite 22314. Citrus Heights,CA,95810 If So;tam Pine lumbar isspasded.tha dastgn Woes aretlese effe06,101/201.3 by Job Truss Truss Type Qty Ply 3D R41932611 PLI4-121_UP Fil Floor 3 1 Job Reference(ootiorlal) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-Kepxg2bH9vIGeexdU851 EZGjhNAJ9xiHVGCpcjzOQR1 I 2-5-4 1 1 1-2-0 1 1 2-0-8 I 2-8-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 354 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 lid I 1.111111.1111.11.1111111.11111111.111. � N e e IP— e e e 1 z 11 10 PM 3x4= 1.553 II 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 I 3-3-4 13-101 II I 0-7-12 B--/ 12-9-12 1 2-84 0-7-0 0-7-0 0-1-b 4-8-0 s -b 4-0-8 Plate Offsets(X,Y): f2:0-1-8,Edpel.110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress'nor YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) /oNIa FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. oe7 Q-V VSA$ TOP CHORD 2-3=-565/0,3-4=-565/0,45=0/538,5-6=0/533 G - C BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,49=841/0,6-9=-452/0 i GJ - °Z.1 j I .. NOTES %. 1)Unbalanced floor live loads have been considered for this design. ter 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. rd� 49639 t• i 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. G.k .GIS.Sg� 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ZC 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to S4°NAL be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �� RQFtC- *tiNGt�6 9.si©.2 4t' 870 2PE r" ti) N - A°, OREGON tl, ,�W/ O FIBER 4t\ ' ©S A. HEP EXPIRES:06/30/2015 April 22,2014 4 i A6C4RM:YJ-Vei:ffdna*parameleraand READ a TES ON MIS AND HONED NITEKREFERENCE PAGE 1411-7473res:/Z3/2014DEf0REti5E Ni Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional:temporary bracing to Insure stability during construction a the responsibiliity of theMiTek' . erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Cslteda,00-89 and 6CS1 Building Component 7777 Greenback Lane,Suite 109 Safif Southern Information Pine(SP)lumber is wearied the4esiga.,7wiuea ane ttwsta*uccNxe 06/0112013 byACSC 22314, Citrus Heights,CA,95610 r Job Truss Truss Type Qty Ply 3D 841832812 PL14-121 UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:05 2014 Page 1 ID:SygD7CTgSFZSjSNcS1ttIDzR3Xv-prNK2OcvwCQ6GoWp1scGmmpuonTQuNNOkwxM99zOQR0 I 2-6-0 I 1-9-8 11 1-2-0 I I 1-3-4 1 1-6-0 I Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 354= 1.5x3 II 1 2 3 4 5 6 ''''''... .'''..''''''.''''',..--- _.-e-4 , ,,,,,.....,,,..,,,<—:: o N e e e 10 9 8 3x4 3x4 3x4= 3x4 = I 4-6-8 I 5-1-8 1 5-8-8 I 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 - Plate Offsets(X,Y): 18:0-1-8,Edpel,(9:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0,19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -yvONIr, O _ TOP CHORD 2-3=-757/0, 5-4=-757/0,4-5=-757/0 ` 'Z DOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 05 0- WAS WEBS 2-10=738/0,5-7=-572/0,5-8=0/382 GG' NOTES e �1., IP 1)Unbalanced floor live loads have been considered for this design. f r..1 2)Refer to girder(s)for truss to truss connections. -% 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. z 7 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 41 49639 47 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ta40 .4.0S ' . be attached to walls at their outer ends or restrained by other means. �s$1Orrm., LOAD CASE(S) Standard Q;cD PROP 870 2PE: -r. y "5). OREG N �,`'�(/ Cb 418ER '\� V,, 1 A. He��. EXPIRES:06/30/2015 April 22,2014 f r a WARFNTIi-Verify design para41 vers sad READ N)JES ON THIS AND IMIILED NITEK REFERENCE PAGE 4f13 7473 ren 1,/23/2DI3BbtOREt1E • Design valid for use only with Moak connectors.This design is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �■ Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ... - _, - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IV[ fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSI-89 end SCSI landing Component 7777 Greenback Lane,Suite 109 SaflF6euu Information rhesn.Pince(SP)tumberissspecified,thenst*ge.7vaticsace�*aua!I}s4ttueD6/fli(2G23WASSL"4. CIWSHelgtrts,CA,95610 ter Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property s 1 /4I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1 fY MI. Dimensions are in ft-in-sixteenths. 11.41k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,Is always required. See BCSI. 2. Truss bracing must be designed by aln engineer.For 0-1/1i.' N wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I I o bracing should be considered. 0 3. Never exceed the design loading shown and never I � 0(°)07 ) stack materials on inadequately braced frusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C6-7 - • Or designer,erection supervisor,property owner and plates 0-1/1g'from outside BOTTOM CHORDS aft other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8 software or upon request. Unless shaftot exceed 19%atttlumber timeoffabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead bad deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION .12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: In of respects,equal to or better than that �� Indicated bysymbol shown and/or SYP represents values as published specified. i� Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or after truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IL iir reaction section indicates joint number where bearings occur. 17.Instal and load vertically unless indicated otherwise. ._. Min size shown is for crushing only. OM 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Ill ANSI/Mil: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. r BCSI: Building Component Safety Information, lieIc e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/IPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013