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Plans (35) /lir c r) O�C� ��U��s D l �3s3 '-(4211(w/N111- � Jieai/`�i� �� ©CONFORMS TO DESIGN CONCEPT _ CONFORMS TO DESIGN CONCEPT NON ONS NOTEDSIGN CONCEPT WITH y'A Li CONFORMS TO DESIGN CONCEPT WITH 0 NON-CONFORMING-REVISE&RESUBMIT SS REVISIONS AS SHOWN AY SW DOES Ht, FFE E O ?O�� ❑ NONCONFORMING REMISEAIIDRESUBMIT SRC L ,f t 3 ate 9/ 114 y ,�, Y.,fW. ..,.,G f.d..Hf IA'.. 'O Y...Rr SS.,:f.RAM! THIS SHOP DRAWINGHAS FEN REVIEWED FOR GENERAL CONFORMANCE By Alexia Fukui Date 9/22/14 CITY OF p } TE HE'SES GW O IEP1 ONLY Aft?GOES NOT RE.IEVE THE MILBRANDT ARCHITECTS III T1GAi9L. fSP ALIV . ND9 FFE'ONIB:LI� =C'HGG'1=OH9AGEI:TF:`iE I s i g 6; 5 j q gni DESIGN DRAWINGS AND STE IFICATIONS ALL OF WHICH HAVE PRIORITY 11r-0' B E 3 L+t 3 9..,+ G��8 9 R to OVER .k:c QV DRAWING. CONTRACTOR SHALL VERIFY ALLDIMENSIONS. ♦p Ry: T R.�on AR Cate: September 19, 2014 AR CT E I ER G INC r—ll J, _,I�� _ J, J2 cJz \ rJ/ ■/� J3 r 116;.4,/ � �, r J5 if P I'/� am //.I J6 A 1 fir, liras ■ A J9 . I I1 A R Jg I ■�► �•�fICa�l,!i Y.il Iillli��II■Y11�� '� A 111111111, X11/ 1111111111111111111 J, `ON �- JB - I J8 s1 - . I Js isPrAr Ad ' a IMI. gdi4M.HiIIik1J J1 - �/1 AR �. AR PI _ 111.0' � 151-0' 1_ 111-0• I GARAGE I 3T� ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLV.REFER TO POLYGON NW 07/25/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURALILDING !'Ill ; �.. PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD t� PLAN 3 D RESPONSIBLE FOR ALL NON TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING -- .. PLAN: DESIGNER/ENGINEER OF RECORD TO 3 / D CHECKED BY: REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. t� DELIVERY LOCATION: I SCALE REVISION-3: 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. 3T-O" 11=9' 1 fl'lII al 11111 ■II, J1 /JJit FA pi 6 G IIIIIIIIM ja I MIL\ 0 Rif Js off, ME e,j5. eq J7 _ 06°1 AI '� d �MMI5DFil.11)<Y.II A ; Js 1fl 1L : J7 I E -' � I J7 J5 IR1 .1611 L, , J5 J4 4111 �'1 '_I J3 I S8IUiI ■NMAL IMOVANN APA .41,41Tra. 11‘ isiiki J1 sa Air-Mr NI n ME FA II 10 rilKiliffii :,..pi e° ��.'4 I 1 4 CeJ GARAGE a 2agNaIdgas 111-0110 CONFORMS TO DESIGN CONCEPT I 37=0' I `aOGNS ASRms O�HGGAGN CONCEPT WITH ®CONFORMS TO DESIGN CONCEPT _ J NO CONFORMIPG—REVISE AND RESUBMIT CONFORMS FO DESIGN CONCEPT WITH REVISIONSNOTED THIS S4OP DR-'+ING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE El NON-CONFORMING-REVISE&RESUBMIT "^ �- CONCEPT r WITH THE C C NC,_PT LILY AND DOES NOT RELIEVE''1E -i rl r s.r s 3 Ent S..NAL v e FF3p:C4TGR YEY,:`R 0'RESPONSIBILITY EASE,A,N,FAE.OE RES,ENME.EN ENE FOR CONFORMANCE WITH THE w z WEN e _ DESIGN DRAWINGS 4D SPECIFICATIONS ALL C EICH HAVE PRIORITY .3 OVER THIS SHOP DR 1INO. CONTRACTOR SHALL VERIFY AL DIMENSIONS. YS.jF OAl.!o"sJ Isa+•E By Alenia Fukui Hate 9/22/14 MILBRANDT ARCHS t T E C T S By: Todd R. Eats Date: September 19, 2014 CT ENGINE 'I C7D.wpiwghtCompuTruslnc.2o06 BUILDER: ISSUE DATE.: --- ABOVE PEPROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLYREFER TO SAND PROJECT TITLE TRUSS CALCULATIONS AND REVISION-1: ENGINEERED STRUCTURAL } PLAN 3D DRAWINGS FOR ALL FURTHER t INFORMATION.FOR BUILDING PLAN: DESIGNER/ENGINEER OF RECORDNI��f DRAWN BY: REVISION-2' RESPONSIBLE FOR ALL RECORD P. 3 / D TO TRUSS CONNECTIONS.BUILDING CHECKED BY: DESIGNER/ENGINEER OF RECORD TO - DELIVERY LOCATION: REVIEW AND APPROVE OF ALL TRUSS ''' COMPANY I 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.Shirt 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). to A t. l �e rt t 1 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 KDDF k1&BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 84 2.14=(-1640) 5491 14- 3=( 0) 200 2x6 KDDF H180TR 72, T3 2- 3.(-6334 1973 14-15=1•1644) 5489 3.15= -306) 243 BC: 2x6 KDDF #1&BTR LOADING 3- 4=)-6221 2152 15-16=(-2605) 7338 15- 4=( -441) 1714 WEBS: 2x4 KDDF STAND LL =25 PSF Ground Snow (Pg) 4- 5= 0 0 16-17= -2821) 7853 15- 6= -2321 1071 TC UNIF LL 50.0 +OL 14.0 = 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6= 5528 1960 17.18=1(-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= -7588) 2804 18-19=(-1644) 5489 16- 7=( -420 325 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL� 50.0;+DLI 14.OI= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8= -7588)) 2804 19-12=(-1640 5491 7.17= -420 325 BC UNIF LL( 0.0)+DL( 40.0)0 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8-10=(-5528) 1960 17- 8=( -70) 668 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 416.7 +DL 116.7 533.3 LBS @ 10'- 0.0" 9-10= 0) 0 8.18=(-2321) 1070 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL416.7)+DL) 116.7)= 533,3 LBS @ 31'- 0.0" 11.12=-6331) 21529 18-11=( -441)7 1714 11.12= •63341) 1973 18-11=( -307 242 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13= 0 84 11.19=( 0) 200 OVERHANGS: 20.0" 20.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS2REACTIONS SIZE 5.64 (SPECIES) M,M2OHS,MIBHS, 16 = MiTek MT series 0'- 0.0" -1049/ 3527V -117/ 117HO5.50" 5.64 KDDF 625 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 asfl 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 = -0.436" @ 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 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, 9-11-11 21-00-10 9-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 5-01-03 4-04 0-06-084-11-15 5-06-06 5 06-06 4-11 150-06-08 4-04 5-01-03 Truss designed for wind loads 533.30# ' T '( in the plane of the truss only. 12 �33.30tk 6.00 1 " M-7x8(S) 12 M-5x12 6 M-3x8 0.25" M-3x8 9 M-5x12 Q 6.00 ''AIIIIMIIIIIIkg ..1.1g1118 441%,‘: r M-3x4 3 M-3x4 WI 0VcO co M-4x12 'Hill PMo ��animommiemmlimilM-4x12 2 14 15 16 17 18 19 `'t1 3o M-1.5x3 M-4x10 0.25" 0.25" M-4x10 M-1.5x3 0 M18HS-7x14(S) M18HS-7x14(5) y y 1, y J, 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 y y 1-08 JOB NAME : POLYGON 3-D NH - Al IPR Opf. N � (N, Scale: 0.1587 Gj /. WARNINGS: GENERAL NOTES,unless otherwise noted: 5/I 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 C,:' r 2 0•n c.- 1- Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 45018.10. 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 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby is the responsibility of the erector.Additional permanent bracing of 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..- C1911.0 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.ac Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. `,CC SEQ. : 6051 164 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, S, OREGON `V TRANS I D: 407533 design loads be applied to any component. 6.and Design assumes fulldbeanof fat all supportsL 5.CompuTrus has no control over and assumes no responsibility for the g 9 shown.Shim or wedge if 'l0 '�.}r 14 2a �-A fabrication,handing,shipment and installation of components. necessary. O 6.This design Is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedon drainagecis provided.a. L'�fy �� I VIII;I II VIII I III VIII IIII I III IIII IIII 8 Plates shell be located both faces of truss,and placed so their center C+l TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center bines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. or basiits cicate size connectorof platete In desi nches. n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12131/2015 ` 1111 1 LII II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 1f1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1158) 2709 14- 3=( 0) 136 2x6 KDDF 1&BTR T2, T3 SPACED 24.0' O.C. 2-3- 4=)- 2923`1500 15-16= -1484 1499 14-15= ) 3432 15.2708 14=) -326) 934 -151) 109 BC: 2x6 KDDF #1&BTR 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= -2558 1381 17-18= -1566) 3432 6-16= -13 367 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 NT : 2x1500 934 ALLEFLAT4TOPACHORDBRCINGAAREASONOTT 24" 0 ON. FOR SHEATHED LIMITED STORGE OELIMIIEDMSTORAGE DOES2NOT APPLIRDUE01O NOT SPITIALET. 11-12=INT APPY DE TO THE SPATIL 1 -12. -3153) 14998 1 -11=8 18.11=I -1522) 11007 7 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) vertical members (uon). 0'- 0.0" -388/ 1912V -118/ 118H 5.50" 3.06 KDDF625 41'- 0.0" -388/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uplift at 24 "cc 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 = 0.240" @ 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 windfarce-resisting system and components and cladding criteria. Wind: 140 mphl h.-22.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 13-03-11 14-04-10 13-03-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "( ' f f load duration factor=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 Truth designed for wind spans ,I ,1' 1' ,r 1' 1' f 1' f ,f. in the plane of the truss only. 12 5 9 12 6.00 D M-7x8(S) ` 6.00 M-4x6 M-36x4 7 0.25" M-3x46M-4x6 N '1\ M-3x4ipy VA IIMI 11-13Ix I441 AiaIl o ft _ o� 1 ss 4 11/ 14 15 1 )7 18 19 Al 1 3 0 M-3x8 M-1.5x3 M-3x8 (�.25" 0.25' M-3x8 M-1.5x3 M-3x8 0 M-7x8(S) M-7x8(S) ), ), y 1, y y ), y y y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y ) 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A2 ��`c,Q PRpp�. Scale: 0.1582 �J (N /° WARNINGS: GENERAL NOTES,unless otherwise noted: LL5 '715/1r C A2 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"O92 P L 1" Truss: A2 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. AO' ,.r' Jam"/ 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)and/or drywall(BC). 0401010, 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 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. -�r OREGON 4./ SEQ. : 6051 165 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, 4,„ V ,�G ,�" design loads be applied to any component, and are for"dry condition"of use. / All' ('� �,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 Q 1 4 C' fabrication,handing,shipment and installation of components. Dnecessary. 6.This design is furnished to the imitations set forth by7.Design assumes adequate drainage is provided. ` 'R R y� , 1111111111111111411 9 subject 8.Plates shall be located on both faces of truss,and placed so their center rt TPIANrCA in BCS),copes of which will be furnished upon request. lines coincide with joint center Ines. 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 EOR-1311,ESR-1988(MiTek) EXPIRES:1 r/a 1/+2015 1E11 411 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-928) 2668 3.14=(-164) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3079) 1188 14-15=(-768) 2430 14- 4=( -43) 351 WEBS: 2x4 KDDF STAND 3- 4=(-2873) 1151 15-16=(-581) 2095 4-15=(-524) 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= 0 0 17-12=(-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 8- 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 SHEATHED 10-11= -2873) 1151 17-11=(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=I-3079) 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= 0 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = 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) 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.171" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.333" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.074" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 40'- 6.5" 0-04-08 0-04-08 NOTE:Design assumes moisture content does 1� 1 ( not exceed 19%s at time of manufacture. 16-07-11 7-08-10 16-07-11 T T T f Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-10-05 3-10-05 5-05-11 5-02-03 5-07-06 system and components and cladding criteria. T T T TT T 'f T '' '' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 4X6 M-4x6 load duration factor=1.6 6.00 M 3x4 e 4 6.00 M-5x6 S 56 Truss designed for wind loads ( ) in the plane of the truss only. M-5x6(S) 0.25" 0.25" 0 4e. t. N +: + o M-1.5x3 M-1.5x3 1 3 orn co\ /co r o 1 14 jA '� T 16 17 ~V\3 o g M-3x8 M-3x4 0.25" 0.25' M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) I I I I I I , , 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 , , 1-08 41-00 1-08 �' ° PRop � JOB NAME: POLYGON 3-D NH - A3 (N Scale: 0.1587 '!5/! d WARNINGS: GENERAL NOTES,unless otherwise noted: + p�` " 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �' - OPE 1r 4 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: A3 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng 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'sc.respectively unless braced throughcut their length by DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,,,.+.0"+Allmri. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11 (r' 4.No load should be appfed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -, A OREGON <C! SEQ. : 6051166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, I 'if v�` A., design loads be applied to any component. and are for"dry condition"of use. //v, 7 P' 10 �- 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 C7 1 4 � necessary. [. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. / t; ii y f.. ,. 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 1111111111111111111111111 TPI/WfCA In BCSI,copies of which will be furnished upon request git indicate with joint ate center Ines. ~ 9.Digitsscoincide size of plate in inches. In . + MITek USA,IAC./CompuTrus Software 7.6.6(1 L(-E 10.For basic connector plate design values see ESR-l311,ESR-l988(MiTek) EXPIRES:12i 12015 1E141 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 ✓f1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1235) 2645 3-13=(-165 188 SPACED 24.0" 0.C. 2- 3.