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Plans (78)
rt4-577-dG03 137<—r St.v ?.) lP ` ®CONFORMS TO DESIGN CONCEPT RECEIVED CONFORMS p� {�r CONCEPT n REVISIONS NOTED IGN CONCERT WITH ® CONFORMS TO DESIGN CONCEPT 0 NON-CONFORMING-REVISE&RESUBMIT LI CONFORMS TO DESIGN CONCEPT WITH Fxn "- 'L ESM= Y 2Q16 REVISIONS AS SHOWN DES. n.c i , RELIEVE E 9.�1 .°,,..r.hSPEOPOTTIONS AI,:,APkii,BLE CODES,All C,_^ F ,i3 k , 'ax .liSVE M1 ❑ NONCONFORMING-REVISE AND RESUBMIT By T r Alexia Fukui Date 9/22/14 -�!�]%� �YIG J�L1U THIS SHO?DRAWING HAS BEN REVIEWED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS Cl f i 11�ffl4l("/�g WITH THE DESIGN CONCEPT ONLY AND NES NOT RELIEVE THE I BUILDING DIVISION FABRICATOR/VENDOR OF RE PONSIBILITY FOR CONFORMANCE WITH THE 11'� 1 DESIGN DRAWINGS AND SPE IFICATIONS ALL OF WHICH HAVE PRIORITY OVER THI e OP DRAWING,. CONTRACTOR SHALL'VERIFY ALL DIMENSIONS. AR1 AR By: T R. on Date: September 19, 2014 CT ENGINIEE�G INC , 7 P > D— / r art le CJ3 �/ J3 � J4 CJ5 . 8t 12 //...—J15 cJs ,� JOJ7 � . A ---- ®J7 J8 J8 ., J9 r J9 -7 I OA 111111111 NCiiI.IIN f4 J8 Al' to a>e — JII / / J8— —JB J5— et 12 _J5 J4 ` J4 / J3 J2 A J2 J1 ;: 1:12 ion t2 J1 •1 , _ SJ3 .>�'- "2 413 10 12 Nq ►� SA Iir AR *Imo 0 AR a 8251225 fp a 11'-0' i 15'-0' I 11'-0' GARAGE 371-06 1 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT RUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: DRAWINGS STRUCTURAL CTURALFURTHER PLAN 3D INFORMATION.BUILDING DESIGNER/ENGINEERIBLEFOR L RECORD ��CII I� a u er PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS 4 TO TRUSS CONNECTIONS.BUILDING 3� 3 / D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEWW ANDAND Q APPROVE OF ALL TR' U S s °'' C }MPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. vC l GARAGE RIGHT 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. A A 37'-0" r11'-r . 1 1p 5 g r r T :.\\\ as A CA / / „7/4 1/17. 1. i./ r .17 A _J8 J9_ J9 _ri> �.nc (7) wbeo (?j 4 J9 J9 J8 `a--' Ca J8 J7_ c J7 / / J6 J6 J5 /6::" J5 J4 J4 J3 J3 J1 4 1o:12 ti::'2 J1 A -- ,•s1, -- SJ3 14,4.Crl , .x:12 5 10 12 i 8!12 7911t, 813 fi, •CI- 4- g g 5 W g 5zi CONFORMS TO DESIGN CONCEPT GARAGE 11'-0" _I 15.0' I fl I1 Q ORMS TO D�SIGPI CONCEPT WITH 3T-0" REVISIONS AS SHOWN ®CONFORMS TO DESIGN CONCEPT ❑ NON-CONFORMIPG-REVISE AND RESUBMIT ©CONFORMSTODESIGNCONCEPTWITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE REVISIONS NOTED WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE o NON-CONFORMING-REVISE&RESUBMIT FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE -,AS SHOPP.AV+irr AS BEEN%CAM O Pa CEu_Rt c::r.:,FOAV.CE DESIGN DRAWINGS AND SPECIFICATIONS A.__OF*UCH HAVE PRIORITY Ani xi_. .Ff .A1 u S R EVE THE A ENDORO r E P a.auAA._W,DES. OVER T-IS SHOP DRAWI`aG, CONTRACTOR SHALL VERIFY ALL DIMENSIONS.I OR h__ZRECIFiOATiOOS.MO A... ,._S.ALL 0-Wl....,AVE moRi Y OVER.THIS OHO,DRAWV'G By Alexia Fukul date 9/22/14 By: Todd R. Eaton Date: September 19, 2014'I MILBRANDT ARCHITECTS CT ENGINEERINGocrAQglecompuTm8Inc.2oos BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 EFER TO PLACEMENT SS UTLA�NS AND ENGINEERED STRUCTURAL �`- PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL BUILDING ER � � .. PLA INFORMATION.BUILDING PLAN 3D DESIGNER/ENGINEER OF RECORD °', RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS BUILDING DESIGNER/ENGINEER OF RECORD TO S R S Fs, ZA �t. 3 / D CHECKED BY: REVIEW AND APPROVE OF ALL it f A. DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek). 1". ,al k 'A 01" $o err IIIIIIIIIIIIII 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 LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=( 0) 84 2.14=(•1640) 5491 14- 3=( 0) 200 TC: 2x6 KDDF 81&BTR;1ANDR 2- 3=S-6334 1973 14-15={-1644 5489 3-15=( -306) 243 2x6 KDDF #1&BTR 72, T3 STAND LOADING 3- 4=1-6221 2152 15-16=1-2605` 7338 15- 4=) -441) 1714 BC: 2x4 KDDF LL = 25 PSF Ground Snow (Pg) 4- 5= 0 0 16.17= -2821 7853 15- 6= -2321 1071 WEBS: 2x4 KDDF TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6= -5528 1960 17-18= -2605 7338 6-16= -70 668 TC LATERAL SUPPORT <= 12"OC. UON, TC UNIF LL 100.0 +DL 28.0 = 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 6- 7= 5489 16.17= -420 325 TC UNIF LLI 50.0I+DLI 14.0 = 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8= -7588 2804 18.19= -1640 5491 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0,0)+DL( 40.0 = 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8-10= •5528 1960 17- 8= -70) 668 9-10= 0 0 8-18=(-2321) 1070 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL) 116.7)= 533.3 LBS @ 10'- 0.0" 10-11= -6221 2152 10-18=I -441) 1714 TC CONC LL( 416.7)+DL 116.7 = 533.3 LBS @ 31'- 0.0" 11-12= -6334 1973 18-11= 307)) 242 ALL FLAT TOP CHORD AREAS NOT SHEATHED12-13= 0 84 11-19= 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. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1049/ 3527V -117/ 117H 5.50" 5.64 KDDF ( M,M2OHS,M18HS,M16 = MiTek MT series 41'- 0.0' -1049/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) JT 2, 12: Heel to plate corner = 1.50" ICOND. 2: Design checked for net(-5 paf) uplift at 24 "00 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 = -0.436" @ 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 = 0.167' MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.130' @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.214" @ 40'- 6.5" NOTE:Design assumes moisture content does not exceed 19W at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, 9-11 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-11-11 21-00-10 load duration factor=l.6 T Truss designed for wind loads 5 -01-03 4-04 0-06-08 4-11-15 5-06-06 5-06-06 4-11-15 0-06-08 4-04 5-01-03 in the plane of the truss only. '( 'l T4533.30# f f f633.30# 12 12 M-7x8(5) Q 6.00 6.00 1 "- M-5x12! 5 M-3x8 7 0.25" M-3x8 g M-5x12 12... y r3.-, �, M-3x4 M-3x4Z\i/ 1 3 C; c." M-4x12 r � m M-4X12 _, ��$ T 4' 17 18 19 1 3 0 . M-114 5x3 M-4x10 15 160.25" 0.25" M-4x10 M-1.5x3 0 M18HS-7x14(S) M18HS-7x14(S) ), ), /, ; y J ), y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 , y y y 41-00 1-08 1 ofi 4�� PROF JOB NAME: POLYGON 3-D NH - Al Scale: 0.1587 \44 ti 5< o WARNINGS: GENERAL NOTES,unless otherwise noted: ((A�� c- 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' .✓2 0•P G and Warnings before construction commences. building component.Applicability of design parameters and proper .r /.'/'' Truss: A 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top arid bottom chords to be laterally braced at p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ° DES. BY: EE is 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 responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON i„ C 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �G�Q,1�I 1 4 �NN design loads be tippled to any component. and are for"dry condition"of use. _7 A 6.Design assumes full bearing at all supports shown.Shim or wedge If �},� TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. ' ��� � fabrication,handFng,shipment and installation of components. 7.Design assumes adequate drainage is provided. t. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIID 11111 VIII VIII VIII 11111 Ill IIII M Te SAnlncs/CompuTrus I,copies of ISoflw a 7.6 6(1 L)E request.ch will be furnished upon 10.9.IFFines coincide with joint center lines. ollaits tion ndicaof come size oplplate te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E1 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/C =1.00 TC: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 I. 2= 0) 84 2-14- ( 2709 136 2x6 KDDF N1&BTR T2, T3 SPACED 24.0" O.C. 2- 3= -3153 1499 14-15= -1160) 14- 2708 3-15=� 0)1511 109 BC: 2x6 KDDF N1&BTR 3- 4=(-2923) 1500 15-16 = -1484) 3432 15- 4= ( -326) 934 WEBS: 2x4 KDDF STAND LOADING 4- 5= 0 0 16-17= -1575 3699 15- 6= -1122 557 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6= -25585 1381 17-18= -15665 3432 6.16=) -135 367 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 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= -3560 1764 19-12= -1262) 2709 7-17= -230 137 8-10=(-2558) 1381 17- 8= -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=1.29235 1500 10-18=( _326 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12= -3153 1498 18-11=(( 152 107 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 12.13= 0 84 11.19= OI 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 BAG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. OFSP) 625 41'- 0.0° -388/ 1912V 0/ OH 5.50' 3.06 KDDF 625 Connector plate prefix designators: ( 5 vertical members (urn). 0'- 0.0" -388/ 1912V -118/ 118H 5.50" 3.06 KD M,M2OHS,M18HS,M16C or n , ( = MiTekprefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) = MT series 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" @ 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,BCOL=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 tactor=1.6 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 in the plane of the truss only. Q T T T T I T T T T 12 5 s 6.001/ M-7x8(S) 12 M-4x6` M 3x4 0.P5" M-3x4 `M-4x6 4 6.00 y 6 7- y 8 M-3x4 o, M-3x4 Q +. + 1 r-.-- co co M Z,.'1- 1/ 14 15 Se 18 19X1 r1 M-3x8 M-1.5x3 M-3x8 0.25" 0.251.7 M-3x8 M-1.5x3 M-3x8 0 M-7x8(S) M-7x8(S) y y y 1, 1, 3, ), y y y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 ) ), 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A2 (<, S N s Scale: 0.1582 `�j,,, ri� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.? - !/ t. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 'r' '920 I PE 1`' Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be Installed where shown-, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / DATE: 9/5/2014 responsibilitybuilding designer. 2n Impact sheathing such as plywoodsheathing(TC)requiredereshown and/or drywell(BC). ,/Ar,- the overall structure is the of the 3.2x Impact bridging or lateral bracing where shown++ ` CC 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. .,7L� OREGON t �f; SEQ. : 6051165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ih ^, design loads be applied to any component. and are for"dry condition"of use. n� TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 �4 fabrication,handing,shipment and installation of components. necessary. 4i�. 6.This design is furnished subject to the imitations set forth 7.Designlaesassumes adequateatedon drainage is f truss,and `w!"( R y I IIIIII I II VIII I III VIII VIII VIII IIII IIII 9 1 by 8 Plates shall be located both faces of truss, placed so their center r 1 L TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center foes. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTeW EXPIRES:12/31/201 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 84 2-14=(-928) 2668 3-14=(-164 204 BC: 2x4 KDDF S18,13TR SPACED 24.0" O.C. 2- 3=1-3079) 1188 14.15=!-768 2430 14- 43 351 WEBS: 2x4 KDDF STAND 3- 5=)-2321) 115109 16.17=(-581 366 LOADING 4- 5=(•2321) 1029 16.17=�-818) 2383 15. 5= "264 722 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( OI 0 17-12=1-978) 2623 15- 7. -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 B- 9=( 0) 0 16.10=(•524 366 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2321 1029 10-17=) -43) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED10-11=(-2873) 1151 17-11=(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(•3079 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13= 0 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M20HS,M18HS,M16 = MiTek 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 ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ •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'ff 14-i 08 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-08-10 16-07-11 16-07 11 4' 1 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. '1' f f (( '( T'( T 4' T Wind: 140 mph h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 Q 6.00 load duration factor=l.6 6.00 M 4X6 6 M-3x4 8 Truss designed for wind loads M-5x6(S) 5 7 r in the plane of the truss only. M-5x6(5) 0.25" , 0.25" oo. c* N M 1.5x3 o M-1.5x3 1 0 3 am C) . v t7 I 3 0 0 1/M-3x814 M-3x4 17.25" 0.256 M-3x4 M-3x8 0 M-5 J8(S) M-5x8(S) (S) 1" y 1, I y y 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 y y 1-08 41-00 1-08 NO PR Op JOB NAME: POLYGON 3-D NH - A3 Scale: 0.,567 �5 (Nc A� GENERAL NOTES,unless otherwise noted: 5� "Yq WARNINGS: !!9n�� 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 '� � SP E 1- 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+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto Insure stabilityduringconstruction 2. • Design assumes the top and bottom chords to be laterally braced angth by i• po 2'o.c.and at 10'o.c.respectively unless braced throughout their length by lr , .11a�""' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.21(Impact bridging or lateral bracing required where shown++ OREGON to 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. "9 to SEQ. : 6051166 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, /�h � 1 N design bads be applied to any component. and ere for"dry condition"of use. V 8.Design assumes full bearing at all supports shown.Shim or wedge if 4 {s, TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. RIO- 8. �`y� V fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. _ 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIM/ Ain SCSI,copies of which will be(7.6.6(1 upon request. 