(-3058) 1533 13.14=(-1090 2406 13- 4=( -30 351 BC: 2x4 KDDF STAND3- 4=(-2852) 1500 14.15=(-1004; 2070 4-14=(-524 304 WEBS: 2x4 KDDF STAND; LOADING 4- 5=)-2299) 1405 15-16=(.1102) 2327 14- 5=(-356) 725 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 16-12=(-1243) 2498 14- 7= -230))) 289 DL ON BOTTOM CHORD = 10.0 PSF 5. 7= -1986 1311 7-15= -250 289 TC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 7- 9= -1975) 1285 9-15= -365 720 BC LATERAL SUPPORT <= 12"OC. UON. 15.10=(-492) 292 LL = 25 PSF Ground Snow (Pg) 9.10=(-2287) 1377 10-16=( -66) 313 NOTE: 2x4 BRACING AT 24"00 UON. FOR10-11=)-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. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural0'- 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KDDF 625) vertical members (uon). 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625 ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 M,M2OCS,818H8 (16 no MiTekprefix) = riesuTrus, Inc MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" M,M20HS,M18HS,M16 MT series MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.207" @ 20'- 6.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.320" @ 20'- 6.0" Allowed = 2.656" MAX HORIZ. LL DEFL = -0.085" @ 40'- 3.5" 0-11-04 MAX HORIZ. TL DEFL = 0.120" @ 40'- 3.5" 0-11-04 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 19-11-11 1-00-10 19-08-11 Design conforms to main windforce-resisting ( T system and components and cladding criteria. 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 T f T T f T T T T T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Toad duration factor=1.6, 6.001/ ti�3X1 X16.00 Truss designed for wind loads in the plane of the truss only. M-4x6 ailli �M-4x6 M-5x6(5) M 5x6(S) 0.25" 0.25" 0 N M� Off, 0000.140 o M 1.5 x 3 M-1.5x3 C.) M-4x6 0 A (") o �M-3x8 M-3x4 13 10.25" 0"25 5 M-3x4 16 *12 O M-5x8(S) M-5x8(S) * * * * * * 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 * * * 1-08 40-09to PRDFe , JOB NAME: POLYGON 3-D NH - A4 Scale: 0.1594 �`�<! G(� �' GENERAL NOTES,unless otherwise noted: V /5// -1 WARNINGS: p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual � �r Truss: A4and 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 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 x , Jwe"^" 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 bracing required where shown++ OREGONt, C�1 4.No load should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. ";7 �,, W S E Q. : 6051167 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, ! � ©� 1y� design loads be applied to any component, and are for"dry condition"of use. .� 14... 8.Design assumes full bearing at all supports shown.Shim or wedge if fl. TRANS I D: 407 533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4 p y�4 {VJ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl 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 IIIIII I III VIII I III VIII VIII VIII IIII IIIITPIMIU A In BCSI,copies of which will be furnished upon request. 9.linesDigitsccoincute with size loint plate Incenter iliiches. 10. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12131/2015 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 BC: 2x4 KDDF#1&BTR 1- 3=I 0) 79 2- 9=(-969) 2760 3- 4=(-209) 2912 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3= -3056) 1179 O.10=(-737) 2328 9- 4=�-209) 552 2x4 DF STAND A LOADING 3- 4= -2909) 1238 11.11=(-408) 1699 4-10=(-679) 516 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= -2357) 1159 12.18=(•975) 2169 10- 5=(-432 1059 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2857 1171 12- 8=(•975) 2527 1. 6=(-652 1034 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7= -2991) 1304 16. 2=(-260 507 7- 8= •2991) 1237 6-12=(-260 495 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 12- 7=(-243) 332 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: (S SPECIFIED BY IBC 2012, 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF 625) C,CN,C18,CN19 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -248/ 1711V 0/ OH 5,50" 2.74 ODE ( 625) M,M2OHS,M18HS,M16 = MiTek MT series [GOND _2'Design checke_ .d for_netl 5 p07) uplift at 24 oc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8,0" Allowed = 0.167" MAX TL CREEP DEFL = -0,021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0' Allowed = 1.992" MAX TL CREEP DEFL = -0.333" @ 15'- 11.0" Allowed = 2.656' MAX HORIZ. LL DEFL = 0.070" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 20-06 20-03 Design conforms to main windforce-resisting T < T system and components and cladding criteria. 7-01-07 6-08-04 6-08-04 6-08.04 6-08-04 6-10-07 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 M-4x6 6.00 Truss designed for wind loads in the plane of the truss only. 4.0" 5 ,f( M-5x8(S) "� M-5x6(S) 0.25" 0.25" c M-1.5x3 /\liorM-1.5x3 1101/(\ ,- \ co M-4x6 al �� 9 1 T �1 12 A «,g o M-3x8 M-3x4 8.25" 0.25 M-3x4 0 M-5x8(S) (S) M-5x8(S) (S) - - 1, y J, y 8-05-08 7-05-08 9-02 7-05-08 8-02-08 1-08 40-09 WEDGE REQUIRED AT HEEL(S). y JOB NAME : POLYGON 3-D NH - A5 Scale: 0.1594 \�.. c0 RQF WARNINGS: GENERAL NOTES,unless otherwise noted: {,� '17,5//rr+� . 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,' `92.1)PE 1"� Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally brand at �ams��. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'0.0,and at 10'o.c.respectively unless braced throughout their length by Q�I I� continuous sheathing such as plywood shoed when C)and/or drywall(BC). r�rr Amw."' DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051 168 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 ID: 407533 design loads be appled to any component. 6.Design afor 'dry condition" of all supports �d 5.CompuTrus has no control over and assumes no responsibility for theg bearing shown.Shim or wedge if '�© -7 1 4 2,0 •'1» fabrication,handling,shipment and installation of components. necessary. �P 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is Provided. 4 R �y 111111111111111111111 8 Plates shall be located on both faces of truss,and placed so their center 4 TPIANiCA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.9.For baits indicate size sic onnectorplate late in gches. values see ESR-1311,ESR-198e P design (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11�IIIII PACIFIC LUMBER-BC " TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(•1559) 3939 10. 3=( -317) 970 7.15=(-254) 518 TC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2- 3=I-4577) 1807 10.11=4-1445 3617 3-11= 781) 457 15- 8=(-242) 332 BC: 2x4 KDDF STANDR 3- 4=(-3233) 1253 11-12=1 •994) 2849 11- 4=) 0) 363 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2593 1137 12.13= 776 2356 4-12= -690) 290 2x4 DF STAND A LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2238 1155 13.14= -408162712143 627 5-12= 295 967 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=�-2245 1139 39 14-15=5= -708) 2543 15.13=( 1270 667 667 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD 42.0 PSF 8- 9=(-2992) 1236 6.14=( -385) 1024 BC LATERAL SUPPORT <= 12"OC. UON. 14- 7=( -650) 500 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0 0'- 0.0" -3211 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) Connector plate prefix designators: THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 40'- 9 0" -321/ 1711V 71 7H 5.50" 2.74 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing"I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TLCREEP 1 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" MAX HORIZ. TL DEFL = 0.176" @ 40'• 3.5" 20-06 20-03ff 1' NOTE:Design assumes moisture content does 6-08-04 6-08-04 6-10-07 not exceed 19% at time of manufacture. 2 09 5-10 04 5-10-04 6 00 08 4' T 4' Design conforms to main windforce•resisting ( ( 12 system and components and cladding criteria, 12 4.0' X16.00 Wind: 140 mpht h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 4 0„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=1.6 1114%. , Truss designed for wind loads �„ M-5X6(S) in the plane of the truss only. M 3x4 0.25" M-5x6(S) `° u" 0.25" M-1"5x3 "1" � o .t`. M-3x5 M 4x6 0 cn M-3x8 A �_ !r ii as��s� �4 i5 *,g cc i,3 13 as M-3x4 M-5x10 13 0.25) M 3x4 M-5x8 M 3x6+ M 2.75+ v�1-5x6 M-5x8(5) 122.75 aa-2xwedge12 12 * * y y * * * y -05-08y 5-10-04 6 01-12 yy2-OO8-02-10 8-00-07 8-00-07 y ),1-082-05-08 12-00 2-00 24-03-08 y y 1-08 40-09 JOB NAME: POLYGON 3-D NH - A6 Scale: 0.1594 ��C 511 � WARNINGS: GENERAL NOTES,unless otherwise noted: '' SPE 1.Builder and erection contractor should be advised of all General Notes 1.This Thisd g design is based Applicability t efhe parameters n parametn ers sand e arids pfor an individual Truss: A6 24 Warningsmrbeforeweconstruction t commences. incorporation of component is the responsibility of the building designer. 2.204 compression web braang 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.respectively unless braced throughout their length by r/�,: /,, DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). �L OREGON t„. �Wf r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.5.Designation assumes trusses are Is the to be astyed of a respective esile osivcontractor. environment, •� 1 tv(3 •}„ SEQ. : 6051169 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if L�14 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. rl tl(� 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 1111111 VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. 0. IDigeLclndicate slzejof plate Inriniches. n MiTek USA,Ina./CornpuTrUs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1011111111111 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 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 WEBS: 2x4 KDDF STAND; SPACED 24,0" 0,C. 3-1- 2=( 0) 84 2-14=(•1853) 3909 14- 3=(-384) 963 2x4 DF STAND A2- LOADING 4- 3=(-4566) 2218 14-15=(-1717) 3589 3-15=(-762 437 4=(-3238) 1634 15-16=)-1286) 2831 15- 4=( 0) 362 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL 7.0) ON TOP CHORD= 32.0 PSF 5- 5= -2585 1496 16-17=(-1035) 2300 4-16= -7221 339 BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 6- 6= -2171 1427 17-18.(-1012 2068 5-16= -380)1) 979 TOTAL LOAD = 42.0 PSF 6- 7= O 6.17= -993 465 I 0 18.19=�-1105 2328 6- 8= -1985) 1329 19-13=(-1245 2497 6.17= -404 698 NOTE: 2x4 BRACING AT 24"OC UON- FOR LL = 25 PSF Ground Snow (Pg) R-10= -1980) 1287 17- 8=(-274 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=( 0) 0 O-18=(-2021 300 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11= -2291 1379 10-18=(-365 704 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11.12= -2784 1495 18-11= -487 293 OVERHANGS: 20,0" 0.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12.19= -2968 1544 11.19=' _68 303 19.12=( 98 231 v•rtica or equal at non-structural BEARING MAX VERT MAX HOU BRG REQUIRED BRG AREA vertical members (uon)..5x4 LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. ((SPECIES ** For hanger specs. See approved plans 0'- 0,0" -427/ 1908V -179/ 189H 5.50' 3.05 KDDF ( 6251 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625 Connector plate prefix designators: C,CN slaN18 (or no pdesiT = CompuTrus, Inc ICQND, 2; Design checked for nett-5 osf) uplift at 24 "so spacing.) M,M20HS,M18HS,M16 = MiTek 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" 19-11-11 1-00-10 MAX TLMAX CREEP DEFL = -0.412" @ 14'- 5.5" Allowed = 2.656" T 19-08-11 5-10-04 1-09-08 0-11-04 3-03-12 5-02-02 f MAX HORIZ, LL DEFL = -0.129" @ 40'- 3.5" 2-09 5-10-04 �3-03-120 o4 f 5-05-10 MAX HORIZ. TL DEFL = 0.181' @ 40'- 3.5' T 5-04-05 not ign assumes moisture content does 16-06-08 not exceed 19% at time of manufacture. 16-03-08 Design conforms to main windforce-resisting T M-3x4 T 12 7 g 12 T system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 6.00 V M-4x6 M-4x6 ' 1 6.00 Load duration factoos;d, Cat. 2, Exp.B, MWFRS(Dir), M-3x40. -41111111118 * Truss designed for wind loads in the plane of the truss only. N M-5x6(S)p.25" 0,25" M-5x6(S) o r T APM15X3 M-3x5 2 M-3x8 < r M-4x6 in o - u as is aa 1 M 3x6+ M-3x4 M-5x10 17 0.2518 19 *43, o 0 2.75 M 2.75+ 5x10 M-5x8 S M-3x4 0 12 aa-2xwedge12 ( ) 1 y y y / y 1 1 ,, -05.08 5-10-04 6-01-12 y2-00, 8-05-04 7-09-02 8-01-01 y1-0 -05-08 12-00 2-00 24-03-08 y 1-08 40-09 y JOB NAME: POLYGON 3-D NH - A7 �,�0 PRoF Scale: 0.1460 �G3� ` �/ s!`' WARNINGS: GENERAL NOTES,unless otherwise noted: 7 1.Builder and erection contractor should be advised of all General Notes 1.This deign Is based only upon the parameters shown and Is for an individual p Truss: A7 and Warnings before onstruchon commences. building component.Applicability of design parameters and proper `^ ,`p 1' 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.Deign assumes Me top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of co2'o.c.and et 10'o.c.such as y unless braced throughout their length by DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. a Impact sheathing or lateral bracing required sheathing(TC)where s and/or drywall(BC). 