9.IDlgite oinciate sizede with jointtlate ceniIn nches. 10. M USA,SA,InC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1110111 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&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 84 2.13=(-1235) 2645 3-13=(-165) 188 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2. 3= .3058) 150013.14= -1090 1533 ) ; 2406 13. 4= -30 351 WEBS: 2x4 KDDF STAND; 2070 4-14=(-524 304 2x4 DF STAND A LOADING 4- 5= -2299 1405 15-16=(-1102) 2327 14- 5= -356 725 LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 16-12=)-1243) 2498 14- 7= -230 289 TC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 5- 7= -1986 1311 7-15= -250 289 BC LATERAL SUPPORT <= 12"OC. 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M-1.5x4 or equal at non-structural vertical members (uon). 0'• 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KD F ( 625) 40'- 9.0° -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: �COND. 2: Design checked for net(•5 EL) uplift at 24 "oc s ap cin6 C,SN,518,CN18 (or no prefix = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series 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 = 0.207" @ 20'- 6.0° Allowed= 1.992" MAX TL CREEP DEFL = -0.320" @ 20'- 6.0' Allowed = 2.656" 0-11-04 4 MAX HORIZ. LL DEFL = -0.085" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.120" @ 40'- 3.5" 0-11-04 NOTE:Design assumes moisture content does T 1' not exceed 19%at time of manufacture. 19-11-11 1-00-10 19-08-11 Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 system and components and cladding criteria. I I T 1 1' T 1' T T 1 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DLr), 6.001 - M-3 Y64 ..":::16.00 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 M-5x6(S) 7 -5x6(S) 0.25" 0.25" N vy /*,.M-1.5x3 ili OM 1.5x3 + + ,- c? M-4x6 0 A 1 I0 13 1 '/ 15 16 *112 m - M-3x8 M-3x4 $°25" 0.25 M-3x4 0 M-5x8(S) M-5x8(S) y 1, y y y y , , 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 y 1-08 40-09 JOB NAME: POLYGON 3-D NH - A4 Scale: 0.1594 ,�',,- � PROF �t�`s,, WARNINGS: GENERAL NOTES,unless otherwise noted: <t,r / f.+/r r 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 4' !92 s*P E c Truss: A4 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. A,/ irooef 3.Additional temporary bracing to insure stability during construction 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 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywali(BC). !° - DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t0 (C SSEQ4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 OREGON t , E Q° : 67 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„ ,\tx lc TRANS ID: 407533 design loads be applied to any component, and are for"dry condition"of use, 8. f X':� o. 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing et sII suppods shown.Shim or wedge if Q 14 fabrication,handling,shipment and Installation of components. 7.necessary. Design assumes adequate drainage is provided. 41` tri I t i-, 6.This design Is fumished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rl("1 4 I IIIIII I III VIII I II VIII IIII VIII III IIIITPI/WTCA in BCsi,copies of which will be fumished upon request. lines coincide with joint center Ines. MiTek USA,InC./COmpUTrua Software 7.6.6(1 L)-E 9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-t311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIII101111 This IFdICesignLUMBprER-BCepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2- 3=(-3056) 1179 9-10.(-737) 2328 9- 4.(-209) 552 G WEBS: 2x4 KDOF STAND; 3- 4=1-2909) 1238 10-11=(-408) 1699 4.10=(-679) 516 2x4 DF STAND A LOADIN4- 5= -2367)) 1159 11.12=(-706) 2169 10- 5=()-432)) 1059 LL( 25.0)+DL( 7.0)ONBOTTOM CHORD = 10.0 PSF 6- 7= -2852) 1304 12-1171 8=(-975) 2527 1111= -4216= -652) 1507 O IC LATERAL SUPPORT <= 12"OC. ON. DL TOTAL LOAD = 42.0 PSF 7- 8=(-2991) 1237 6-12= -260))) 495 BC LATERAL SUPPORT <= 12"OC. ON, 12- 7=(-243) 332 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF 625 Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) C,CN,C18,CN18or no prefix) = CompuTrus, Inc M,M20HS,M18HS,I416 = MiTek MT series GOND 2 Design checked for netr 5 ncfl uplift at 24 'oc s acn ing 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 1996 at time of manufacture. 20-06 20-03 Design conforms to main windforce-resisting T system and components and cladding criteria. T 7-01-07 f 6-08-04 f 6-08-04 T 6-08-04 f 6-08-04 f 6-10-07 1 Wind: 140(Al mpht hts),3En Enclosed, .2,BCDL=6.0, ASCE RS(D (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 12 M-4x6 Q 6.00 inuthess dplaneeofd ftheor wtrussind oonly. ads 6.00 4.0" 5 4h( M-5x8(S) 'r+�. M-5x6(S) k 1' 0.25" 0.25" 00 o M-1.5x3 / M-1,5x3 CO1001°( - \ • M-4x6 v> 0 A o /M-3x8 M-39x4 18.25" 0.25 M-3x4 a M-5x8(S) M-5�(S) ), ), y y I 8-05-08 7-05-08 9-02 7-05-08 8-02-08 y y y 40-09 WEDGE REQUIRED AT HEEL(S). 1 oB �� 0 PRUp JOB NAME: POLYGON 3-D NH - A5 Scale: 0.1594 . t. %j'l /% WARNINGS: GENERAL NOTES,unless otherwise noted: l4_5/ l�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t t a20/P E 1- Truss: - 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. p2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by lrr d�Jm�^'-" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). r" DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 61 OREGON it.- 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. ^V SEQ. : 6051168 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to he used In a non-corrosive environment, L� ONS A. design loads be applied to any component. and are for"dry condition"of use. ,� k .16� O.6.Design assumes full bearing at all supports shown.Shim or wedge if ,} f, TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. A/ � �„ VV fabrication,handing,shipment and Installation of components. 7.Design asumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ines coincide with Joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe SAnInC/CoR puTfus TPI/WTCA ICSI,copies of ISoflwere 7ch will be 6 furnished(1 L)E request. iQ ID r basicts ionnectorplate size of te In Inches. design values see ESR-1311,ESR-1988(MITek) - EXPiRE5;1213112015 IIIIIIIIIIIIII 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&BTR LOAD DURATION INCREASE = 1.15 1. 2=1 0) 84 2-10=(-1559) 3939 10- 3=( -317) 970 7.15=(-254) 518 BC: 2x4 KDDF #i&BTR SPACED 24.0" O.C. WEBS: 2x4 DFDSTANDF STAND; 3- 4=�-3233 1253 11.12=1 --4577j 1807 994)2849 11-5) 3617 14=) 780) 363 15-1) 457 8=(•242) 332 LOADING 4- 5= -2593 1137 12-13= 776 2356 4-12=( -690 290 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2238) 1155 13.14=) -408) 1627 5-12=( -295 967 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2821 1303 15- 9= -974 2528 13- 6=UL ON BOTTOM CHORD = 10.0 PSF B- 7= -2245 1139 14.15= -708)) 2)43 5.13=((-1270 667 -449 883 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 8- 9= -2992) 1236 6.14= 385 1024 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 LOCATION(S SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SG.IN, SPECIES) M,M20HSBM18HS,I1or16 noMprefix)k MT seriesuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -321/ 1908V -227/ 237H 5.50" 3.05 KD F 625) C40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) !COND. 2: Design checked for net(-5 Dsf) uplift at 24 "on 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 = 0.234" @ 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" 2-09 5-10-04 5-10-04 6-00-08 6-08-04 6-08-04 6-10-07 T NOTE:Design assumes moisture content does 1' f 1' not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 -c: 16.00 system and components and cladding criteria. 6 4.0' Wind: 140 mph; h=24.3ft, TCDL=4.2,BCDL=6,0, ASCE 7-101 (All eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), S! load duration factor=1.6 M-5X6(5) Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) ou 0.25" o r o M 1.5x3 M-3x5 r M-3x8 ��ttf M-4x6 Ls o i+ aa 11 as ;�in o - M-5x8 M 3x4 M-5x10 13 14 15 *y o M-3x6+ M-3x6+ x'25 M-3x4 0 - 2.75 aa-2xwedge 2,75 c 5x6 M-5x8(S) 12 )' y 1, y y y y y y -05-08, , 5-10-04 6-01-12 ,2-00,, 8-00-07 8-00-07 8-02-10 yyzfr y ,1-08 -05-08 12-00 2-00 24-03-OS 1-08 40-09 y JOB NAME: POLYGON 3-D NH - A6 �, o PRQpc Scale: 0.1594 1'. X7/5//7r' `�/ WARNINGS: GENERAL NOTES,unless otherwise noted:. t�Lr `�// . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4t' .92 0 0 P E I-- Truss: A6 and Warnings before construction commences. building component.Apptcablity of design parameters and proper 2.204 compression web bracing must be installed where shown+- Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • DATE: 9/5/2014 the overall structure is the responsibilityof the buildingdesigner. ontinuous sheathing such as plywood sheething(rC)end/or drywall(BC). ^,--raw - 9 3.2x Impact bridging or lateral bracing required where shown++ 4 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051169 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, OREGON �[/ TRANS I D: 407533 design loads be applied to any component. 8.and assumes fulldbearin of all supports 5.CompuTrus has no control over and assumes no responsibility for the Design9 shown.Shim or wedge if 4:% 7"/k'� 1 4 .00'-‘ \'}� fabrication,handing,shipment and installation of components, necessary. {� 6.This design is furnished subject to the irritations set forth by7.Designlatesassumes adequate shall be atedon oc drainage iso provided. � �Fi`�t V TPINVrCA in BCSI,copies of which will be furnished upon request. 8 tinesecoi coincide with joint entehlioes.of hose,and placed so their center S: r W 11111111111111111111111111011 MiTek USA,Inc/Co npuTrus Software 7.6.6(1 L)-E 19.0.Digits basic)connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(R'ES:12131;2015 IIIIIII IMI This dFIC LesigUMBEn preR-Bpared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2.14=(-1853) 3909 14- 3.(-384) 963 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3.(-4566) 2218 14-15.(-1717) 3589 3.15=(-762 437 3- 4=)-3238) 1634 15-16=)-1286` 2831 15. 4=( 0) 362 WEBS :2x4 KDDF STAND; LOADING 4- 5= -2585 1496 16.17=(-1035 2300 4.16= -722 339 2x4 DF STAND A 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8= -1985 1329 18-19=(-1205 2497 5-17=) 993 465 TOTAL LOAD = 42.0 PSF -404 698 BC LATERAL SUPPORT <= 12"OC. UON. 8.10=S-1980 1287 17- 8=(-274) 276 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 8-18.(-202) 300 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=1.2291) 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 SQ.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 KDDF ) 625 ** For hanger specs. - See approved plans (COND. 2: Design checked for net(-5 set) uplift at 24 "oc soacing.l Connector plate prefix designators: M,M2OHS,MIBHS (or no iTek prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series 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 = 0.258" @ 14'- 5.5" Allowed = 1.992" MAX TL CREEP DEFL = -0.412" @ 14'- 5.5" Allowed = 2.656" 19-11-11 1-00-10 19-08-11 -( MAX HORIZ. LL DEFL = -0.129" @ 40'• 3.5' 5-10-04 1-09-08 0-1111-(04 3-03-12 5-02-02 MAX HORIZ. TL DEFL = 0.181. 9 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 -1 f - 'I not exceed 1996 at time of manufacture. 16-03-08 Design conforms to main windforce-resisting 16-06-08 ,' system and components and cladding criteria. ( M 3x4 T 12 Wind: 140 mppht h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t 12 7 9 All He>ghts), Enclosed, Cat.2, Exp.B, MWFasuar), 6.00 4 6.00 load duration factor=l.6 M 4x6 M 4x6 Truss designed for wind loads g M 3X4 0 in the plane of the truss only. r 0.25" M-5x6(S) N M-5x6(S)0.25" V` Et. + + + 1 111-1.5x3 M 3x5 M-4x6 o M 3x8 _ ,_ -�( or o � as M 3x4 aa 1'A_n l6 IS *`s o fo M-5x8 M 5x10 0.25' M 3x4 M-3x6+ M-3x6+ 5x10 M-5x8(5) .-2.75 2.75 12 aa-2xwedge 12 I I I I I I I I > 2-05-0$ 5-10-04 6-01-12 y2-00y 8-05-04 7-09-02 8-01-01 1 y1-082-05-088 12-00 2-00 24-03-08 y 1-081. 40-09 R (jPRQpe, JOB NAME: POLYGON 3-D NH - A7 sale: 0.1460 4 5// /1' WARNINGS: GENERAL NOTES,unless otherwise noted: .J4 P E II 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^/,' and Warnings before construction commences. building component.Applicabllity of design parameters and proper ,�^ Truss: A7 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the mrechordssitlity of the building designer. / 3.Additional temporary bractng to insure stabilityduring construction 2.Design assumes the top and bottom to be aterally braced at by 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ..fie /R"°"'" DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywail(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ p OREGON to 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. AA_� W SEQ. : 6051 170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4, '9A rtf.