4.No load should be applied to any component until after all bracing and 4.IInnstallationboff truss is the responsibility f the respective contractor. n n. TSEQ. : 6051 170 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, yG OREGON v fC RANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. �i �)k �^V 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 '0 "1),' 1 4 r2Q 1. fabrication,handling,shipment and installation of components, 7necessary. V �S' 6.This design is furnished subject to the kmitationo set forth byDesign assumes adequate drainage is provided. j 111111111111111111111 TPI WTCA In BC5t,copies of which will be famished upon request. a lines eco ncide witshall be h joint on cent r lines.eS9. faces of truss,and placed so their center yea R 14\-e MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in Inches. 10.For asicts iconnector cate size op lf atetdesi n values see ESR-1311,ESR-1988 p 9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(-1424) 3933 15- 3=(-286) 969 SPACED 24.0" 0.C. 2- 3= -4594 1730 15-16=(-1321) 3611 3-16.(-764) 392 BC: 2x4 KDDF S1ANDR 3. 4=•3262) 1247 16-17=( -935) 2852 16- 4=( 0 362 WEBS: 2x4 KDDF STAND LOADING 4- 5= -2608) 1110 17-18=( -671) 2321 4-17= -722 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2192 1085 18.19= -588) 2094 5-17= -300 984 DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19-20= -821) 2384 5-18= -996 522 TOTAL LOAD = 42.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 6- B= -2005( 1012 20-13=I -982) 2622 6-18= -337 706 8-10=�•2010) 1002 18- B=�-271 158 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10= 0)) 0 8-19.(-179) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-12= -2572) 10311119.111=�-5119 367 BOTTOM CHORD CHECKED FOR A 20 PSF LIYIIBC STORAGE )) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -3078 1192 11-20= -45 341 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 13-14= 0) 84 20-12= -164 203 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REOUIREO BRG AREA M,M2OHS,M18HS,M16, ( = MiTek prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) = MT series 0'- 0.0" -304/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) ICOND 2 Design checked for net( p ) uplift at 24 "oc s acg in9 I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,022" @ -1'- 8.0" Allowed = 0.167° MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.217" @ 14'- 5.5" Allowed = 2.004" MAX TL CREEP DEFL = -0.422" @ 14'- 5.5" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" 16-07-11 7-08-10 16-07-11 MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" ff 5-10-04 1-09-0 3-10-05 0-04-11 5-02-02 T MAX HORIZ. LL DEFL = 0.111" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.185" @ 40'- 6.5" 2-09 5-10-04 0-0411 3-10-05 5-05-10 5-07-05 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-06-08 16-06-08 Design conforms to main windforce-resisting 1 1' 1 T system and components and cladding criteria. 12 M-4x6 M-4x6 12 Wind: 140 m h h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 f 6.00 M 3x a 67 M 8X4 9 0 M 5X6(S) Q 6.00 (All eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ( ) load duration factor=l.6, M-5x6 S Truss designed for wind loads 0.25" in the plane of the truss only. 0"25" lk N '° + + + 1\100p.M 1.5x3 rn p 0 °' M-3x5 3 M 3x8 M ' co o % baa 6 i Ut o2 M-5x8 M-3x4 M-5x10 18 19 0.25' 20 M-3x81�a CO M-3x6+ aa-2xwedge M-3x6+ M-5x10 - 2.75 2.75 v M-5x8(S) 12 12 y y y y y y ), y , 2-05-0$ 5-10-04 6-01-12 ),20), 8-05-04 7-09-02 8-04-01 y y ,1-082-05-088 12-00 2-00 24-06-08 1,1-08/, 1-08 41-00 1-08 0 PRO,pe� JOB NAME : POLYGON 3-D NH - A8 Scale: 0.1450 �5 ! U WARNINGS: GENERAL NOTES,unless otherwise noted: v((0111 51/ 444 -37 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 ^� I P E 1' Truss: A8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .� f�. DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r r�� AA p continuous sheathing such as plywood sheething(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++ ?REfaC�N /,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. "j'z+ X_ W SEQ. : 6051 171 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�q-7�i �N { design toads be applied to any component and are for"dry condition"of use. ,V '7 ` 1 4 t�.C- 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 A�1`` 11 S necessary. '�7 'C1 b`.LA- 6. A,- V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ++ll p L 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII VIII VIII 111111 till TPINVU Ain BCS(,copies of which will be furnished upon request. 9.(ines coincide Digits Indicate sizejoint plate in center 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 I11111i 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0' TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 20122MAX MEMBER1) FORCES14W-426E/1118.00 2x6 KDDF #1&BTR T2, T3 1- 2=( 0) 84 2.16=(•1841) 4309 i3. 3=( -426) 1118 23.13=(-155) 93 SPACED 24.0° O.C. BC: 2x6 KDDF #1&BTR 2- 3=t-4946) 2249 17-17=(-1633) 3778 3.17=( -653) 328 13-24=( 0) 148 WEBS: 2x4 KDDF STAND; LOADING 4- 4= -3556 1706 17-18=(-1318) 3139 14. 4=( -28) 230 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 5= -3206) 1641 18-19= -1435 3304 4.18= -339) 157 5- 6= -2833 1501 19-20= -1466 3423 18- 5= -504 1104 DL ON BOTTOM CHORD = 10.0 PSF 7= 0 0 2 .21= -1438 3354 18- 6= -921 505 6- TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 8= -3358 1775 211.22= •1576 3732 6-19= -2671 756 BC LATERAL SUPPORT <= 12"OC. UON. 6. 9= -3721) 1790 22-23=(-1562) 3453 19- 8= 91 114 LL = 25 PSF Ground Snow (Pg) 9-10= -3473 177623.24=)-1256) 2707 20- 8=) -687) 363 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12= -2556) 1384 24-14=(-1253) 2708 8.21= -160) 469 ALL FLAT TOP CHORD AREAS NOT N.SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12= 0 0 21- 9 -171) 181 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13= -2917 1504 9-22= -348) 128 13-14= -3152 1490 22-10= •4) 363 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=( 0) 84 10-23= -1147) 542 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12.23=) -330) 937 M-1.5x4 or equal at non-structural vertical members (urn). BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M-3x4 where shown; Jts:4,6,10,13,17,21 0'- 0.0' -389/ 1912V -118/ 118H 5,50" 3.06 KDDF 625 Connector plate prefix designators: 41'• 0.0" -389/ 1912V 0/ OH 5,50" 3,06 KDDF ) 625) C,CN,CI8,CN1R (or no prefix) = CompuTrus, Inc IQOND" 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.) M,M20HS,M18HS,M16 = MiTek Mseries 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 = 0.271' @ 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 2-11 3-02 3-04 f 1' 2-03-0$ 1 03 6-00-01 5-10-05 2-01 01 3-05-12 4-02-03 5-02-13 not exceed 19% at time of manufacture. 1-T02- 4 T T Design conforms to main windforce-resisting 9-10-08 9-10-08 system and components and cladding criteria. f T 7 11 T f Wind: 140 mph, h=22.5ft, TCDL=4.2,BCOL=6.0, ASCE 7.10 M-5x6 M-7x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dxr), 12load duration factor=1,6, 6 M 8x8 s 0.25" M-4x6 12 Truss designed for wind loads 6.00 19* y 13 1nQ 6.00 in the plane of the truss only. N 0 3 .4111411N M-3x5 N4414444414444441441:214111110 ,..„00110......._e - ` co r M-3x10 N''' : • aa 17 18 as 1 1 _ 2.. M-6x8 M-3x8 M-7x8 20 21 0.252 23 24 A , 5o M-3x6+ M-3x6+ :-A-6x6 M-3x8 M-1.5x3 M-3x8 0 0 2.75 aa-2xwedge 2.75 o M-7X8(S) 12 12 ), y ), )' )' 1, y y y i, y , -05-08, 3-04 3-05-12 2-08-12k2-00, 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 , y2 y y1-08 -05-08 9-06-08 2-00 27-0o 1,1-08y 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - A9 �s PR p, Scale: 0.1571 `cj� 5�/ , `�41 WARNINGS: GENERAL NOTES,unless otherwise noted: {,� 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 't . .1:92. 92/,p E r Truss: A9 and Warnings before construction commences. building component.Applicability of design parameters and proper 1-E 2.2x4 compression web bracing must be installed where shown+- incorporation of component is the responsibility of the building designer. d 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'o.c,and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such es 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 bracing required where shown++ 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. J1Q. SEQ. : 6051 172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, r� A_(OREGONN �^V TRANS I D: 407533 design loads be applied to any component. 6.Dand esign assumescfulldioon" fuse. �7�i 5.CompuTrus has no control over and assumes no responsibility for thegbearing at all supports shown.Shim or wedge if <) 7}' 1 4 r�,(� '.i•, fabrication,handling,shipment and installation of components. necessary. V {�, 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedon drainagehcis provided,is,a. r��!f { y 1113 IIID 11111 III 11111 VIII VIII IIII IIII 8.Plates shall be located both faces of truss,and placed so their center 4 L TPINVTCA In SCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 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) 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 IF 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 KODF #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"00. UON. TC UNIF LL50.01+DLI 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. VON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'• 0.0' V 8-9.10=(-7425) 2972 2780 23.24=(- 1650) 5500 20- 8=-2601 7385 19- (-1480; 250 646 TO CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-12= -5523 1969 24.14=(-1646) 5503 8.21=( -366) 932 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL 416.7 +DL 116.7)= 533.3 LBS @ 31'- 0.0" 11.12=(( 0 0 21- 9=I 340 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=(-6210 2162 9-22=1 -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 10-1E-43=( 2381) 1051 OVERHANGS: 20.0" 20.0" 717 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series0'- 0.0" -1050/ 3527V -117/ 117H 5.50" 5.64 KDDF 625) 41'- 0.0" -1050/ 3527V 0/ OH 5.50" 5,64 KDDF ( 625 JT 14: Heel to plate corner = 1.50" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.l 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" @ 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 not exceed 19% at time of manufacture. 2-11 3-04 1-08 -(3 6-00-01 5-00-02 4-02-03 Design conforms to main windforce-resisting ( 'T T system and components and cladding criteria. 9-10-08 9-10-08 Tl5 3 3 # 533.30H Wind: 140 mpht h=21.7ft, TCOL=4.2,8CDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1.r), M-3x6 M-7x8 S load duration factor=1.6, 12 ( ) 12 Truss designed for wind loads M18HS 5X16M-3x8 1t M-5x12 Q 6.00 in the plane of the truss only. 6.00 6 7 M-3x8 9 0.25" 10 2 1 .w y T3 M-3x4 1/7M-3x4 cs4 3 M-3x10 + M M18HS-3x18 �% T mu Mil � '1111111. _ M-4x12 �„�, _ eil^ 5o v I011eaa 17 18 aa1,�` 23 24 1• t M18HS-7x14 M-3x4 M-4x8 M 10x10 20 21M 3x4 0.25,2 M-4x10 M-1.5x3 Co M-3x6+ M-3x6+M18HS-7x14 M18HS-7x14(S) a 2.75 aa-2xwedge 2.75 0 12 12 )' )' ; y )' )' )' y * y )' y -05-0$ 3-04 3-05-12 2-08-12.2-00y 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 y y ,1-08�-05-08 9-06-08 2-00 27-00 i,1-08), 1-08 41-00 1-08 ,s PROP�r, JOB NAME : POLYGON 3-D NH - A10 Scale: 0.1498 ��<c\ "" 's WARNINGS: GENERAL NOTES,unless otherwise noted: '775//r C�- 4- 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 7,92 0 S P E t- and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: A10 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporarybracing to insure stabilityduring construction 2.Design assumes the top and velybottunless chords to be laterally braced at 9 9 2'o.c.and et 10'o.c.respectively 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)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++ �RELI(��I JCC 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. 11 ^V SEQ. : 6051173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Lf �� N design loads be applied to any component. and are for"dry condition"of use. 0 � 1 4 1y 6.Design assumes full bearing at all supports shown.Shim or wedge if �A1�-� t].S TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. Y! h 1 yi VV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'1 fl 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 I111111 VIII VIII I III I III 11111 ILII IIII IIII TPI WTCA in nc./ copies of which will be 7.6.ed upon request 9.IDigitsines coincide iidicate sizeofplate innt rinches. 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 1H 111111 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 2x6 KDDF #1&BTA T2 LOAD DURATION INCREASE = 1,15 (Non-Rep) 2- 3=(-7440 1918 9.10=(-1272) 5122 2-10=( -388) 1478 13- 7= -390 1474 BC: 2x6 KDDF #1&BTR 3- 4=(•5874 1532 10.11=1•2262 8812 10- 3=( -944) 3896 7-14=5 -62i 388 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -9094 2392 11-12= -2296 8954 10- 4= -3922) 1070 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 5- 6= -5874 1534 12-13= -2296 8954 4-11= -506) 2412 TC UNIF LL( 50.0 +DL 14.0)= 64.0 PLF O'- 0.0" TO 3'- 6,0" V 6- 7= -7438 1918 13-14= -1272 5122 11- 5= -42 188 IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 68.8 J)+OL( 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"00, 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 BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC TC CONC LL( 72.9 +DL 20.4), 93.3 LBS @ 3'- 6.0" 0'- 0.0" -1724/ 6979V -56/ 56H 5.50" 11.17 KDDF 625 1 93,3 LBS @ 11'- 6.0" 15'- 0.0" -1724/ 6979V 0/ OH 5.50" 11.17 KDDF ( 625I Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND 2 Design checked for n (-5pcfi uplift at 24 "ox spa ino I M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed = 0.704" Join together 2 ply with 3"x,131 DIA GUNMAX TL CREEP DEFL = -0.140" @ 8'- 11.7" Allowed = 0.939° nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.025" @ (4'• 6.5" 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ, TL DEFL = 0.043° @ 14'- 6.5" 5" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. not nexceed assumes moisture content does 3 05-11 not exceed 19% at time of manufacture. 