}� and gra for"dry condition"of use. j'}, 1 4 t� design loads has noopcon to anyvcomponentndassumes 8.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407533 5.CompuTrus control over and assumes no responsibility for the necessary. ` � fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located ppon both faces of truss,and placed so their center n IIIIIII VIII 11111 VIII VIII VIII 1111 IR IIII MiTek SA^IncJCompuT us I,copies of ich Will be furnished SOftware 7.6 6(1 L)E request. 10.Ide vrith Joint center lines. 9.p oibats isic late in inches. connectorate size opMte design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12;31,2015 • I IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/00F/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(-1424) 3933 15- 3=(•286) 969 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= -4594 1730 15-16=(-1321) 3611 3-16=(•764 392 WEBS: 2x4 KDDF STAND LOADING 3- 4=•3262) 1247 16.17=) -935) 2852 16-6 4=( 0) 362 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5= -2608) 1110 17.18= 671 2321 4-17= -722 343 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10,0 PSF 5- 7= 2190 1085 19. =(( 828)) 2094 5-18=(-996 984 TOTAL LOAD = 42.0 PSF 6- 8= 5I 0 20.2203=( -982) 2384 6.18=(-337 522 6- 8= •2005 1012 20-13=( -982))) 2622 6-18.(•337 706 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=1-2010 0) 1000 8=(-271)18-19=5-1795 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11= •2325 1031 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=5.28725 1155 19-11= -519) 367 OVERHANGS: 20.0" 20.0" LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. 12-13= -3078 1192 11-20= -45 341 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= 0 84 20-12= -164 203 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SO,IN. SPECIES ) 0'- 0.0" -304/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0' -304/ 1912V 0/ OH 5.50" 3.06 KDOF ( 625) ICOND 2' Deesign checke_ ,d for net(-5psf) uplift at 24 oc sped_ no.l 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" 16-07-11 7-08-10MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed= 0.167" 16-07-11f -r 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 HOAR, LL DEFL = 0,111" @ 40'• 6,5" 2-09 T f f f MAX HORIZ. TL DEFL = 0.185" @ 40'- 6.5" 5-10-04 0.011 3-10-05 5-05-10 5-07-05 T T NOTE:Design assumes moisture content does not exceed 19%at time of manufacture, 16-06-08 16-06-08 T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-4X667 M-3x4 8 g M-4x60 M-5x6(S) 4 6.00 Wind: h PI 12 140 m h=23.4ft, TCOL=4.2,8CDL=6.0, ASCE 7-101 M-3x4 ( All M-5x6(S) load nduration factors;d6rCat.2, Exp.B, MWFRS(Dir), 0.25" Truss designed for wind loads w 0.25" 1 in the plane of the truss only. u; + + + o M-1,5x3 °' M-3x5 2 PO M-3x801 '!- o .as 16 88'174 .94W __ ,o M-5x8 M-3x4 M-5x10 18 js 20 '� 4o M-3x6+ aa-2xwedge M-3x6+ M-5x10 0.25' M•3x4 M-3x8 cn g -==1 2.75 2.75 M-5x8(S) 12 12 , 2.05-0 5-10-04 6-01-12 ),2 0), 8-05-04 7-09-02 8-04-01 1-082-05-08 12-00 2-00 y y 24-06-08 1.08 1-08 41-00 y y 1-OB R OPE, JOB NAME : POLYGON 3-D NH - A8 Scale: 0.1450 �5�<' O PN sro, WARNINGS: GENERAL NOTES,unless otherwise noted: t, .s7/5///'? �. 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• .('j''a/`o { Truss: A8 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 91110110 DES. BY" EE 3.Additional temporary bracing to insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i DATE: 9/5/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywati(BC). „e-x NOW,. 9 3.2x Impact bodging or lateral bracing where shown++ CC SEQ. : 60511714.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective o ractor. j,+�... fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, A 10 Q�EGf3N . TRANS I D" 407533 design loads be applied to any component, and are for"dry condition"of use. �+� '�!d 1 ' S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if '7 f 1 4 •�„ � 1�^�� fabrication,handing,shipment end installation of components. necessary. �` 6.This design is furnished subject to the imitations set forth by7•DesignPlaes shall be assumes adequatedodrainage is provided. a �`"/T f I Milli IIII VIII VIII VIII VIII VIII IIII IIII TPI/WfCA in SCSI,copies of which will be furnished upon request. 8 lines coincide with joint center Inns of truss,end placed so their center rT 4 MiTek USA,InC./COmpUTru3 Software 7.6.6(1 L)-E e in Inches. 10.For 9. ibasits c�connector plcate slze of atetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This dFIC LesigUMBER-Bn preparedC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ✓f1&BTR; 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 #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4946) 2249 -1633)16.17=i 3778 3.17=) -653) 328 13-24=( 0) 148 BC: 2x6 KDDF 81&BTR 3- 4=(-3556 1706 17.18= -1316 3139 17- 4= 28) 230 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -3206 1641 18.19= -1435) 3304 4-18=466 3423 18- 5=(( -339)-504) 157 2x6 KDDF #2 A LL( 25.0)+DL(L 7.0)ONON TOP CHORD = 32.0 PSF BOTTOM CHORD = 10.0 PSF 5- 77.= -2830 150100 19-20=- -1438 3354 18- 6=I -921) 1505 TC LATERAL SUPPORT <= 12"OC. UON. 104 UU 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= 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= 171 181 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 12-13= -2917)) 1504 9.22= -348 128 ALL FLAT TOP CHORD AREAS NOT SHEATHED 13-14= -3152 1490 22.10= -4 363 BOTTOM CHORD CHECKED FOR 10PSF 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-1.504 or equal at non-structuralBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" •389/ 1912V •118/ 118H 5.50" 3.06 KDDF 625) 41'• 0.0" -389/ 1912V 0/ OH 5.50' 3.06 KDDF ( 625 M-3x4 where shown; Jt5:4,6,10,13,17,21 Connector plate prefix designators: C,CN,CI8,CN18 (or no preICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacingJ T M,M20HS,M18HS,M16 = MiTek MMT = CompuTrus, Inc series VERTICAL DEFLECTION LIMITS: LL=8/240, TL=8/180 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 DEFL = -0.472" @ 20'- 1.8' 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 = -0.096" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.143" @ 40'- 6.5' 13-03-11 14-04-10 13-03-11 NOTE:Design assumes moisture content does ffff not exceed 19t, at time of manufacture. 2-11 3-02 3-04 2-03-0 1-03 6-00-01 5-10-05 2-01-01 3-05-12 4-02-03 5-02-13 Design conforms to main windfarce•resisting 1-02-�4system and components and cladding criteria. 9-10-08 f 7 11 ,� 9-10-08 ,c Wind: 140 mph h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8(S) load duration factor=l.6 M-5x6 M-4x6 12 Truss designed for wind loads 12 ,4111 M 8X8 8 0"25" 10 2 Q 6.00 in the plane of the truss only. 6.00 0. (NI M-3x5 4%%N. 'N ., ` �, M-3x10 `yi _ T/ 4 10 2✓�`` aa 17 18 as 1-+__ - 23 24 AV S M-6x8 M-3x8 M-7x8 20 21 0.25"2 M-3x8 M-1.5x3 M-3x8 j� o M-3x6+ M-3x6+ =M-6x6 M-7x8(S) -t2.75 aa-2xwedge 2.75 0 12 12 y -05-08; 3-04 3-05-12 2-08-12),2-00.i 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 y y )-08,2,-05-08 9-06-08 2-00 27-00 y1-08y 1-08 41-00 1-08 tO PROrr JOB NAME: POLYGON 3-D NH - A9 Scale: 0.1571 \�f d GENERAL NOTES,unless othernise noted: �� ` /5/1 1 s14- 1. ildeS: - � `I-E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual A9 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r� Truss: A9 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ` 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ! °�P DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ M! OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. CoW S E Q. : 6051172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, itt, Q design bads be°poled to any component. and are for"dry condition"of use. L"/ �'7 t 14 �� T 8.Design assumes full bearing at all supports shown.Shim or wedge If �l,. 1 (]• TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. ! 141 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Indla0ons set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be furnished upon III VIII VIII EMI VIII VIII Illi IIII TPINUTCA In BCSI,copies of M Te SA,Inc./CompuT s ISoftw a 7.6.6(18)-E request. O.9.IFor basic lconnector opla et design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-16=(•2436) 8575 16- 3=( -542) 2221 23-13=(-319) 231 2x6 KDDF #1&BTR T2, T3 2- 3= -9812) 2867 16.17=(-2167) 7520 3-17=(-1063) 208 13.24=( 0) 223 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -7287 2329 17.18=(-1995) 6479 17- 4=( 0) 363 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4. 5= -6854 2395 18-19= -2441 7139 4-18= •425 213 2x6 KDDF #2 A TC UNIF LL 50.0 +DL 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 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 50.0 +DL 14.01))= 64.0 PLF 31'- 0.0" TO 41'- 0.0' V 7- 8= -7245 2658 21-22= -2819 7927 7-19= -577) 1499 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0 +DL 4O.0)= 40.0 PLF 0'- 0.0' TO 41'- 0.0" V 8- 9= -7905) 2972 22-23=(-2601) 7385 19- 8=( 0 250 TC CONC 9-10= -7425) 2780 23.24=(-1650) 5500 20- 8=(-1480))){ 646 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LLS 416.7+DLS 116.7)= 533.3 LBS @ 31'- 0.0" 11-12_ -55200) 19609 24-14=(•1646) 5503 211-29- -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,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS, 16 = MiTek MTseries 0'- 0.0" -1050/ 3527V -117/ 117H 5.50" 5.64 KDDF ( 625 JT 14: Heel to plate corner = 1.50' 41'- 0.0' 1050/ 3527V 0/ OH 5,50" 5.64 KDDF 625) !COND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, 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 = 0.167" 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" B 40'• 6.5" 3-02 0-06-11 2-05-04 5-10-05 0-06-11 5-02-13 NOTE:Design assumes moisture content does f f T T T , f-1' T f not exceed 19% at time of manufacture. 2-11 3-04 1-08-13 6-00-01 5-00-02 4-02-03 T T T T T T T T T T T T Design conforms to main windforce-resisting system and components and cladding criteria. 9-10-08 9-10-08 T 1;533 3 # Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 M-9X6 533.30# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M18HS-5X16 M-7x8(S) 12 load duration factor=1.6, 6 6 7 M-38 X8 9 0.25�� M-3x8 71 M-5x12 '"6.00 Truss designed for wind loads 10 2 in the plane of the truss only. M-3x4 00 1l,e, T3 N 4 M-3x4 CS M-3x10 M� N. + tO el M18HS-3x18 3 M-4x12 M v4�'- 1iaa 17 18 as i 1 M18HS-7x14 M-3x4 M-4x8=M-10x10 20 21 23 24 -1- 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 )'2 ,1 y y )' J• y J' y y 2 , -05-0$ 3-04 3-05-12 2-08-122-00,2-00 5-10-05 5-10-05 6-00-01 4-02-03 5.01-01 y y k y1-082-05-08 9-06-08 2-00 27-00 J'1-08), 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - A10 ��, ~JpRQcz� Scale: 0.1498 ` 1 E 4, WARNINGS: GENERAL NOTES,unless otherwise noted: Ct; `�f) ((( 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Q' !9215 0 PE r Truss: A10 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. Alle, 3.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 bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +x Pc ty 9 9 3.2x Impact bridging or lateral bracing required where shown*+ f�,. 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibitity of the respective contractor. OREGON /`�c��. SEQ. : 6051 173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, W' design loads be applied to any component and are for"dry condition"of use ,A N A, TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 y 1 4 Q.Q l'k-' fabrication,handling,shipment and Installation of components. 7.Designeessary. ,I 6.This design is furnished subject to the limitations set forth bya, latesassumes adequateated both drainage ios trus,provided. � � I IIIIII I III VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center l TPIM/rCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basicts icicate size connector plf ate e in inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII 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 KDDF #1&BTR; 15-00-00 GIRDER SUPPORTING 40-09-00 1- 2=(-7762) 1944 1. 9=(-1274) 5136 9- 2=( -62) 384 6-13=(-936) 3872 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-7440) 1918 9-10=(-1272) 5122 2-10= -388) 1478 13- 7=(-390) 1474 2x6 KDDF #1&BTR T2 3- 4= -5874) 1532 10-11=(-2262) 8812 10- 3= -944) 3896 7.14=) -62) 388 BC: 2x6 KDDF STANDLOADING 4- 5= -9094 2392 11-12= -2296 8954 10- 4= -3922 1070 WEBS: 2x4 KDDF STAND; 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 6'- 0.0" TO 3'- 6.0" V 6- 7=1-7438 1918 13-14= -1272 5122 11- 5= -42 188 TC LATERAL SUPPORT <= 12"OC, UON. TC UNIF LLS 68.8 +DLS 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 +DL 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"OC UON. FOR - LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC TC CONC LLS 72.90+DLS 20.45= 93.3 LBS @ 11'- 6.0" 15'- 0.0" -1724/ 6979V 56/0/ 56H 5.50" 11.17 KDDF OH 5.50" 11.17 KDDF S 625 Connector plate prefix designators: LIMITED S 625 TORAGE DOES NOT APPLY DUE TO THE SPATIAL ICO&D 2 Design checked for net�F ncfl uplift at 24 "oc stip cin0 I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 04 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed = 0.7 ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5" oc in 2 row(s) MAX TL 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° oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL = 0.043" @ 14'- 6.5" 9" oc in 2 row(s) throughout 2x6 top chords, NOTE:Desi n assumes moisture content does 9" oc in 1 row(s) throughout 2x6 bottom chords, s1) throughout 2x4 webs. not exceed 19h at time of manufacture, 3-05-11 8-00-10 3-05-11 Design conforms to main windforce-resisting T 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 Wind: 140 m ht h=20.sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 93.30# 93.304 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6 NI 10,00 Truss designed for wind 1000 V loads M-4x8 M-4x8 in the plane of the truss only. f- M-3x6 M-3x10 5 T2 _ - Q� M-3x5 - -� M-3x5 0 o M-5x10 c:, M-5x10 \ co v - / vj_ 1 1 v1( -.- 'nom I I o L I I 4 _ - _ v_ 1� N /o /- 9'' 1 - 9 JL 10 11 Ti 13 14 0 M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 1-08-12 1-04-03 3-01-02 2-09-10 2-11-06 1-04-03 1-08-12 y15-00 WEDGE REQUIRED AT HEEL(S). 0) PROre JOB NAME: POLYGON 3-D NH - B1 -<(5\ ss Scale: 0.3915 ti`s f �� WARNINGS: GENERAL NOTES,unless otherwise noted: �� v c� � 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 an individual .' .192$•P E r Truss: 61and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ./' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at po ry 2'o.c.and at i o'o.c.respectively unless braced throughout their length by 1; , Ia�" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood oheathing(TC)and/or drywell(BC). / -RI trt DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ dRE�i(�NJ, 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. ,�` 1 r SEQ. : 6051175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used inc non-corrosive environment, j,. '✓0e design bads be applied to any component. and are for"dry condition"of use. © � 14 6.Design assumes full bearing at all supports shown.Shim or wedge if {a, TRANS I D: 407533 5.CompuTrus has nn, pl over end assumes no responsibility for the necessary. p r^� t V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. `'1",.1.� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111110111 which furnished upon request. coincides MiTek USA,lnciCompuT5Software 7.6.6( L)-E OFgioa1 basconnector plte design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2.4=(0) 0 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 BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -23/ 81H 5.50" 0.47 KDDF ( 625` Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 10.9" -61/ 60V 0/ OH 1.50" 0.10 KDDF ( 625 C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc ( 91 3'- 6,0" 0/ 30V 0/ OH 5.50" 0.05 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND 2 Deign checked for ng~f s jZ f)snlift at 24 oc s ap cine I BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1.11-11 MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" l' 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 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 11,8" Allowed = 0.172" 10.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' • MAX HORIZ. TL DEFL = -0.000" @ 1'• 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-10, F (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o) Truss designed for wind loads in the plane of the truss only. in 0 0 0 O N N v OIMMMIIIIMIIMIIIIIIIIMIM 110.- 44 M-3x4 y y y 1-00 3-06 (PROVIDE FULL BEARING;Jts:2.3,41 NAME : POLYGON 3-D NH - BJ1 scale: 0.6793 ���?1,1- JOB 1� pN,c '�j p WARNINGS: GENERAL NOTES,unless otherwise noted: 'C4, '` I5/r 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual : !92 0 0 P E10 Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Addiflonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally brood at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectiv ly unless braced throughout their length by +I` DATE: 9/5/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)s and/or drywall(BC). r+�. lrr ; 1 nr"^ " 4.No load should be e g 3.2x Impact bridging or lateral bracing where shown++ ppfied to any component until after all bracing and 4.Installation of truss is the responsibmty of the respective contractor. SEQ. : 6051 176 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 5' OREGON TRANS I D'• 407533 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al ell supports shown.Shim or wedge if •�6 -T 1 4 2,Q .. fabrication,handing,shipment and installation of components. necessary. �`y,. 6.This design is furnished subject to the imitations set forth by7.Design assumes adequate drainage is provided. +1 fi S s y TPI/WfCA in BCS(,copies of which will be furnished upon request. 8 nes coincide with jos shall be int centeon rrHoes.s of truss,and placed so their center L.L•• IIIIII VIII VIII VIII VIII VIII(III(III(III Malek USA,InC./COmpuTru3 Software 7.6.6(1 L)-E 19.0.For abasic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2.5=/0) 0 TC: 2x4 KDDF flt&BTR SPACED 24.0" O.C. 3-4= .-14) 60 BC: 2x4 KDDF M1&BTR 3-4= 30 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( ON TOP CHORD . 32.0 PSF DL 7.0)ONBOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 5.7" 6 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 313V -43/ 139H 5.50" 0.50 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc3'- 6.0" -97/ 132V 0/ OH 1.50" 0.17 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 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" F MAX LL DEFL = -0.000" @ 3'- 11,7" Allowed = 0.047" 10.00/ 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" 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 windforce-resisting o system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o M load duration factor=1.6 CO ,Trussin the planeeofned for thewloads truss only. v M/- C:.1- Eldr.111111.1.111111111111111111 cV 5��� -/ I M-3x4 A- ), y ,1 ; 1-00 3-06 0-05-11 (PROVIDE FULL BEARING;Jts:2.5,31 • \ 0 PPRO/ ,s JOB NAME: POLYGON 3-D NH - BJ2 Scale: 0.6557 NO 1P 0 WARNINGS: GENERAL NOTES,unto otherwise n ted. ' .g2S.PE f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual S• Truss: BJ 2and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabil' during construction 2.Design assumes the top and bottom chords to be laterally braced at , mpo ry stability 2'o.c.and et 10'o.c.respectively unless braced throughout their length by , ,� �"�""' DES. BY: EE s the responsibility of the erector.Addibanal permanent bracing of 46. continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ 1/9 OREGON �((/ SEQ. 4.No bad should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 37 .4S E Q. : 6051177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, h. .4 Nvk end are for"dry condition"of use. 1 '7 k "(4 t>, TRANS I D: 407533 5.CompuTrus has no con design loads be no con to any campanent.trol over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if A,� necessary. 1)RIO- 6. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center coincide with Joint center lines. IIIIII 111111111111111111111111111111111111111 MTeIk USA,IncGA in ./CompuTrus us I,copies of ISoftw a 7.6 6(1 L)-E ch will be furnished upon request. 10.9.IFForriibasicconnector ts iize of pplate in Inches. plate design values see ESR 1311 ESR 988(MiTek) EXPIRE5:12;31,2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 72 2.5=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(•224 187 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( 64 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 50.IN, (SPECIES) Connector plate prefix designators: 0'- 0.0" •16/ 304V -66/ 185H 5.50" 0.49 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 3.2' 0/ 37V 0/ OH 5.50" 0.06 KDDF 6250 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF ( 625 M,M20HS,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 �QDND. 2: Design h .k d for n t( psf( uplift at 24 'ac c a 'ng 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" /111111111. �' MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172" MAX HORIZ, LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 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. o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o0 load duration factor=l.6, Truss designed for wind loads ov> in the plane of the truss only. CO Cc) v 0 O� - 1-00 3-06 2-05-11 )PROVIDE FU B ARIN";Jts'2 5 3 415 3 j JOB NAME : POLYGON 3-D NH - BJ3 Scale: 0.5261 ��'t q ,,,,R "OS WARNINGS. GENERAL NOTES,unless otherwise noted: 5 f f . -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual 4t .920 OP E i-- Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY E E 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of continuous c.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibilityof the designer. sheathing such as plywood sheelhing(TC)and/or drywall(BC). rrr building 9 3.24 Impact bridging or lateral bracing required where shown++ et C, SEQ. : 60511784.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 non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, �" ^V TRANS I D: 407533 design loads be applied to any component 6.Dand esign for assumecondition" fu0 iaorof fat all supportsr3 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge if '/,Q '1 1 4 `,.O��y"� fabrication,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the Irritations set forth by7.Design assumes adequate drainage is provided. 'Y/ R `+ I IIIIII I III VIII VIII VIII VIII IIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center r i L TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint pt late center tines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. In Inches. 10.ForDbasic connectoits incate size r plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF N1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2-5=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 256 3.4=1 .94) 67 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 L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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,M2OHS,M18HS,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 10PSF LIVE LOAD. TOP ICORD 2 Design h�gck ddfor n€t(�R f) nnlift at 24 "oc spacing 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" /12k 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 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 1140 mppHhl h=22.3ft, TCDL=4.2,BCDL=6,0, ASCE 7.101(lAll hdeights),n fEnclosed, Cat.2, Exp.B, MWFRS(Dir), .6, Truss designed for wind loads Tco in the plane of the truss only. orMTr0111.111.111.11.11..11 a�01 J., 1, y 1, 1-00 3-06 3-10-15 [PROVIDE FULL BEARING:Jts:2,5,3,41 o PRD, JOB NAME: POLYGON 3-D NH - BJ4 Scale: 0.4597 .`.0 INS 4d WARNINGS: GENERAL NOTES,unless otherwise noted: �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual � T.920 O P t'- Truss: BJ 4and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. „/✓ Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Ad po2'c.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: E E Is the responsibility of the erector.Additional permanent bracing at continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , tr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rt OREGON /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 W SEQ. : 605117 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, G� °i� �,. design bads be applied to any component. and ere for"dry condition"of use 1 Q }. 6.Design assumes full bearing at all supports shown.Shim or wedge If p�. {� TRANS ID: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 41 C7 Lf ytil {+ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +l R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 VIII VIII VIII VIII VIII VIII 1111 IIIITPIANTCA in BCSI,copies of which will be furnished upon request. 