8-00-10 3-05-11 T T f Design conforms to main windforce-resisting 1-10-08 1-07-03 2-04-14 3-01-02 2-06-10 1-07-03 1-10-08 system and components and cladding criteria. 93.30# I I 493,30# f .' Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 12 12 load duration factor=1,6, 10,00 v N10.00 Truss designed for wind loads M-4x8 M-4x8 in the plane of the truss only. `- M-3x6 M-3x10 M-3x5 - _f T2 _5- Q� rn M-3x5 0 CD "' M-5x10 M-5x10 ol A co �- 'v� _ 1 ) U l _ ( I,I A� o� v �� Lo I I v v I 0 1k 9 10 11 12 13 14 X8 -/c:', M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 y ,k k- y y ,k k, 1-08-12 1-04-03 3-01-02 2-09-10 2-11-06 1-04-03 1-08-12 y 15-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : POLYGON 3-D NH - B1 �, � o PR 04, Scale: 0.3915 ,`,o t NEI / WARNINGS: GENERAL NOTES,unless otherwise noted: 4r, "/q YJYQ 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 far• .92 e SPE r. Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 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 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 s,�x continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). ,z'=rr r rr . Aa"w"" DATE: 9/5/2014 the overall structure is the responsibility of the building designer- 3.2x Impact bridging or lateral bracing required where shown++ SC 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. f, Enonon-corrosive any loads greater than environment, 5, OREGON SF, TRANS I D: 407533 design loads be applied to any component. g,Desiand an assumes fulldbearin ofuse. supportst 5,CompuTrus has no control over and assumes no responsibility for the 9 g shown,Shim or wedge if •% 9F 2,Q1,, -. fabrication,handing,shipment and installation of components. Desessary. V �` 6.This design is famished subject to the limitations set forth7.Design assumes adequate drainage is provided. 4/r`^ III III III VIII I III VIII VIII IIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center r'7 TPIMlTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.FForibasicicate size of connector pate design values see ESR-1311,ESR-1988 PI (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/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-68) 41 IC 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -61/ 60V 0/ OH 1.50" 0.10 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 6.0" 0/ 30V O/ OH 5.50" 0.05 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 GOND 2 Design checked for net(�psfl nlift at 24 °ox s acn ing 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 TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" 1 11-11 MAX BC PANEL LL DEFL = 0.004" @ 1'- 7.6" Allowed = 0.129" T MAX BC PANEL TL DEFL = -0.004" @ 1'- 9.0" Allowed = 0.172" MAX BC PANEL TL DEFL = -0,004" @ 1'- 11.8' Allowed = 0.172" 12 MAX HORIZ. LL DEFL = -0.000" @ I'- 10.9" 10.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19'a at time of manufacture. systemconforms ln lra andcomp nentsandcladdingcriteri . Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, F' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, cm Truss designed for wind loads o in the plane of the truss only. 0 0 to O N O co N vNrmillIMIMINIIMINIE ps = 014 M-3x4 A- i 1, l 1-00 3-06 [PROVIDE FULL BEARING:Jts:2,3.41 ��B PROF. JOB NAME: POLYGON 3-D NH - BJ1 Scale: 0.6793 ��occ "N ��, WARNINGS: GENERAL NOTES,unless otherwise noted: V.,(�r�5iipr I.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 '" =211 11(-E 1- Truss: - Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at � r _ 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 yilm�" p ty P 9 continuous sheathing such as plywood sheathing(TC)andfor 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 , r,/ SEQ. : 605117 6 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 A. 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 A. [' a 42 design loads be applied to any component. and are for"dry condition"of use. '�6 1 4 ' 1y TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6'oecessarassumes full bearing et all supports shown.Shim or wedge if �y r� ` V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rT f�}y� 6.This design is furnished subject to the Rmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111141111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. git coincide with Joint center liche. 9.Digitsso ncide size of tplate in inches. c� MITek USA,InC./CompuTNs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX M1-2=((2= 0)) 72 FO 02W5=2.5=((0)O) 0q=1.00 1. 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= •it0)• 68 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=( 34) 0 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 313V -43/ 139H 5.50° 0.50 KDDF ( 625) ( Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 6.0" -97/ 132V 0H 1.50" 0.17 KDDF 62542V 0OH 5.50" 0.07 KDOF ) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. [COND. 2: Design checked for nett-5 psfl uplift at 24 'oc soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f- 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUI)j1ENTLY. MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 10.00 V MAX LL DEFL = -0.000' @ 3'- 11.7" Allowed = 0.047" MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.063' MAX TC PANEL LL DEFL = 0.021" @ 2'- 2.0" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.020" @ 2'- 2.0" Allowed = 0.396" '' 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 system and components and cladding criteria. co o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 co co (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co..-/- .4- c) - v0 a. Z1 5 111).--- 1 1 M-3x4 A- 1, ), ) ), 1-00 3-06 0-05-11 !PROVIDE FULL BEARING:Jts:2,5,31 JOB NAME: POLYGON 3-D NH - BJ2 Scale: 0.6557 ��j ,, (NR $�`4.9 WARNINGS: GENERAL NOTES,unless otherwise noted: t{y� /j ///764.9/J(F1' � 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 192e#PE r Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. / 3.Additional temporary 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' : 0110110.. 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 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. OREGON SEQ. : 6051177 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 A_ *CF design loads be applied to any component. and are for"dry condition"of use. ". rf 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 40 /' 1 4 L° fabrication,handling,shipment and installation of components, necessary.assumes. 1 t 6.This design Is furnished subject to the imitations set forth by7.Plates adequate one oc drainage is rovis,and p 1 4. I IIIIII I III VIII I IIIIIIIIIIIII IIII IIII IIII 9 1 8.Plates shall be located both faces oftruss, placed so their center r T 1. TPIM7rCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 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(MiTek) EXPIRES:12/31/2015 ' This design prepared from computer input by II�IIIIIIII'II PACIFIC LUMBER-BC TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1.2=) 0) 72 2-5=(0) 0 3-4=(-264) 187 2-3=( SPACED 24.0" O.C. 24) 38 BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12°0C, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -16/ 304V -66/ 185H 5.50' 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3,2" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators:= 3'- 5.2" -146/ 220V 0/ OH 1.50" 0,28 KDDF ( 625) C M,820H5,M18#S (16 no MiTek prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -43/ 67V 0/ OH 1.50" 0.11 KDDF ( 625) M,M20HS,M18HS,M16 = MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 1SPAC LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR NTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180MAX 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" '' MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172" MAX HORIZ, LL DEFL = -0,002" @ 5'- 10,9" ,2 MAX HORIZ, TL DEFL = -0.002" @ 5'- 10,9" ,D.DD�/ NOTE:Design assumes moisture content does not exceed 19N 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, o.::, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, '� Truss designed for wind loads LO in the plane of the truss only. cm O r0 co '-A_ Pi gril o� 5► -i 0 M-3x4 1-00 3-06 2-05-11 PROVIDE FULL BEARING;Jts:2 5,3,4) .� ° PRO,t JOB NAME: POLYGON 3-D NH - BJ3 Scale: 0.5261 �` Is%rys�lr s,�� WARNINGS: GENERAL NOTES,unless otherwise noted: 44JQ' .BG 0 0 P E C` 1.Builder and erection contractor should be advised of all General Notes 1' This deing component.Applicability is based lypon the of ardeammeter shown and i pforr an individual Truss: BJ3 and Warnings ress beforewebracing 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 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.respeclivety unless braced throughout their length by Rr., f DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �?RGON�� cc DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all Mating and 4.5.Desallation of n assumes tsis the russes are to be used inthe a non-corrosive osiveective contractor. environment, .. ,t��, 1 4 N SEQ. : 6051178 fasteners are complete and at no time should any loads greater than and ere for"dry condition"of use. V design loess be applied to any rand anent. 6.Design assumes full beating at all supports shown.Shim or wedge if A.. `` ,} TRANS I D: 407533 5.CompuTrus has no control over end assumes no responsibility for the necessary. b� fabrication,handing,sNpment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the hrnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII 1111 131131111111 TPI WTCA in BCSI,copies of which will be furnished upon request. 9.lines Digits indicate sizeofplaplate Inign vainches. M ITI/WTCA n BCSCoopies of us 3owvybe numish(d u)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1ZJ3112Q15 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.2" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF N10BTR SPACED 24.0" O.C. 1.2=( 0) 72 2-5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3.(-296) 256 BC LATERAL SUPPORT <= 12'0C. UON. LOADING 3-4= 94 67 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.8" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -9/ 291V -82/ 221H5.50" 0.47 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 33V 0/ 06OH 5.50" 0.05 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3 - 5.2" -187/ 290V 0/ OH 1.50" 0.37 KDDF 625) -72/ 110V 0/ OH 1.50" 0.18 KDDF REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 4.2° 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP CORD. 2 D cion h rk d far n t(-5 pcf) uplift at 24 oc c nn 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" /I. MAX TLMCREEP 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, ux Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 SO (AlHe.ights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ocload durationfactorl,6coTruss designed for wind loads in the plane of the truss only. co vLPFAIIIIIIIIIMEMIIM O�o -V1 1, y y )- 1-00 3-06 3-10-15 'PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME: POLYGON 3-D NH - BJ4 9>va PRQP Scale: 0.4597 „ (A �/ WARNINGS: GENERAL NOTES,unless otherwise noted: ”75//r .y 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` construction commences. building component.Applicability of design parameters end proper .7921)OPE {' Truss: BJ 4 and Warnings before const 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: E E construction Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during const is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structurener.cture Is the responsibility of the building desi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � 9 3.2x Impact bridging or lateral bracing required where shown++ ` �.. t�.. 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. 7nf•� `i SEQ. : 6051179 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 V REiaON A. TRANS I D: 407533design loads be applied to any component. and are for"dry condition"of use. 44 5.c mpuTus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /©'V/k 1 4 2P fabrication,handkng,shipment and installation of components, 7.necessary. s p P'T` 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located n assumes uon both faces ate drainage iof truss,and placed so their center }-� I IIIIII VIII VIII VIII VIII VIII IMI IIII IIII TPI/WTCA In BCSI,copies of which will be fumished upon request. lines coincide with joint center fines. 