9. lDigitscoin crate de s zejof plate incenter Iliiches. nes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF qt&BTR SPACED 24.0" O.C. 1.2=( 0) 72 2.6=(-29) 50 6.5=( 0) 14 WEBS: 2x4 KDDF STAND 2-3=(-119) 0 5.8=( 0) 0 5-3=( 0) 52 LOADING 3.4=( -24) 30 5.8=(-42) 69 3-8=(-71) 43 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) LL 25 PSF Ground Snow (Pg) 0'- 0.0" -42/ 302V -28/ 92H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: 2'- 4.1" -128/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 paf) uplift at 24 "0c spacing.] BOTTOM CHORD CHECKED FOR 10 PSF 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" @ •I'- 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 MAX HORIZ. LL DEFL = -0.002" @ 5'- 3,8" 12 MAX HORIZ. TL DEFL = 0.002" @ 5'- 3.8" 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. M-4x6 0 to Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1,6, rn A0k Truss designed for wind loads in the plane of the truss only. c.w M 3x4 .4 ptp M r teilliummem........._ � era o� ��Ilrl- 0 8 �� o '� M63x4 7 C3 M-3x4 M-3x4 ,1 y y 1-03-12 4-08-04 1-00 1-05-08 4-06-08 1, ), y y 2-05-081-00 3-06-08 ), )- 6-00 6-00 (PROVIDE FULL BEARING:Jts:2c4,8I JOB NAME : POLYGON 3-D NH - CJ2 PRpxF Scale: 0.4656 ��� IN,c ��jp,.p- WARNINGS: GENERAL NOTES,unless otherwise noted: ' ' � 5�1 -," I+ 1.Builder and erection contractor should ba advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual l�:" .92"P E Truss: CJ 2 and Warnings before construction commences. building component.Applicabilityof design parameters and proper [ 2.2x4 compression web bracing must be installed where shown+- Incorporation of component is the responsilllity of the building designer. r DES. BY E E 3.Additional temporary bracing to Insure stability during construction 0011/ 2.Design assumes the top and bottom chords to be laterally braced at • N the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,.4w.-'� • 4l�AAa�" P° ty 9 3.2x Impact bridging or lateral bracing where shown++ ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SO SEQ. : 6051181 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, f' OREGON Ih ` TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. 4. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If /� 14 �, � A, fabrication,handing,shipment and installation of components. necessary. �` 6.This design Is furnished subject to the limitations set forth by7.PlatesPes assumes cadeduone both tdhinac a is truss,a. � R s ` 11111111111111111111 TPINVTCA In SCSI,copies of which will be furnished upon request. 8 necooincide with joint centerfolines.s of and placed so their center 4 1. M(Tek USA,Inc./CompuTrus Software+7.6.6(1L)-E10.9.F rribasio onnecto cate sizerplplate te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111141IIIIII1111141ThiPACsIFdesign MBEpR-BCrepared from computer input by TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=) 0 72 2.6=(-53) 90 6-5=) 0) 18 TC: 2x4 ODE #1&BTR BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=)-172( 21 5-7=(-70) 116 5.3e) 0 51 3-4= 25 34 3-7= -128 78 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORDAD = 42.0 PSF= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOA0'- 0.0" -40/ 344V -41/ 123H 5,50" 0.55 KDDF625 OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 3'- 6.5" -99/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix)) ==CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,H18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing..( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-07-04 1 MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.201° MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.097" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" 12 MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186" /- 10.00 V - MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" MAX HORIZ, TL DEFL = 0.005" @ 5'- 7.5" 0 NOTE:Design assumes moisture content does M-4x6 �) not exceed 19% at time of manufacture. Design conforms to main windforce-resisting QD system and components and cladding criteria. f* O il ..- Wind: 140 mph, h=20,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, iA11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), cu pad duration factor=1.6 Truss designed for wind loads ' in the plane of the truss only. N O All V Q, c9 t7 -/ ....../_ -I , :.101:1M o M-1.5x3 oA- o ill' ill0-3x4 0 M-3x4 M-3x4 ), y y 2-03-12 3-08-04 1-00y 2-05-08 3-06-08 y (PROVIDE FULL BEARING••dts•2.•4.7I 6-00 A �} PR°F JOB NAME: POLYGON 3-D NH CJ3 Scale: 0.5755 ti`' WARNINGS: GENERAL NOTES,unless otherwise noted: (,I;' !94.110 P E 1'° 1.Builder and erection contractor should be advised of all General Notes 1•This building component.Apn is based plicability ofn the pdesignters shownparameters andnd proper or an individual Truss: CJ 3 and Warningsmrbeforewbracingconstruction m t commences. Incorporation of component is the responsibilityof the building designer. 2.2x4 compression web bracing must be installed where shown ti 2.Design assumes the top and bottom chords to be laterally braced at 8 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1rr,„ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywatl(BC). �'" /,' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ OREGON v,/ C 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -L/�A_. y 1 4 2N- S E Q. : 6051 182 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, ��77 end are for"dry condition"of use. �. design loess bs aopcon ro any campassut. 6.Design assumes full bearing at all supports shown.Shim or wedge it `t TRANS I D: 407533 5.CompuTrus has no control over an assumes no responsibility for the necesse Fi R 1 4-�' fabrication,handling,shipment an installation of components. 7.Dealgn assumes adequate drainage la provided. l 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center I VIII(VIII VIII IIIII IIIA VIII VIII(III(IIITPINVICA In BCS(,copies of which will be furnished upon request. 9 lines coincide oin crate with joint plate centIn erinches lines. mad<USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC . • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOADDURATION INCREASE = 1.15 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2-6=( -95) 130 6-5=( 0) 18 WEBS: 2x4 KDDF STAND 2-3=(-215 36 5.7=( -123) 167 5.3=( 0) 51 LOADING 3.4=( -59) 46 3-7. -185) 137 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON, UL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 375V -53/ 154H 5.50" 0.60 KDDF 625 Connector plate prefix designators: 4'- 8.9" -84/ 88V 0/ 0H 1.50" 0.14 KDOF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 2/ 116V 0/ OH 5.50' 0.19 KDDF ( 625) M,M20NS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 ssfl uplift at 24 "o0 .pacing.1 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" 4-09-10 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed= 0.211" T MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed= 0.281" MAX LL DEFL = 0,000" @ 0'- 0.0" Allowed = 0.037" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.049" 12 10.00 V (I) MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windfarce-resisting M-4x6 us system and components and cladding criteria. 0 Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, a) = (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o wcn load duration factor=l.6, Truss desi ned for wind loads oin the plane of the truss only. u; co Pez 11#11 e o� 51111.11.6M1M-3x4 o M-1.5x3 '7 o WM20 6 ' 0 M-3x4 M-3x4 s- ..1, y y 2-03-12 3-08-04 1-00 y 2-05-08 3-06-08 y [PROVIDE F B AKIN .I+c•2_,q 71 6-00 JOB NAME: POLYGON 3-D NH - CJ4 si\ a PR ore Scale: 0.5138 `cj< IAV ' /� WARNINGS: GENERAL NOTES,unless otherwise noted: 4452' V /5//7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4t' .92e`PE -P1.+ Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper SPE 2.2v4 compression web bracing must be installed where shown i. incorporation of component Is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by : ... DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). „.40.'r�n - 1116111111111F P° ty 9 9 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 60511834.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t,CC non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, Y OREGON\b A, 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 407533 design loads be applied to any component. and are for"dry condition'of use. G 'tf 6.Design assumes full bearing at all supports shown.Shim or wedge if �' 1 4 rO 4.. fabrication,handing,shipment and installation of components. necessary. h. 6.This design Is furnished subject to the imitations set forth by7.Design assumes adequate drainage is provided. jC+ t *�S I MILLI VIII VIII VIII VIII VIII VIII IIII IIII TPI/WrCA in BC51,copies of which will be furnished upon request. 8 lines coincide with joint center Ones.9.Digits of truss,and placed so their center S `�1� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 10.For basics onnectorcate size oplf ate desiglate in n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This FIC LUMdesign BEprepa R-B Cred from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-150) 175 6-5=) 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-257) 55 5.7=(-195) 225 5-3=( 0) 51 3-4=( -88) 66 3-7=(-250) 217 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 4 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF g.- 0.0" -34/ 398V -661 185H 5.50" 0.64 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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,CI8,CN18 (or no prefix)) == CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 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' MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5' 5-11 11 T MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" -/ NOTE:Design assumes moisture content does not exceed 1956 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 10,00 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=l.6, Truss designed for wind loads in the plane of the truss only. 0Uv0o C° AIN C2 '". vr 111.111.111M M 3x4 o M-1.5x3 o/- /000/ , 6 . M-3x4 M-3x4 y y y 2-03-12 3-08-04 1PROVIDE FULL BEARING:Jts:2,7,41 ,• y J' )' 1-00y 2-05-08 3-06-08 y 6.00 Q, O PROF IS JOB NAME: POLYGON 3-D NH - CJ5 Scale: 0.4201 �� ti d WARNINGS: GENERAL NOTES,unless otherwise noted: 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 an individual 4 . ®.P E 1-..Truss: CJ 5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. . 3.Additional temporary bracingto Insure stabilityduringconstruction 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 ,�, DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TG)and/or drywetl(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it OREGON �/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibllty of the respective contractor. S E Q. : 6051 184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G� �O 2�\ and are for"dry condition"of use. -/f 'J 4 A design bads has applied to anycomponentassumes 6.Design assumes full beadng at all supports shown.Shim or wedge If �j,� TRANS I D: 407533 5.CompuTrus no control over and assumes no responsibility for the necessary. + ` ` fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII 11 VIII VIII IIII IIII TPek U A In nc./ copies of which will furnished upon request 9 )Digits Indicate sizeoincide with ofptlate In Inches. Ines.. MiTek USA,InC./COf11plJTfUs Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:1:2/31/201.55 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC; 2x4 KDDF #1&BTR TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/C = BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 q 1.00 1.2=( 0) 72 2-7=(-115) 173 =( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24,0" D.C. 2-3=(-257 55 6.8= (-150) 223 6-3 6-3=( 0) 51 LOADING 3-4=(-177 84 3-8=(•248) 167 TC LATERAL SUPPORT <= 12"OC. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4-5=( -85) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 14.1" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.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) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'_ 7.5" -15/ 140V 0/ OH 5.50' 0.22 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series 11.7" -172/ 271V 0/ OH 1.50" 0.35 KDDF ( 625` REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OND D ctgn checked for.n�(� cp�f)�plift at 4 o aD cin_•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 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" 7-02-01 MAX LL DEFL = -0.005" @ 7'- 2.1° Allowed = 0.117" T MAX TL CREEP DEFL = -0.006" @ 7'- 2.1" Allowed = 0.157' f 5 -/ MAX HORIZ. LL DEFL = -0.008" @ 5'• 7.5' 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 0 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCOL=4.2,BCDL=6,0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), u7 russad duration designedfforowind�loads o in the plane of the truss only. N M-4x6 u 0 r; lt m 98 0 o f . . 0 8..1..M-1°5x3 o M-3x4 w Mi3x4 0 M-3x4 ; y y 2-03-12 3-08-04 y ) y y 1-00 , 2-05-08 4-08-09 , y 6-00 1-02-01 !PROVIDE FULL BEARING:Jts:2,8,4I JOB NAME: POLYGON 3-D NH - CJ6 Scale: 0.3552 �cj� '''7. ,5//,ty_ 's/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �r� `/q/ '��/jy '� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 'u.. .92 s®P E r Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper t G 2.2x4 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a'f�Imos.