9. �R �� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,Digits rrbasic connectordicate size of plate desiglate In nches. values see ESR-1311,ESR-1968 P (MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2-6=(-29) 50 6-5=( 0) 14 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2.3=(-119) 0 6-7=( 0) 0 5-3=( 0) 52 BC: 2x4 KDDF #1&BTR 3.4=( -24) 30 5-8=(-42) 69 3.8=(-71) 43 WEBS: 2x4 KDDF STAND LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'. 0,0" -42/ 302V -28/ 92H 5.50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 4.1" -128/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) CConnector plate prefix designators:) = Co M,M2OHS MCNHS (or = prefix) = riesuTrus, Inc LIMITEDQUSTORAGE BCS NOT APPLY DUE TO THE BEINIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" 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" T I MAX HORIZ. TL DEFL = 0.002" @ 5'- 3.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture, 10.00 V Design conforms to main windforce•resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 0 M-4x6 Lo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), li o load duration factor=1.6, Truss designed for wind loads Oin the plane of the truss only. o N M-3x48� se o r8 �� M v� 1�mM. o M 3x4 o� 0 �= M63x4 7 0 M-3x4 /- * * * 1-03-12 4-08-04 y y * y 1-00 1-05-08 4-06-08 * - I I 2-05-081-00 3-06-08 I I 6-00 (PROVIDE FULL BEARING:Jts:2,4,8I 0cOPROre JOB NAME: POLYGON 3-D NH - CJ2 Scale: 0.4656 WARNINGS: GENERAL NOTES,unless otherwise noted: 1' ±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 Truss: CJ 2and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web braung must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporarybracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at rsr.YM• 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,, .'" Px„ ,, ..' 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. 3.2n Impact bridging or lateral bracing required where shown++ QRE � t, 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. 7, 4., ,J 7 4 N 13 �'i SEQ. : 6051181 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, design loads be applied to any component and are for"dry condition"of use `y, 8.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407533 5.CompuTrus hes no control over and assumes no responsibility for the necessary. /11 'R R k fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI WUCA In BCSI,./ copies ofs which will ar famished 1 upon request. 9.lines Digits coincide indicatesize plate cIn enter hes.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" TC: 2x4 KDDF ii1&BTR LOAD DURATION INCREASE = 1,15 IBC .2012 2=( MAX MEMBER FORCES 4WR/DOF/Cq=1.00 BC: 2x4 KDDF 1118BTR SPACED 24.0" O.C. 1.2=( 0) 72 2.6=(-53) 90 6-5=( 0) 18 WEBS: 2x4 KDDF STAND 2.3=(-172) 21 5.7 =(-70) 116 5.3=( O) 51 LOADING 3-4= -25) 34 3-7.(-128) 78 IC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. UL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOU 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" -40/ 344V -41/ 123H 5.50" 0.55 KDDF ( 625) Connector plate prefix designators: 3'- 6,5' -99/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) M,M2OHS,M18HS,N16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0,002' @ •1'- 0.0" Allowed 0 0.100" 3-07-04 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" T MAX TL CREEP DEFL = -0.005" @ 2'- 3,8" Allowed = 0,201" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.097' 12 MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" 10.00 V MAX BC PANEL TL DEFL = -0,009" @ 3'• 7.4" Allowed = 0.186° -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 7,5' MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" M-4x6 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. 10� Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 T'7 Illibb\, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, c Truss designed for wind loads in the plane of the truss only. V' pp �e '7 -/ 0 u7 M-1.5x3 0 ,/- ►=� -3 x 4 M-3x4 M-3x4 y y y 2-03-12 3-08-04 ; y > y 1-00 y 2-05-08 3-06-08 IPROVIDF FULL BEARIN • ts• 4 7) 6-00 y JOB NAME : POLYGON 3-D NH - CJ3 K 0 PROF s� Scale: 0.5755 tNE /� WARNINGS: GENERAL NOTES,unless otherwise noted: "5// -rr 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 tr .r�2 i,p E Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7G C 2.2z4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ,r' 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 r 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). 4.No bed should be eany component g 3.2z Impact bridging or lateral bracing where shown++ • m pe to until after all bracing and 4. latlon of truss is the responsibility of the respective a environ "j7 OREGON SEQ. : 6051182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: 407533 design loads be appied to any component and are for"dry condition"of use. L 1> 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 s^' 1 4 2-Q �,. fabrication,handling,shipment and installation of components. necessary. 6.This design Is famished subject to the Imitations set forth by7.Design assumes adequate drainage is provided. � I` I11111111110111111111111111111111111111111 Plates shall locatedenbothfacesoftruss,andplacedaotheircenter L TPIN1frCA in SCSI,copies of which will be furnished upon request lines coincide with joipt center tines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.FFor basiits c connector plicate size of ate 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 KDDF 41&8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -95) 130 6.5=( 0) 18 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=1 �15) 46 36 5-7=(-123) 167 5-3=) -180) 151 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0' -30/ 375V -53/ 154H 5.50° 0.60 KDDF ( 625 OVERHANGS: 12.0" 0,0" LL = 25 PSF Ground Snow (Pg) 4'- 8.9° -84/ 88V 0/ OH 1.50" 0.14 KDDF ( 625` Connector plate prefix designators: 6'• 0.0" -2/ 116V 0/ OH 5.50" 0,19 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spaciftg.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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-09-10MAX LL DEFL = 0.005" @ 2'- 3,8" Allowed = 0.211" MAX TL CREEP DEFL = -0.007" @ 2'• 3.8' Allowed = 0.281" T MAX LL DEFL = 0.000" @ 0'- 0,0" Allowed = 0.037" s MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" /12A0 MAX HORIZ, LL DEFL = -0.007" @ 5'- 7.5' MAX HORIZ. TL DEFL = 0.007" @ 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. o Wind: 140 mph, h=21.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, lAll Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), oad duration factor=1.6, rnm Truss designed for wind loads o in the plane of the truss only. N O u7Mw -/�� ►-7All. vM-1.5x3 O�0 1111 • y y y 2-03-12 3-08-04 J., ' ). ,I- 1-00 1-00 ; 2-05-08 3-06-08 y (PROVIDE FULL BEARING,Jts:2,4.71 6-00 n PROF JOB NAME: POLYGON 3-D NH - CJ4 Scale: 0.5138 WARNINGS: GENERAL NOTES,unless otherwise noted: :7:14:::1741;PC: ::1 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 Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at p rY 2'o.c.and at tO'o.x,respectively unless braced throughout their length by DES. BY: EE s the responsibility of the erector.Additional pe manent bracing of continuous sheathing such es 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 bradng required where shown•+I� 44 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.SEQ. : 6051183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment,design loads be appeed to any component. nd ere far"dry condieon"of use B.Design assumes full bearing at all supports shown.Shim or wedge if {„` TRANS I D: 407 533 5.CompuTrus has no control over and assumes no responsibility for the necessary. �y b t t SJ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +l fl 1 b� 6.This design is furnished subject lathe imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII VIII VIII VIII VIII(III(IIITPI VYTCA in BCSI,copies of which will be furnished upon request. 9.(ines Digits ciincide dicate size oint of plate inrinches. cente10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIHIII 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 IC: 2x4 KDDF #1&BTA 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" 0.C. WEBS: 2x4 KDDF STAND 2.3=(-257) 55 5-7=(-195) 225 5-3=( 0) 51 LOADING 3.4=( -88) 66 3-7=(-250) 217 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5' -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.( BOTTOM CHORD CHECKED FOR 1O 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 = 0.008" @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" 5-11-11 MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5' T MAX HOAIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does I 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=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 o in the plane of the truss only. U, M-4x6 O TsN O O itiiiiiiiiiip........ M Ali..- r,-- o _�na� M-3x4 u, 7 A 111.- 1N 6 M-1.5x3 O O M-3x4 M-3x4 - y y 2-03-12 3-08-04 y iPROVIDE FULL BEARING:Jts:2,7,4I , y i' 1-00y 2-05-08 3-06-08 y 6-00 JOB NAME : POLYGON 3-D NH - CJ5 � � PR 04, Scale: 0.4201 .Gj�4 riG( �� / WARNINGS: GENERAL NOTES,unless otherwise noted: ' ..�f(q� JJ(( E 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 Z w 92 0.P 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 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 continuous sheathing such as plywooding(TC)and/or drywall(BC). ,.%,err,,, 404401"' P. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'II 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. 44, SEQ. : 6051184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, OREGON A. TRANS I D: 407533 design loads be appbed to any component. 6.Dand areesign for"dry ouse f all supports 5.CompuTrus has no control over and assumes no responsibility for the 9 g shown.Shim or wedge if './ - •11,- 14 2.0 -1- fabdcation,handling,shipment and Installation of components. necessary. q` ��}.. 6.This design is famished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. ••v}L^•h nt 111111111111111111111111111 8.Plates shall be located on both faces of truss,and placed so their center C r'i r-g V^" TPIMIrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.FForits basiclcate onnectorize of 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 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 72 2.7=(-115) 173 7-6=( 0) 18 BC: 2x4 GDP #1&BTR SPACED 24.0" O.C. 2.3=(-257) 55 6-8=(-150) 223 6.3=1 0 51 WEBS: 2x4 KDDF STAND 3.4=(-177)) 84 3.8=(-248) 167 LOADING 4.5=( -85 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. MON. 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 MIN. (SPECIES) OVERHANGS: 12,0" 14,1" LL = 25 PSF Ground Snow (Pg) 0'• 0.0" -34/ 384V -74/ 233H 5.50" 0.61 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -15/ 140V 0/ OH 5.50' 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -172/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. � De�Lgn checked for nett 5 o�fl Lolift at 24 "oc s acp ing I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, 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 = -0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3,8' Allowed = 0.339" MAX LL DEFL = -0.005" @ 7'- 2.1" Allowed = 0.117" 7-02-01 MAX TL CREEP DEFL = -0.006" @ 7'- 2.1" Allowed = 0.157" 5 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°s at time of manufacture. Design conforms to main windforce•resisting 12 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), 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. u. o In N M-4x6 0 r t` CO Ail 8 o MIIIIIIIME o M-1.5x3 o M-3x4 N MZ3x4 0 M-3x4 * I I 2-03-12 3-08-04 I I I I 1-00,, 2-05-08 4-08-09 ,, y 6-00 1-02-01 !PROVIDE FULL BEARING:Jts:2.8,41 f 0 PR 04, JOB NAME: POLYGON 3-D NH - CJ6 Scale: 0.3552 4 ''' 5/a -�� WARNINGS: GENERAL NOTES,unless otherwise noted: �' 9./` PE 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 Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper. 2.204 compression web bracingmust be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 40ur . p ry 9 b 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „/' Ate' 10°DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(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++ OREGON /, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibitty of the respective contractor. >k `W 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, A. design loads be applied to any component. and are for"dry condition"of use. `/^ '� 1 4 �� 6.Design assumes full bearing at all supports shown.Shim or wedge if V CS.. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 47 R I I ti- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIIIlPIiWTCA in BCSI,copies of which will be famished upon request. 9.(Dies coincidendsizethjointticenterte e teri 10. fines. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E For basic connector 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 TC: 2x4 KDDF N1&BTR TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/C - BC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 q 1.00 1-2=( 0) 72 2-7=(-102) 168 7.6=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-304) 55 6.8=(-132) 215 6.3=( O) 51 3-4=(-297) 141 3-8=(-239) 147 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-173) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 28.5" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (P9) 0'- 0.0" -34/ 340V -81/ 2826 5.50" 0.54 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" 318/ 497V 00 138V / OH 1.50" 0.64 KDDF 625j M,M20HS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND 2' Design checked for net(-5psf) up ift at 4 o pa0�l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.079" @ 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" 8-04-08 MAX TC PANEL TL DEFL = -0.022" @ 4'- 8.0" Allowed = 0.425" I f- 5 -/ MAX HORIZ. TL DEFL = 0,0110" @ 5'- 7,5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00V Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 b (All All duration Heights), , osed, Cat.2, Exp.B, MWFRS(Dir), r=1.6, C.; Truss designed for wind loads in the plane of the truss only. O N CO O CO M-4x6 r AO:11 o l��ir7lai 08-_. M-1.5x3 CD M-3x4 Mi3x4 0 M-3x4 1, y y 2-03-12 3-08-04 y 1- y y 1-00,, 2-05-08 5-11 ,, y 6-00 2-04-08 'PROVIDE FULL BEARING:Jts:2,8,41 JOB NAME : POLYGON 3-D NH - CJ7 Scale: 0.3175 (, �'<(` � ry '�fiss,' WARNINGS: GENERAL NOTES,unless otherwise noted: S ,5/1 -`rr 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 .92 0 Cy E Truss: CJ7 and Warnings before construct on commences. building component.Applicability of design parameters and proper r c 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designee 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 401, Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and 51 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r+rrrr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbiity of the respective contractor. i SEQ. : 6051186 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 OREGON f TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. L yj 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if /� }r .�4 � s* fabrication,handling,shipment and installation of components. Desessary. � 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. n t I(IIIA VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. 8 Platesnecoincide with joint center knes9. s of truss,and placed so their center ' 19.F111...\- fabrication, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E nches. 10.For�basic ts �connector cate size oplate desilate in i n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111141This LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2-4=(0) 0 IC: 2x4 KDDF 1&BTR SPACED 24.0" O.C. 2-3=(-68) 88 BC: 2x4 KDDF #1&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)+pL( 7.0) ON TOP CHORD = 32.0 PSF 42.0LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0° 0.0" TOTAL LOAD = L ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -110/ 304V -15/ 62H 5.50" 0.49 KDDF ( 625) PSF 1'- 1.7" -64/ 126V 01 OH 1.50" 0.20 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rnun Des>6n checkec for net( fl Lolift at 24 "oc soacinm AEOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.001" @ 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" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed= 0.339" 1-02-07 T MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.7" 12 NOTE:Design assumes moisture content does 10.00 Vnot exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph{ h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 3 inuss thedplaneed offor thewind trussoads only. c-- '� o co o m/- N O .s N O� -4111 ►��4 -/ M-3x4 y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4( 6-00 ,eCi.,U P R QFess JOB NAME: POLYGON 3-D NH - J1 Scale: D,6702 INE /°� WARNINGS: GENERAL NOTES,unless otherwise noted: (CdA !9O PE r 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 Truss: J 1and 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. ,r 3,Additional tem ra bract to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4.50.14. po ry ng ty 9 2'o,c.and at 10'tic,respectively unless braced throughout their length by ` w 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 bracing required where shown++ QREG(7N �( TRANS I D: 407533 C 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. �}� SEQ. : 6051 187 fasteners are complete and at no time should any loads greater than 5.Design assumnon- corrosive trusses are to be used In a environment, 4/.-�7,9 y 1 4 �Q ' •' necessary. '1 design loads be applied to any component. 5,CompuTrus has no control over and assumes no responsibility for the and are for"dry condition" f a. 6.Design assumes full bearinggett all supports shown,Shim or wedge if jt� " } I fabrication,handling,shipment and Installation of components. 7•Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII'III'III TPI k CA in BCS',copies rs which frill be furnished uponL)-E request. 9.'Digits indicate ines coincide with jof oint ttice ierin vas p MiTek USA,IDC./CO f pUTfU3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 BC: 2x4 KDDF p1&BTA SPACED 24.0" 0.C. -3 2 =( 0) 72 2.4=(0) 0 2-3=(-61) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES TOTAL LOAD = 42,0 PSF 0'- 0.0" -41/ 304V -28/ 92H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 4.1" -125/ 112V 0/ OH 1.50" 0.18 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" 0/ SOV 0/ OH 5.50" 0.08 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. COND 2 Design check__ed fgrr�n t(�p�f)ynlift at 24 oc cpacina.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LJ180 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" 2-04-13 MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.7" Allowed = 0.168" 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 10.00 MAX HORIZ. LL DEFL = 0.000" @ 2'- 4.1" MAX HORIZ. TL DEFL = 0.000' @ 2'- 4.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ch Truss designed for wind loads in the plane of the truss only. co v 0 O CV C1 Cr) M/-- a OlijjjIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 100- 114 M-3x4 A- ,1, 1-00 y (PROVIDE F I B AKIN )Its•2 3 413 4( 6-00 y JOB NAME: POLYGON 3-D NH - J2 � �.t > s D PROF Scale: 0.6505 \� IA( /� WARNINGS: GENERAL NOTES,unless otherwise noted: wcl. V �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 " . i PE " , Truss: J2 and Warnings before construction commences, building component.Applicability of design parameters and proper 92. r 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 tap end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 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 sheathing(7C)and/or drywall(BC). COW- 040".... 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. !� ir SEQ. , 6051188 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, "9' 4_d OREGON ,, TRANS I D: 407533 design loads be app5ed to any component. and are for"dry condition"of use. /�+ 7 �1X 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 14 �•-., fabrication,handing,shipment and Installation of components. necessary. �` 6.This design is furnished subject to the Imitations set forth by7.Design assumes adequate drainage is provided. iiir ` f IIIIII I III VIII I III VIII I III VIII IIII IIII TPI VVECA in Bcot,copies of which will be famished uponrequest. 8 Ines coincide with Jolates shall be int center fines.on both faces9. of truss,and placed so their center j 1.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 10.For�basic ts iconnector cate size oplate desiglate in n values see EOR-1311,ESR-1988 P 9 (MiTek) EXPIRES; - This design prepared from computer input by 1E1111 PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF qt&BTR LOAD DURATION INCREASE = 1,15 LUMBER SPECIFICATIONS1-2=( 0) 72 2-4=(0) 0 2-3=(•83) 76 SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR 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 DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 336V -40/ 123H 5.50" 0.54 KOhF ( 625 TOTAL LOAD = 42.0 PSF 3'- 6.5" -126/ 129V 0/ OH 1.50" 0,21 KDDF 625) OVERHANGS: 12.0" 0.0" Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r OND 2 DesipD Ohnr n0 for nett s ncfl golift et 24 "oc soacing I M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMAX CREEP LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.97" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 3-07-04 , 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" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.5" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.5" s 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Fr Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NJ- load duration factor=1.6, Truss designed for wind loads vin the plane of the truss only. 0 o CO N 0 V t7 r/- Iffill ot4 -/ M-3x4 y 1-00 y y 'PROVIDE FULL BEARING:Jts:2,3,4I 6-00 OO P R OF&'�s JOB NAME: POLYGON 3-D NH - J3 Scale: 0 6005 ` '151 °mit WARNINGS: GENERAL NOTES,unless otherwise noted: ' 40 P 1.Builder and erection r contractor should be advised of all General Notes 1.This building omponen.Apis based plicability of n the designters shown and parameters and profor per individual Truss: J3 and compress before bredngconstructioncommences. Incorporation of component is the responsibility of the building designer. 2.204 compression web bredng 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 y o.c.end et 10'o.c,respectively unless braced throughout their length by ,,+',ra. DES. BY EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endlor drywall(BC). Q� ?ON�� tl CC DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown+t ^c% 4.No load should be applied to any component until after all bracing and 4.Design on of truss issthe s are pons uiisedooh respective contractor.evirnment, 46'7'4' 14 h , �,. 1� N SEQ. : 6051189 fasteners are complete and at no time should any loads greater than and gra for"dry condition"of use. V A design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if S t } TRANS I D: 407 533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4{l t t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIAMCA In SCSI,copies of which will be furnished upon request. g lines Digits indicatensize or plateteIn sign as. MiTIN TCA Inc./CompuTrusBSI, opoSoftware L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1&BTR BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 IBC 2012 MAX MEMBER FORCES 1.2=( 0) 72 2-4=(O2-4=(OF/Cq=1.00 SPACED 24.0" O,C. ) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-109) 96 BC LATERAL SUPPORT <= 12"OC, UON, LOADING 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" -23/ 370V -53/ 154H 5.50" 0.59 KDDF ( 625 Connector plate prefix designators: 4'- 8.9" -118/ 370V149V 0/ OH 1,50" 0.24 KDDF 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 64V 0/ OH 1.50' 0.102KDDF ( 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. �QQND D ciao h k d far n t(�p�f)yplift at 4 o c n 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 TLMAX CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 4-09-10 MAX TLCREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" '( 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' 12 MAX HORIZ. LL DEFL = •0,001" @ 4'- 8.9" 10.00 I MAX HORIZ. Ti DEFL = -0.001" @ 4'- 8.9" 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=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cn load duration factor=1.6, o O v Truss designed for wind loads in the plane of the truss only. cu O - U, os O/-- IPPAIN o �� -/q , 1 M-3x4 y 1-00 y [PROVID F B AKIN •Jts•2 3 41 6-00 y JOB NAME : POLYGON 3-D NH - J4eco PRpp Scale: 0.5446 ,�'�(, � Sf� WARNINGS: GENERAL NOTES,unless othermse noted: l7 ',- 1Builder 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 . / Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper PE . 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 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 buildingdesigner. 20 Impact sheathing suchr as cing requirede crewhen send/or drywall(BC). g 3.2z Impact bridging or lateral bracing where shown i, !� 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. (�" SEQ. : 6051190 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, p` OREGON� �( TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. �i 1) 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 /0 l'k /4'xf. .,4„ fabrication,handling,shipment and installation of components. Desessary. �� 6.This design is famished subject to the Imitations set forth by7 Design assumes adequate drainage is provided. t S 11111111111111111111111111111111011101 TPIANTCA in BCSI,copies of which will be furnished upon request. 8 Ines coincide with joint on bolt center lines. of truss,and placed so their center }y-`"' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In inches. 