•-' P. DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous2xImactsheathing such lateralas bracingplywgoe sheathing(TC)where s shown d yw�ll BC. r�a Imo.. 4.No load should be eany g 3.In Impact bridging or the required the where c ++ 0 pe to component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t'CC SEQ. : 6051185 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, OREGON `V TRANS I D: 407533 design loads be applied to any component, and are for"dry condition"of use. Li A S CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i' 1 4 '✓a ... fabrication,handling,shipment and installation of components. esessary. �� 6.This design is furnished subject to the limitations set forth by7.DesignPlates shall be assumes adequate on both drainagecIs provided.a. R }` y T 111111111111111111111 TPIANTCA In BCS!,copes of which will be furnished upon request. 8 necoincide with joint center lines9. s of truss,and placed so their center rry 1 4 M MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 10.For ibasits cconnector cate size plate desigf plate in n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 This IFdIC LUMesign BER-BC prepared from computer input by IIIIIIIIIIIII TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS1-2=) 0) 72 2-7=(-102) 168 7-6=) 0) 18 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 2-3=(-304) 55 6-8=(-132) 215 6-3=( 0) 51 BC: 2x4 KDDF S18,NTR SPACED 24.0" O,C. 3-4= -297) 141 3-8= -239) 147 WEBS: 2x4 KDDF STAND LOADING 4-5=(-173) 0 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 12,0 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" 28.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 340V -81/ 282H 5.50" 0.54 KDDF ( 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,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND 2 Design rnecker for ne* cf1 un1(ft at 24 "oc s acn 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 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 DEFL = 0.030" @ 4'- 8.0' Allowed = 0.283" MAX TC PANEL TL DEFL = -0.022" @ 4'- 8.0" Allowed = 0.425" 8 04-OB 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 system and components and cladding criteria. 12 Wind: (140 mppHh h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 10.00 V load duration 'factohtsn) Enclrsl.6 Cat.2, Exp.B, MWFAS(D>r), I; Truss designed for wind loads o in the plane of the truss only. 0 o CO N 0 CO M-4x6 ( co Allillijillit.**-4�- o .:xlig4 co M-1.5x3 c. M 3x4 M73x4 0 M-3x4 2-03-12 3-08-04 1-00 y 2-05-08 5-11 y y 6-00 2-04-08 (PROVIDE FULL BEARING;Jts:2,8°4I jV, 0PRQ/ JOB NAME: POLYGON 3-D NH - CJ7 Scale: 0.3175 x”y�75// ` WARNINGS: GENERAL NOTES,unless otherwise noted: �4Lt r 7> P 1-"r 1.Builder end erection contractor should be advised of all General Notes 1.Thls deng compbased onl it onthe ity efparaigeters shown sand ii Torr aan individual • Truss: CJ7 and Warnings before construction commences. bIncorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at fir ►' 3.Additional temporary bracing to Insure stability dudng construction 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by A,,r+y"r,�Imrr DES. BY EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywail(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i OREGON �( TRANS I D: 407533 5.CompuL 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q• : 6051 186 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`� � 1 a O� and are for"dry condition"of use. design bads be applied to any component. 6.Design assumes hull bearing at all supports shown.Shim or wedge If A Trus hes no control over and assumes no responsibility for the necesaery. r 6% fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center IIIIII IIIII Mil 3E111 VIII(III(III TPek U A In BCSI,copies of which will be furnished upon request. 0.IPnr Indicate incide ith Joint tor of plate cIn enter Ines. p p MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design hevalues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1$BTR LOADDURATION INCREASE = 1.15 BC: 2x4 KDDF A16BTR SPACED 24.0" O.C. 1-2=( 0) 72 2.4=(0) 0 2-3=(-68) 88 IC 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 OVERHANGS: 12.0" 0.0" 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 ( 625` Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 1.7" -64/ 126V 0/ OH 1.50" 0.20 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 6'- 0.0" 0/ 48V 0/ OH 5.50° 0.08 KDDF 625` M,M2OHS,MI8HS, 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, kfl D_2. 2.eli.gn checked for matt,Lp.guip ift at24 ,L spac�l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.7" 10.00 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), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. cn v o cn/- o N r O a cu IAIIIIIIIIIIMIMIIIIMIMIIMIIIIIMIMIMIMM O r O� 4 M-3x4 y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4I 6-00 y JOB NAME : POLYGON 3-D NH - J1 ° PROF' Scale: 0,6702 �cj"�XG 5�1 ��4, WARNINGS: GENERAL NOTES,unless otherwise noted: (;�f �i`/g y/ry 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ±92 0 0 n E mac- Truss: J1 and Warnings before construction commences. building component.Applicadaty of design parameters and proper r L 2.2x4 compression web bradng must be installed where shown+ Incorporation of component Is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to Insure stability during construction, 2.Design assumes Me top and bottom chords to be laterally braced Cl Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by �r DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequiredwhere sheathing(TC)and/or drywall(BC). „,,. +fir,- tY 9 3.2x Impact bridging or lateral bracing shown++ 4.No load should be applied to any component until after WI bracing end 4.Installation of truss is the responsiblity of the respective contractor. f' SEQ. : 6051187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, j. 4.„ 7N� TRANS I D: 407533 design bads be appfed to any component. and are for"dry condition"of use. G� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i' 1 4 2s): -�•- fabrication,handling,shipment and installation of componenh, necessary. p� �� 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. "f?�.'� y` y I'IIIA VIII VIII VIII VIII VIII VIII IIII IIII 6 Plates shall be located on both faces of truss,and placed so their center i 1• TPINVECA In BCS',copies of which will be furnished upon request. Ilnes coincide with Joint center lines. 9. M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits rrbasiciconnectocate sizerplf alate In Inches. te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 TC: 2x4 KDDF #18BTR BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-61) 58 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 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek Mseries LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Design checked for nett pat) uplift at 24 "ox spacing I 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 MTC PANEL AX TL ELL 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" 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' MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.1" 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 mph h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 'f All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 m Truss designed for wind toads in the plane of the truss only. c 0 0 N O N 0 C') M LIAMIIIIIIIIMMEINNIMIMIMIIMII O 1110. 114 cV 1 M-3x4 A- y 1-00 y (PROVIDE FULL BFARING;Jts:2,3,4I 6-00 y t0 {D R OF JOB NAME: POLYGON 3-D NH - J2 Scale; 0.6505 �`o (N /� 15/1F'�c-' q WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' a ®lf_G 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 en individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 2 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 401/ 3.Additional temporary bract to Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ry ng 2'o.c.and et 10'o.c.respectively unless braced throughout their length by �1 - DES. BY' EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ OREGON 1, SEQ. 4.No load should be applied to any component until after all bracing and 4.Installation of truss islhe responsibility of the respective contractor. ,¢_ ^V S E Q" : 6051 188 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses ere to be used In a noncorrosive environment, L- 'r'1a 2�\ and are for"dry condiYon"of use. a, _7 14 h design loads be appNed to any component. B,Design assumes full bearing at all supports shown.Shim or wedge if `' TRANS ID: 407533 5. fabrication,has no control handinB shipment installatand assumesion of components. for the necessary. RAIL. \,. p Po 7.Design assumes adequate drainage is provided. I 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 ines incide with joint center lines. 111111 VIII VIII VIII VIII VIII VIII(III(IIIMTTPINVTCA In BCI,copies of whch will be furnished upon 6 USA,Inc6/CompuT us lSoftware 7.6 6(1 L)E request. 10. f late in inches. lF9. orr baassicicof nectore size oplate design values see ESR-1311,ESR-1988(MiTek) EXPIRE5:12I31l2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAXMEMBER FORCES 4WA/DDF/C(1=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=� 0) 72 2-4=(0) 0 BC: 2x4 KDDF A18BTR SPACED 24.0" O.C. 2-3.(-83) 76 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 336V -40/ 123H 5.50" 0.54 KOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 3'- 6.5" -126/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 6'- 0.0' 0/ 56V 0/ OH 5,50' 0.09 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND 2 Oesipn checke__ d for net( p8f)sn�ift at 24 "oc spac>�nn_.I BOTTOM CHORD CHECKED FOR 10 PSF 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 = 0.000" @ 0'- 0.0" Allowed = 0.097" 3-07-04 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129'. 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/ -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.5" NOTE:Design assumes moisture content does Fi not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6, Truss designed for wind loads O 4 in the plane of the truss only. (NJ o, O M r/- O/___ O �4 M-3x4 A ./ y )' 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME: POLYGON 3-D NH - J3 Scale: 0.6905 C. D N RQFes�� WARNINGS: GENERAL NOTES,unless therm noted: (,� 'I5/1 l' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual u_ 7.921•PE c Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tiv ly unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. sheathing such as plywood requiredething(re shown end/or drywell(BC). .. ,err _ "...."-- continuous 4.Nc load should be e y p 9 3.In Impact bridging or lateral bracing where ++ applied to an component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. t SEQ. : 6051 189 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, OREGONS TRANS I D: 407533 design loads a applied to any component and are for"dry condition"of use. �+� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun aadng at all supports shown.Shim or wedge If Q 4 14 „Q ^''' fabrication,handing,shipment and installation of components. necessary. 'R5' 6.This design Is furnished subject to the imitations set forth by7.Designlatesassumes adequateatedon bothfaces drainage Isotrus,provided. > C^"� i y y` IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located of truss,and placed so their center +,: 4.5+• TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basicconnectore plate delate sign values see ESR-1311,ESR-1989(MITek) EXPIRES:12/31/2015 This design prepared from computer input by (IIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR LOAD SPACED 24.0" O.C. 2-3=(-109) 96 BC: 2x4 KDDF 81&BTA TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF L ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -23/ 370V -53/ 154H 5.50" 0.59 KDXIF ( 625) 4'- 8.9" -118/ 149V 0/ OH 1.50" 0.24 KDDF ( 625) 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �� Design checked for nett 5 o.f)sptift at 24 "oc sgacinc.l M,M2OHS,M18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.049" 4-09-10 MAX TC PANEL LL DEFL = 0.056" @ 2'- 9.1' Allowed = 0.377" MAX TC PANEL TL DEFL = -0.053" @ 2'- 7.2" Allowed = 0.566" MAX HOAIZ. LL DEFL = -0.001" @ 4'- 8.9" MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.9" 12 V NOTE:Design assumes moisture content does 10.00 not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=21.2ft, TCDL=4.2,BCDL=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 v in the plane of the truss only. 0 a) 0 `* N O V7 M I. o/- ►' ��4 1 M-3x4 A- y y y 1-00 [PROVIDE FULL BEARING'Jts'2.3.4i 6-00 �,� 0 PROFts, JOB NAME: POLYGON 3-D NH - J4 Scale: 0.5446 w� y(�l5//ryC °' WARNINGS: GENERAL NOTES,unless otherwise noted: �. ±7 ��r L. 17 1.ander and erection or contractor shouldcom be advised of all General Notes 1•This!wilding comp nent.Applicability is based of n the parameters parameters and spror opeei individual - Truss: J 4 and Warnings on construction commences. incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/`,. 