10.FF9. ur basic connector plits Indicate size of ateldesign values see ESR-1311,EOR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1E111 PACIFIC LUMBER-BC - WRIDD IBC 2012 MAX MEMBER FORCES 4F/Cq=1.00 TRUSS SPAN 6'- 0.0" 1E2B( 0) 72 WR/DD) 0 8 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=(-130) 116 IC: 2x4 KDDF 1&BTR SPACED 24.0" O.C. BC: 2x4 KDDF t&BTR LOADING BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AR EA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BC LATERAL SUPPORT <= 12"OC. UON. L ON BOTTOM CHORD = 10.0 PSF 5'- 0.0" -34/ 403V 60/ 1856 5.50" 0.65 KDDF ( 625 TOTAL LOAD = 42.0 PSF 5'- 0.0" 41 3V 61 56 5.50" 0.65 KDDF ( 625 OVERHANGS: 12.0" 0.0" 6'- 0.0" -106/ 169V 0/ OH 1.50" 0.27 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: ., ' � � "' " C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11,1 I' 'i t' M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOPMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.164" @ 3'- 7.4" Allowed = 0.481" MAX TO PANEL TL DEFL = -0.147" @ 3'- 5.0" Allowed = 0.722" d MAX HORIZ. LL DEFL = •0.002" @ 5'• 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does 10.00 V not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mHe, h= 1,742x0ASM (All He>ghts), Enclosed, Cat. , Ep8 WFRS(DE ir), load duration factor=1.6, c- Truss designed for wind loads in the plane of the truss only. vv 0 cm 0 N O co el r/- V 4► -/ O M-3x4 y y y 1-00 6-00 IPROVIOF FIR/ BFARING;Jts:2,4,3! c,O P R Qp JOB NAME : POLYGON 3-D NH - J5 Scale: 0.5235 � �� 1CJ '° WARNINGS: GENERAL NOTES,unless upon se noted: 4. >p 0 r C- 1- 17 This n is s 1.Builder and erection contractor should be advised of all General Notes 1.building component Applicability the parameters parametersand I proper for a individual Truss: J5 and Warnings before 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 and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'a c.and et 1g'o.c,respectively unless braced throughouttheir length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). O EGO f tr the overall structure is the responsibility of the building designer. 3.ZR Impact bridging or lateral bracing required where shown++ 'W DATE: 9/5/2014 4.No load should be applied to any component until after all bracing and 4.6.Design assumes trusses are Is the to be responsibility onto non respecti ve environment, /6�6J}. 1 a ?--- h^, S E Q, : 6051191 fasteners are complete and at no time should any loads greater than and gra for"dry condition" use. r_ ( !' A. design loads be noappPed con to any component. 8.Design assumes full bearing et all supports shown.Shim or wedge if ys TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsib lily for the neceeeary. tl fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPek A USA,8c,/ copies rwill be furnished upon )-E request g lines For is crate size de with of plate int terinches. EXPIRES:12/311201 J MiTek I CSI,copies ofwhich wwbee rn,she1 u)-E ig.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2,4^ TC: 2x4 KDDF #1&BTR BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES i-2=( 0) 72 2-5=(02-5=)OF/Cq=1.00 SPACED 24.0" 0.C, ) 0 TC LATERAL SUPPORT <= 12"OC, UON. 2.3=(-218) 193 BC LATERAL SUPPORT <= 12"OC. SON. LL( 25,0)+DL( 7.0)LING ONDTOP CHORD = 32.0 PSF 3-4=(•113) 63 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 625) Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 24/ 377V 80/ 21711 5.50" 0.11 KDDF KDDF (625 5'- 11.2" ) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -240/ 355V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 7'- 2.4' 101/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 2: Dalian ch k tl for n tf VERTICAL DEFLECTION LIMITS: LL=L/24 0a,t 24 o��pac_ 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" I) MAX TC PANEL LL DEFL = 0.075" @ 2'- 9.2" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" 12 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 10.00 V A NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads Di o 0 in the plane of the truss only. co r-,. ct 104 O/ 5 lift." 1 cD M-3x4 s-- y 1-00 y 6-00 ), y 1-02-07 (PROVIDE FU B ARAv •,Its _,5 3 4I JOB NAME: POLYGON 3-D NH - J6 � PRQ)r� Scale: 0"4676 ! J��n WARNINGS: GENERAL NOTES,unless otherwise noted: L //j/y vl��.g_. Truss: J 6 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/r�1/ .Y and Warnings before construction commences. building component.Applicability of design parameters and proper . ` `�r 9 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 gillr is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.such astivey unless braced throughout their length by DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such plywood required ing(TC)and/or drywall(6C). SEQ. : 6051192 4.No load should be aa3.2x Im4. pact bridging ar lateral bracing where shown++ ,/"" fasteners are complete and at no time should anyl loads greater than er all bracing d 5.Deign asumtion of tes trusruss is ses are he Po be useedty inf ta non-corrosive he envi onment, CC TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. -7 A_OREGON t, ((/ 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge II fabrication,handling,shipment and installation of components. 7necessary. /� ��' 1 4 �� I..1�" 11111111111111111111111111111111111111101 a.This design is furnished subject to the limitations set forth byDesignPlates shall be assumes sated on both ace Is provided. and �y T TPIM?CA in BCS(,copies of which will be furnished upon request. 8 necoincide with joint center liness of truss, placed so their center t+,1:111.\- a. -�S L� SJ 9. MiTek USA,Inc./CortlpuTfus Software 7.6.6(1 L)-E es. 10.For�basicts connector plcate size of ate design late in values see ESR-1311,ESR-1988(Wok) S i-t EXPIRES:12/31/2015 ` This design prepared from computer input by I'IIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 8'- 4,8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1.2=( 0) 72 2.5=(0) 0 TC: 2x4 KDDF qt&BTR LOAD DURATION INCREASE = 1.15 3-4=(-290) 238 BC: 2x4 ODE #1&BTR SPACED 24.0" O.C. 3-4=( -90 38 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 UL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 378V -93/ 250H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) C M,M210S,MI8HS (16 = MiTekprefix) = CompuTrus, Inc 8'- 4.8" -15/ 23V 0/ OH 1,50" 0.04 KDDF ( 625) M,M20HS,M18HS,M16 = MT series LIMITED STORAGE DOES NOT APPLY DUE 2 NOT BEANIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 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 = 0.119" @ 2'- 11.7" Allowed = 0.481" 0 MAX IC 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. 12 10.D0 V Design conforms to main d cladree-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=l.6, Truss designed for wind loads in the plane of the truss only. v cm 0 o N co M V� 5 M-3x4 A- y > y y 1-00 6-00 2-04-13 'PROVIDE FULL BEARING;Jts:2.5,3,41 , Es) P R Qp6. JOB NAME: POLYGON 3-D NH - J7 Scale: 0.423015/1`c �Q9 WARNINGS: GENERAL NOTES,unless otherwise noted: �" ! .PE 1.Builder and erection contractor should be advised of all General Notes 1•This ng comis p based Applicability s efhe parametign ers shown forand dIspoan ndivival Truss: J 7 and Warnings before construction commences, ncorporaboo of component is the responsibility of the building designer. .2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at }44111,10/ 3.Additional temporary bracing to insure stability during construction 2'o.c.and of 10'o.c.respectively unless braced throughout their length by '��z. DES. BY: EE •s the responsib lily of the erector.Addit feat pe manent 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 bracing required where shown++ 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. / 4_ 40 1 4 �Q� SEQ. 6051193 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. design bads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if J TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. R Fj t S fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111111111 TPIANTCA in SCSI,copies of which will be furnished upon request. g 'ines coincide with joint or Digits s indicate size plate iniinches.n MiTek USA,I no.ICompuTfws Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015. 1E11111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7,3" TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2.5=)0F/Cq=1.00 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. IC LATERAL SUPPORT <= 12"OC. UON. 2.3=(-320 288 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=(-103 46 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 BAG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 368V -107/ 285H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9,2" 0/ 68V 0/ OH 5.50" 0,11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -250/ 380V 0/ OH 1.50" 0.49 KDDF ( 625 -54/ 78V 0/ OH 1.50" 0.12 KDDF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g - 7.3" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP �COND 2 Des gn checked fob( 5 p ) uplift a �a nn 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" i( 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 1P not exceed 19% at time of manufacture. 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �/ load duration factor=l.6, t Truss designed for wind loads in the plane of the truss only. v N O O co O) co 7,- v o� ►� 0 100001."11.1'1121/ c,'/- 5....m. M-3x4 s- y y 1, 1, 1-00 6-00 3-07-04 )PROVIDF F B ARIN•' ts• 4I JOB NAME: POLYGON 3-D NH - J8 c ;0 PRQp�s Scale: 0.3820 5 15/I t�< WARNINGS: GENERAL NOTES,unless otherwise noted: � '(�` 'k 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 ,(,'• nn Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper. ® EC 2.2x4 compression web bradng must be installed where shown+- Incorporation of component is the responsibility of the building designer. d 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 r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respeo8vew unless braced throughout their length by • DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as pawood sheething(TC)and/or drywall BC. �, , 1/ 9 9 3.2x Impact bridging or lateral bracing required where shown 4.4. 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051194 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 7y tJREfaON TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. �1A ��/ 5.CompuTrus has no control over and assumes no responsibility Crathe 6.Design assumes full bearing at all supports shown.Shim or wedge if 1jy 71 y' 1 4 .° ."iT„ fabrication,handing,shipment and installation of components. necessary. V ‘..1'.N. y B.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. 4/ y IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be famished upon request. 8.Ines coincide with joint center lates shall be located on Cries. of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.9.Foits r basic connectoricate size of plate designches. values see ESR-1311,ESR-1988 plate9 (MiTek) EXPIRES:12/31/2015 • 101111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 3=( 0) 72 2-2-6=6=((0)O) 0q=1.00 2- 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C, IC LATERAL SUPPORT <= 12'OC. UON. 4.5=(--58) 304 BC LATERAL SUPPORT <= 12"0C. UON. LOADING 3.4=1.145 57 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 4.5=( •58) 0 OVERHANGS: 12.0' 9.6" L ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,nncoCp8 eor eo prefix) = orspuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 332H 5.50" 0.60 KDDF ( 625 ` ector ppl M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5,50" 0.11 KDDF 625 5'-REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 10,0" -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-CONCURRENT. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "on spacing.) if 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" i MAX TL CREEP DEFL = -0.001" @ 10'- 9.6" Allowed = 0.107" i 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 NOTE:Design assumes moisture content does 10.00 V not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. a> M Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 0 0 Trussad duration designedfforowind6loads 0 of in the plane of the truss only. co M-3x4 y y y 1-00 6-00 4-09-10 'PROVIDE FULL BEARING:Jts:2,6,3,4) JOB NAME: POLYGON 3-D NH - J9 o �R fi��s Scale: 0.3563 \� 0IN�1 �/ WARNINGS: GENERAL NOTES,unless otherwise noted: C' /A+" J 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 ,,,...44, nn t-� Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 0 ®0 r r 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,sem 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 r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c,respectively unless braced throughout their length by �,�r�r DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 2xcoImpact sheathing such las bracing re urathingr where s and/or drywall(BC). + x rr #�Imw be3.In tmpact bodging os thee)ponsibi ty of the e shown t a 4 SEQ. : 6051 195 4.No load should m applied to any component until after all bracing and 4.Installation of truss 5 the responsibility I the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment j` •x_OREGON .. TRANS I D: 407533 design loads be appied to any component. and are for"dry condition"of use. ! fix 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 / k (} fabrication,handtog,shipment and installation of components. necessary. © 1 2. ��'"}-. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. ��n`f ` 'IIIA I III VIII I III VIII VIII VIII1III'III TPINVTCA in BCS',copies of which will be furnished upon request. 8 tineas coincide with joint on centerrlines. of truss,and placed so their center !-1 45'•' MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.9.Dorits asinicate slze connectorofdesiglate in nches. values see ESR-1311,ESR-7988 plate9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cci=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS1.2=) 0) 72 2-6=(0) 0 1-193) BC: 2x4 KDDF MEMMEMSPACED 24.0" 0.C. 2 3-4=-3=(-41 382 2) 141 4-5=( -55) 30 TC LATERAL SUPPORT <= 12"OC. UON. ON TOP CHORD . 