04111111100. DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE' 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+i OREGON �(: 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibltty of the respective contractor. 7 9 1 S E Q. : 6051190 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, _ end are for"dry condition"of use.design beds a n 'con to any card assn 6 Design assumes full bearing at all supports shown.Shim or wedge if �,/ 4 TRANS I D: 407533 5.CompuTrus hes no control over and assumes no responsibility for the necessary. I`y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 9. [Fur b iindicate sizejof plate inrin values USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #18BTR LOADDURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" D.C. 1.2=( 0) 72 2.4=(0) 0 2.3=(-138) 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 HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0,0" -34/ 403V •66/ 185H 5.50" 0.65 KDDF ( 625` Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0,0" -106/ 169V 0/ OH 1.50' 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONgn checke_ d for net( cp�f)-nl+ft at 4 a +nn 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 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 12 �� MAX HORIZ. LL DEFL = •0,002" @ 5'- 11.2" 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 mph, h=21.7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), coload duration factor=1.61, Truss designed for wind loads 0 o in the plane of the truss only. cv Oul cc C) o/_ o 4�� M-3x4 1-00 6-00 (PROVIDE FOIL BEARING:Jts12.4 3I JOB NAME : POLYGON 3-D NH - J5 PRQF47. Scale: 0,5235 IN 1y�y,,(�, -4, WARNINGS: GENERAL NOTES,unless otherwise noted: tt! // f -1f�' 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 Q' .92$$PE V' Truss: J5 and Warnings before construction commences, building component.Applicability of design parameters and proper f-L 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chorda to a laterally braced at Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c,respectively unless braced throughout their length by f/P,. DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywatl(BC). /"blmmw Po t1' 9 3.2x Impact bridging or lateral bracing where shown++ m S /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `'/ E Qcorrosive environment, 3f' OREGON k TRANS I D: 407533 design loads be spored to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ��, 1 4 -`• fabrication,handling,shipment and Installation of components. necessary. �A,. 6.This is furnished subject to limitations set forth by7.Design assumes adequate drainage is provided. 4f �_.,t P 1�II��I E111I�I�I��I�1�II�1�I�I�I�I�111111late In Inches. a.Platesshallbe withjo located on enter nes. truss,and placed so their center 1. TPs design iniBest,copies of which the will be furnished upon request. lines coincide with joinf pt center tines. 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connectocate size r plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 7'- 2.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.5=(0) 0 TC: 2x4 KDDF qi&BTR SPACED 24.0' O.C. 3.4=(-113) 193 BC: 2x4 KDDF k1&BTR 3-4=(-113) 63 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -241 377V -80/ 217H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V O/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc5'- 11.2" -240/ 394V 0/ OH 1.50' 0.50 KDDF 625) M,M2OHS,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 IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IGOhD 2 Design checked for net( 5 Daft uplift at 24 "oc soacing.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 IL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.075" @ 2'- 9.2" Allowed = 0.481" /12 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 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: 1140 mppHht h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 co (All Hdeights),n fEnclosed, Cat.2, Exp.B, MWFRS(D1.r), .6, Truss designed for wind loads 0in the plane of the truss only. rn cromNO rM191111.111111.11111111111111111111.111111.11111111 oA0 A y ), J, y 1-00 6-00 1-02-07 )PROVIDE FILLL BEARING' t ' S 41 '<c' ,0 PFO/ JOB NAME: POLYGON 3-D NH - J6 Scale: 0.4676 � 5/1`x' f"�.� WARNINGS. GENERAL NOTES,unless otherwise noted: tt ± `P!� r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 6 2.2x4 compression web bredng must be installed where shown*. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto Insure stability dudn construction 2.Design assumes the top and bottom chords to be laterally braced et ,00e tY 9 2'o.c.end et ill'o.c.respectivety unless braced throughout their length byr', rr ,Am"'"" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x IMpact bridging or lateral bracing required where shown++ OREGON b f, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4'7 SEQ. : 6 051192 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, d Q and ere for"dry condition"of use. LIQ -7 y T 4 �� T p. design bads be applied to any component. 6.Design assumes full beefing at all supports shown.Shim or wedge if A TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. R 0211 1,. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is Provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 M Te USA,Inc.TPINVTCA in /CompuTrus pies of s(Software 7.6 6(1 L)-E request. 1g linesFor basic coincide nectorsize of plalate In inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 2015 A IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8° IBC 2012 MAXMEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=�•267� 238 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4= 90 38 BC LATERAL SUPPORT <= 12"DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -24/ 378V -93/ 250H 5.50" 0.61 KDDF 625 C 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF 625 ` M,M20NS,M18HS,M16 = Mi7ek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -226/ 355V 0/ OH 1.50' 0.45 KDDF ( 625) -15/ 23V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'• 4.8" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'• 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" / MAX TC PANEL LL DEFL = 0,119" @ 2'- 11.7" Allowed = 0.481' 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" 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=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), m load duration factor=1.6, 0o inuss thedplaneed offor thewind trussoads only. N or co co f<- v o/- o - y 3, 3, 3, 1-00 6-00 2-04-13 'PROVIDE FULL BEARING:Jts:2.5,3.41 JOB NAME: POLYGON 3-D NH - J7 Scale: D.423D „c....;,, D ry ` i© WARNINGS: GENERAL NOTES,unless otherwise noted: 4Rd� 5. 't r -. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual92!1 P E c Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced of is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such asfivey unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such plywood required sheathing(TC)end/or drywall(BC). .+r rr + tae" Po h g 3.2x Impact bridging or lateral bracing where shown++ y f Sf1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. � AOREGON tC E Qc1. -%orrosive environment, � f l As TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use.5.CompuTrus has no control over and assumes na reaponsib Nty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1' -4}� 1 4 ek �•'}- fabrication,handling,shipment and installation of components. Decessary. 6.This design is furnished subject to the Nmitations set forth by7.Plates assumes adequatedobothdtface is ft used. � i 4 111111111111101111111 a.Plates shall be located on faces of truss,and placed so their center L TPI/WI'CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9. Mi7ek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 10.Digits Trbasic connector plate desiglate in n values see ESR-1311,ESR-1999 P 9 (MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDOF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-320) 288 3-4= -103 46 TO 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 L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 285H 5.50" 0.60 KDDF ( 625 Connector plate prefix designators: 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 MT 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. ICOND 2 Design checked for nett 5 neft uplift at 24 "sc soacina I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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" r �l MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 6.5" MAX HORIZ. TL DEFL = -0.005" @ 9'- 6.5" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, 0Truss designed for wind loads in the plane of the truss only. v O O N co O a) co •tt• Mg 11.1.1.11.1.11111.01111.11.11111. c,,,_c. 5=� M-3x4 /- ,I, )' J. y 1-00 6-00 3-07-04 [PROVIDE FULL BEARING'Jts:2.5.3.41 \•.10 PROFed JOB NAME: POLYGON 3-D NH - J8 Scale: 0.3820 ��� :IN' ypry,�� tE WARNiNeS: GENERAL NOTES,unless otherwise noted: � . 5/1/ fp' 1.Builder and erectlon conbedor should be advised of ell Generel Notes 1.This design is based only upon the parameters shown end Is for an Individual ,P Truss: J 8and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary braclo to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at po 9 ty 2'o.c.and at 10'o.c,respectively unless braced throughout their length by � � OAP". DES. BY: EE is 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 responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '-p. ,g_ ^V SEQ. : 6051194 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, G- �t� N `i design beds be applied to any component and are for"dry condition"g use. © j 4 AC-. A. 8.Design assumes full bearing et all supports shown.Shim or wedge if ti T TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 1h y s y V fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r'1 1.-1+' 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located size of pon both faces of truss,and placed so their center ch wit be furnished IIIIII 11111111111111111111111111111[III MT SAIn BCSI,copies of [Software 7.6.6(1 L En request. late in Inches, 1ines coincide with joint center fines. 0.IFForrits baisic concatnector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRE5:12181,2015 'IIII This dFIC LUMBEResign prepared from computer input by CI -BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-2=( FORCES 2-6.(0) 0q=1.00 BC: 2x4 KDDF N1&BTR SPACED 24,0" O.C, 2-3=( 0) 72 2-6=(0) 0 TC LATERAL SUPPORT <= 12°OC. UON. 2.3=(-375) 304 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4= -145)) 57 LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 4.5=( -58 0 OVERHANGS: 12.0" g,6" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)22/ V C,CN,C18,CN18 (or no prefix) = Compu7rus, Inc 0'- 0.0" 369 -117/ 33 06 5.50" 0.60 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MTseries LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 625 5'- 10.0" -258/ 391V 0/ OH 1.50" 0.50 KDDF 625 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 ssfl uplift at 24 "oc spacing.] -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.001" @ 10'- 9.6" Allowed= 0.080" MAX TL CREEP DEFL = -0,001" @ 10'- 9.6" Allowed = 0.107" 0 MAX 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 10.00 2 NOTE:Design assumes moisture content does not exceed 19is at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. cn M Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o �l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6 0 oz, Truss designed for wind loads o in the plane of the truss only. co O 6'-' M-3x4 .1 y . )- 1-00 6-00 4-09-10 'PROVIDE FULL BEARING:Jts:2,6,3.41 JOB NAME : POLYGON 3-D NH - J9 scale: 0.3563 5� � 0 N 0 css4. iA rr WARNINGS: GENERAL NOTES,unless otherwise noted: 1� 015//7- ©,- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 0 .92•P E Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 r 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at " is the responsibility of the erector.Additional permanent bracing of 2'Ati.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). / Y rte"" 9 3.2x impact bridging or lateral bracing where shown++ CC 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. SO SEQ. : 6051195 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7.. .f OREGON tc ((/< TRANS I D• 407533 design loads be applied to any component. end are for"dry condition"of use. e7 ' 5.Compu7rus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �� 1 4 �„q� 0... fabrication,handling,shipment and installation of components. ecessary. 8.This design is furnished subject to the Hnstal,ons set forth by7.DesignPlates shall be assumes adequate one ofaces drainage iso provided., R n �s 1111111111111111111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8. nes coincide with joint on cate size of enter hoess of truss,and placed so their center C rl 1. MiTek USA,Inc./Compu7rus Software 7.6.6(1 L)-E ate In Inches. 