32.0 PSF LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL(L 7 ) tl ONBOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA OVERHANGS: 12.0" 0.0" 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,CN,CNp18te prefix designators:= 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 625 M,M2OHS, 18HS (16 no iTk prefix) =CompuTrus, 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,MiBHS,Mi6 = MiTek MT series 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. rOND 2 De4ign rh knri far nett 5 n<f)�nlift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO 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" 61 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 V Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M Truss designed for wind loads a) in the plane of the truss only. v o 0 N OT O G7 t gKOMMEMMEMMEMEMMENEMM o 6" o M-3x4 ), ), y ), 1-00 6-00 6-00 IPROVIDE FULL BEARING'•Itc• 6,�4.5I JOB NAME: POLYGON 3-D NH - J10 Scale: 0.3223 \ , ,' O PRO . 64.9� WARNINGS: GENERAL.NOTES,unless otherwise noted: 1, • 1...C„i PE 1-' 1.Builder and erection contractor should be advised of all General Notes 1.This deg component.Is based Applicabthe ility efparaignters shown and is properr an individual ,,r Truss: J10 and Warningsmrobeforeweb construction must commences. buIncorporation of component is the responsibility of the building designee / 2.204 compression web bradng 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.respectively unless braced throughout their length by r,��, DES. BY: EE s 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 bracing required where shown++ st OREGON (c ri SE �1 4.No load should bem lets an to any component should until after all bracingatr and 5.Installation assumes trusses ses ais the re to be ussed iic a non-corrosive of the eenvionment, Z. �y 4 �� - S E Q. : 6051196 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. *,y. design bads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if A ` l TRANS I D: 407533 5,CompuTrus hes no control over and assumes no responsibility for the resign es L 19 b 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 111111111111111111111 TPek U A In nc./ copies rf s Software will br 7.6. (1 Lpon)-E request. y Mines conn crate size actor f plate de vrith joint tIn erin valu pC p 7 MiT IA USA,IBCSI,co les of w will be7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESI-1988(MiTek) E )t'i CJ'.1. 1 1/'L)015 IIEIIIIIIII 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 # LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 TC: 2x4 KDDF 18BTR SPACED 24.0' 0.C. 2-3=(-74) 28 BC: 2x4 KDDF t&BTA TC LATERAL SUPPORT <= 12"OC. UON, LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA D BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL7.0) ON TOP CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 441V -12/ 79H 5.50" 0.71 KDDF ( 625) 3'- 3.2" -7/ 40V 0/ OH 5.50" 0,06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'• 6.0" -37/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Ir OND 2 Deslyn rheckec for netf�_sf! uplift at 24 "oc s acR inc_ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL4/240, 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 BC PANELLLTEFL = 0.009" 8 1'- 8.0" MAX .6" Allowed = 0,129" 12 MAX BC PANEL TL DEFL = •0,008' @ 1'- 9.0" Allowed = 0.172" 6.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" NOTE:Design assumes moisture content does 3 not exceed 19H at time of manufacture. Design conforms to main windforce•res>sting system and components and cladding criteria. Wind: 140 mph! h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, �at.2, Exp.B, MWFRS(Dir), Load duration factor=l,6, iii"iiiniiiiiii Truss designed for wind loads in the plane of the truss only. 0 i N O N [h/ O/- 2 4I� M-3x4 /- 111 1-08 3-06 (PROVIDE FULL BEARING•Jts-2 4 3I �� PROF-6 JOB NAME: POLYGON 3-D NH - P1 Scale: 0.7235 ``ki 15/1r `p WARNINGS: GENERAL NOTES,unless otherwise noted: C,r ± f.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 Truss: P 1and 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. 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.x,respectively unless braced throughout their length by }r �r DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywalt(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++ 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. A� ^V SEQ. : 6051197 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �. v. �Q design loads be applied to any component end are far"dry condition"of use. U "7}' 14 4. �. 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. ryryt` ` fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. illR R11.�"' 6.This design is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II VIII 11111 VIII IIII VIII VIII III IIII TPI WICA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 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-1 988(MiTek) EXPIRES:12/31120155 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7" TC: 2x4 KDDF g18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2.4e(OF/Cq=1.00 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-69) 26 TC LATERAL SUPPORT <= 12"OC, UON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG 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' -132/ 478V -12/ 82H 5,50" 0.77 KDIF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0,07 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 3'- 3.7" -36/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) M,M2OHS,M18NS,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 Dec;gn checked for net(�ycf)�nlift at 24 oc cpa ,nn 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 = 0.019' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0,021" @ -1'- 8,0° Allowed = 0.222" 12 MAX TC PANEL LL DEFL = 0,004" @ 1'- 5,5" Allowed = 0.204" 6.001; MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.306" MAX HORIZ. LL DEFL = -0,000' @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.9" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), o load duration factor=l,6, Truss designed for wind loads Na in the plane of the truss only, 0 cm N O N M,,_ 7 O �,'- 2�� 4�� -/ 1 M-3x4 A- 1-08 2-00 1-03-11 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON 3-D NH - SJ1 Scale: 0.7307 � � PRQF�cS WARNINGS: GENERAL NOTES,unless otherwise noted: �� V 5/lr ° 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an Individual 4' .92,i PE Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7G L 2.244 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. y DES. BY: EE 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by ��IIar�. DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)s and/or drywall(BC). I r AMON. 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. CC SEQ. : 6051 198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �p_ ON TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if f,0 14 (S' `1- fabrication,handling,shipment and installation of components. ecessary. �� 6.This design is furnished subject to the limitations set forth 7.DesignPlatesassumes al be dequate on oc drainage iso truss,sed. � i ti 1111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. 8. necoincide with joint center lines$of and placed so their center bt. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For9. its basicIndicate connectorplf ateldesi inches. n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 ' 1111111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" TC: 2x4 KDDF #18BTR BC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SPACED 24,0" O.C. 1.2=( 0) 84 2.5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3= -137 59 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=� •56k 26 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 20,0" 0.0" DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. Connector plate prefix designators: 0'- 0.0" 97/ 466V51 -25/ 13OH 5.50" 0.75 KDDFPEC625) C,CN,Ci8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 6V 5/ 4H 5.50" 0.75 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9" -108/ 233V95 0/ OH 1,50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 7.7" -43/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) BOT ANDTOM BOTTOMRD CHORDCKED LIVEFLOADSR PSF ACTLIVE LOAD. TOP NON-CONCURRENTLY. ICOND 2 Design ch k d for n tl o f r t' �.IMITS:) L= /24 at 24 180 inn 1 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" @ I . 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. TL DEFL = -0.001" @ 6'- 6.9" 6.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, O Truss designed for wind loads cu in the plane of the truss only. Lo o O ' M •c t7 ..--/- V- 181111111111 /- V O O 2111 OMEN 1 M-3x4 f- y y 1-08 2-00 4-07-11 y (PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME: POLYGON 3-D NH - SJ2 ,co PRop Scale: 0.5609 '`/5/1 ' �<d WARNINGS: GENERAL NOTES,unless otherwise noted: �. Truss: $J Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper ''92,� qr,,. 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibilityof the building designer. 41°.- DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be late ally braced at / Al is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.suchrespectivelyly unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the building designer. Appoir sheathing such as plywood required sheathing(TC)and/or drywall(BC). I► SEW. : 6051199 4.Na load should be applied to any component until after all bracing and 4.IInnstallImeGonact bofbuss is the responsior lateral bility f the espective contractor. r*-p " fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, '�` OREGON' � As.(� TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. 7! 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 flu, 1 4 fabrication,handling,shipment and installation of components. necessary.7. provided. V �7, 11111111111111111 6 This design is furnished subject to the lim talions set forth by 8 Plates shall be both facn assumes adequate es of truss,and placed so their center p t� i t V TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointf pcenter fines. +'i rt f 4a^' 9. e In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFor basic its iconnector cate size oplate tdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC IBC 2012 MAX MEMBER FORCES ) S4 42wR/DOF/p-1.00 TURAS ONAN E'S 1= 1.1.7" 1-2=(-190) 81 LUMBER SPECIFICATIONS LOAD DURATION INCREASE 1.15 TC: 2x4 KDDF #I&BTR SPACED 24.0° 0.C, 3-4.(-133) 571 BC: 2x4 KDDF Al&BTR LOADING 4.5=( -58) 27 LL( 25. . IC LATERAL SUPPORT <= 12'OC. UON. 0)+DL( 70) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 20.0° 0.0' 0'- 0.0" -69/ 471V -38/ 186H 5.50° 0.75 KDDF ( 625` LL = 25 PSF Ground Snow (Pg) 0'- 9.2" -691 71V 0/ OH 5.50" 0.08 KDDF 625 Connector plate prefix designators:=Co3'- 2 2" -91/ 196V 0/ OH 5.50" 0.25 KDDF 625 M,M2OHS,M1BHS (or no iTk prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 6.9" -117/ 96V 0/ OH 1.50' 0.32 KDDF 625 M,M20HS,M18HS,M16 = MLTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -41/ 88V 0/ OH 1.50" 0.14 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOPi, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 111 ' I. ',r I" i' 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 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 11 not exceed 19N at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 1:1;!" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, j) o Truss designed for wind loads in the plane of the truss only. v 0 N u7 0 3 to 11 c' '7A- •:r, �- of 2►� 6► 1 M-3x4 y 1-08 y 2-00 y 7-11-11 (PROVIDE FULL BEARING;Jts:2,6,3,4,5i ,,,0 FR Opus JOB NAME: POLYGON 3-D NH - SJ3 Scale: 0.4335 �`nIJ ' `0.y WARNINGS: GENERAL NOTES,unless otherwise noted: ' �'7 ` !-L 1.Builder and erection contractor should be advised of all General Notes 1.This design 8 igncoN based Applicability iu upon the of adesign rameter shown and ii proper for an individual T r u s s: SJ3 and Warnings before construction rou commences. bincorporation of component Is the responsibility of the building designers 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 et 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 drywell(BC). � � �f .- DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ q_ ^V 4.No bad should be applied to any component until after all bracing and 4.Installation of truss u trusses responsibility ase iof the h respective spec contractor.enviment, �"f"��}' 7 ZC3� „ SEQ. : 6051200 fasteners are complete and at no time should any loads greater than and are for"dry condieon"of use. q design loads be noappfiedcontrol to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If A..� �` TRANS I D: 407533 5.CompuTrus has no over and assumes no responsibility for the necessary. Yf 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII(III(III TPek U A in BCS(,copies of which Will furnished upon request. 9 (ines Dig b indicatene or plpaal etdesiinches. ` MiTeWTCA Inc./CompuTrusBCS(, which vIlbee furnished 10.For bas c coincide with or plate rater fines.values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 T2015