10.FF9. oribasic ts iconnector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 TPAChisIFdesign MBprER-BepCared from computer input by IIIIIIIIIIIIII TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FOORCE722 4 BC: 2x4 KDDF #1&BTR WRR/DF/Ct1 1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=(•410) 382 TC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 3-4= -193) 141 4-5= -55) 30 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 L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 357H 5.50" 0.60 KDDF ( 625 Connector plate prefix designators:= Com5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 625 C,H2OHS, 18HS (16 no MiTek prefix) = riesuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -261/ 380V 0/ OH 1.50' 0.49 KDDF 625 M,M20HS,M18HS,M16 = MTseries REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 195V 0/ OH 1.50" 0.25 KDDF 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. ICOND 2 De81gn Cher e0 for n * s *1 uotift at 24 "oc pouting I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067' @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 11'- 11.2" /U NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 V Wind: 140 mph, h=24.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M Truss designed for wind loads cm in the plane of the truss only. v o o o N O M O PIAMIIIIIIIIMIMMIMMIMI 6--. o M-3x4 1-00 6-00 6-00 (PROVIDE FULL BEARING•Jto:2.6.3.4-51 v, ,O PR Opt JOB NAME: POLYGON 3-D NH - J10 ,<(,, fiNJE- ScS Scale: 0.3223 CI ' ' ` - WARNINGS: GENERAL NOTES,unless otherwise noted: 1,� 7 p� 1 1.Builder and erection contractor should be advised of all General Notes 1.This designg cmp based only upponithe of parameters parameters shown and ands properrn individual Truss: J10 and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. 4-rdee 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at / 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respedivety unless braced throughout their length by 4,-/ . DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathIng(IC)and/or drywall(BC). r�r-^ R� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2‘Impact bridging or lateral bradng required where shown++ OREGON V b A. SEQ. 4.No load should be applied to any component until after at bracing end 5.Designation of assumes trusses ais the re to be used Ina non-he corrosiventrctor environment L., A 4 ZQ'� ,.1... S E Q. : 6051196 fasteners are complete and at no time should any loads greater than and ere for"dry condition"of use. P design beds a applied controlon ro any r component.assumes 6.Design assumes full bearing at all supports shown.Shim or wedge if ,3 TRANS I D: 407533 5.CompuTrus has nohandling,shiover nd nsumes nor omponenity for the nesigeary. ill R R I I fabrication, furnisshipment to installation Imitationsatlon components.by 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the set forth 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII IIII IIII TPITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E hWTCA in BCS(,copies of which will be furnished upon request. 9 lines coincide lith joint platnteierlloan 1111111111111111111M10.For basic connector plate design values see ESR-1311,ESR-1988 fATek) EXPIRES:12/"1/201,.5 IIIIIIIIIIIII 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: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1$BTR SPACED 24.0" O.C. 2.3=(-74) 28 TC LATERAL SUPPORT <= 12"OC, UON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 441V -12/ 790 5.50" 0.71 KIOF ( 625` Connector plate prefix designators: LL =25 PSF Ground Snow P 3'- 3.2" -7/ 40V 0/ OH 5.50' 0.06 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 3'- 6.0" 37/ 87V 0/ OH 1.50" 0.14 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. CONgn checked for nett p3f)ynlift at 24 'oc c a inc BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.019' @ •1'• 8.0' Allowed= 0.187" 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 MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0' Allowed = 0.172" MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFLgg= -0.000" @ 3'- 5.2" NOT content does /- 3 notEexceedn19%s ats e timelre ofumanufacture. 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), ol load duration factor=l.� Truss designed for wind loads in the plane of the truss only. O. O C4 N c.3,,,_ V 111 0 87- 2 IIIIIIIII 41111.--- -' M-3x4 A- ,i, y 1, 1-08 3-06 (PROVIDE FU B ARIN•; ts• 4 1 JOB NAME: POLYGON 3-D NH - P1Scale: 0.7235 ,�K(<9, 6-'�. WARNINGS: GENERAL NOTES,unless otherwise noted: L 5// "4' 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 L)*' « 2•,P E �1... Truss: P 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 1 C- 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �S_ 01111 9 3.In impact bridging or lateral bracing where shown++ -180 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the res f .: p ty corms)contractor. -7, �✓ SEQ. : 6051197 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, OREGON � TRANS I D: 407533 design loads be appled to any component. and are for"dry condition"of use. ���j�y i ry +� •',, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If -7. cc-- febdcation,handing,shipment and Installation of components. necessary. 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. C:�yy y y 1111111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. 8 Ilines coincide with joint centelates shall be located on tr toesh g of truss,and placed so their center r i b MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E f plate In inches. 10.For 9. ibasits cconnector cate size plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 84 2.4=(0) 0 BC: 2x4 KDDF IC: 2x4 KDDF SPACED 24.0" 0.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN.. SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -132/ 478V -12/ 82H 5.50" 0.77 KDIF ( 625) 42.0 PSF 1'- 9.2" -861 45V 0/ OH 5.50" 0.07 KDDF ) 625) CConnector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.7" -36/ 77V 0/ OH 1.50" 0,12 KDDF 625) (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "ac spacing.) REQUIREMENTS OF IBC 2012 AND IAC 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 IC PANELE MAXLi DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" 12 MAX IC PANEL TL DEFL = 0.004" @ 1'• 4.3" Allowed = 0.306" 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`k at time of manufacture. 3 ---,, Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph h=20ft, TL=4.2,BCDL=6.0, ASCE 7-10, '' (All HeiCD ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 0 0 N C" W O N CO/- Nr c, o,`• 21� 4ii� M-3x4 A ,1 .1 y y 1-08 2-00 1-03-11 (PROVIDE FULL BEARING;Jts:2,4,3I os JOB NAME: POLYGON 3-D NH - SJ1 Scale: 0.7307 co INS WARNINGS: GENERAL NOTES,unless otherwise noted: 44 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 an individual ` .92!11 P E r Truss: SJ 1and Warnings before construction commences. building component.Applicability of design parameters and proper /J 2.2x4 compression web bradng must be Installed where shown+. Aleincorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ` w/ po ry 2'o.c.and at 10'o.c,respectively unless braced throughout their length by / `�" _ .11, „,.."14111.181 DES. BY: E E is 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 responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ OREGON b t, 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. �} ^V SEQ. : 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, G, Y �, 2QN and are for"dry conditlan"of use. 4 1 4 t�. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If i (�S". TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. •� ` ``� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is presided. .11 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(VIII 11111 VIII III VIII VIII(III(III TPINVTCA In BCS(,copies of which will be furnished upon request. 9.tines Digi nid ciatewitsizejofnttlate inrinches. 10.For basic connectorr� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:ES:12/31/201 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.5=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2.3= -137) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4= -56) 26 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) plate prefix designators: 0'- 0.0" -97/ 466V -25/ 134H 5.50" 0.75 KDDF ( 625) C Connector8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1'• 9.2" -98/ 51V 0/ OH 5.50" 0.08 KDDF ( 625 M,M20HS,M18HS,(or = MiTek M series 3'- 2.9" -108/ 233V 0/ OH 1.50' 0.30 KDDF625 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 [00N,�. 2_: Design checked for net( pof) uplift at 24 "Cc acine_I 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" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 6'- 6.9" r- 12 MAX 80912. TL DEFL = -0.001" @ 6'• 6.9" 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. mDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads in the plane of the truss only. coN o 0 a m v . 0 2►� 5111 I 1 M-3x4 y y y y 1-08 2-00 4-07-11 1PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON 3-D NH - SJ2 Rt0 PROF Scale: 0.5609 .?co 51,/p„�/ WARNINGS: GENERAL NOTES,unless otherwise noted: E, /// /may 'x'1, Cl1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual tt' ;92e III PE c Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+ incorporation of component is the responsibility of the building designer. Or3.Additional temporary bracing to Insure stability during constructlon, 2 Design assumes the top and bottom chords to be laterally braced at 1000. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,""rte s 04 DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblity of the respective contactor. -p OREGON S E Q ld any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L, N. W design loads be applied to any component. and are for"dry condition"of use. „g �. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if C) )' 1 4 0 '� fabrication,handing,shipment and installation of components. necessary. {+ 6.This design is famished subject to the imitations set forth 7 Design assumes adequate drainage is provided. �y p t IIIIII I III IIIII I III IIIII IIIII IIIII IIII IIIIby 8.Plateseshall be located on both faces of truss,and placed so their center r'i 1-1 1.. TPI/WTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center Ines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E10.F rribasic connectocate sizer plalate In Inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.6=(0) 0 BC: 2x4 ODE N1&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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0' 0.0" TOTAL LOAD = 42.0 PSF LBEARINGS MAXCVIRTS REACTIONSSIZE SQ.IN. (SPECIES) RS 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 KDDF 625 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 MET. 6'- 6.9' -117/ 252V 0/ OH 1.50" 0.32 KDDF 625 9'- 11.7" -41/ 88V 0/ OH 1.50" 0.14 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. corn Design checked for net( gift uplift at 24 "oc spa ing 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' NOTE:Design assumes moisture content does '( not exceed 19% at time of manufacture. 12 Design conforms to main windfarce-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 0o in the plane of the truss only. N 0 U, O (0 0V)r/- Nr O� 2e_0" 6�. o M-3x4 A- 1 I I I 1-08 2-00 7-11-11 (PROVIDE FULL BEARING;Jts:2,6,3,4,51 R ss Scale: 0,4335 \Co t �NEF� jd JOB NAME: POLYGON 3-D NH - SJ3 w x15119 WARNINGS: GENERAL.NOTES,unless otherwise noted: et. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '' :92•F'E 1r Truss: SJ3 and Warnings before construction commences- building component.Applicability of design parameters and proper Ayr /' 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. .;✓ 3.Additional tempora brad to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at temporary ng tN 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , +� DES. BY: EE s the responsibility of the erector.Additional pennasent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ -� OREGON •.4. SE �1 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q. : 6051200 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�\ design loads be appied to any component, and are for"dry condition"of use. Q Y 1 4 G• 8.Design assumes full bearing at all supports shown.Shim or wedge It fl TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibilityts.forthe necessary. PR f7I`>L„ V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPIANTCA in BCS(,copies of which will be furnished upon request. 9.(ines Digits inincide iccrwithate sizejoint plate inrinches. cente10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-t908(MITek) EXPIRES:12/31/2015 •