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Plans (117) /4 5r)--v1 0ds`v/es• 1 -1 3 9 t 56v ‘S''�eGcti 7Z it i r 3T-0' 11-9' I AR 1 g5 AR 187.41, Tr— J1 lii Er ji I P CJ2 / P r a CJ3 / A J3 Eis CJ4 r., CJ5 , J4 lk et 12 J5 CJ8 / J8 J7 J7 J8 / J8 2? '� J8 til in sa (7) mosimmis[IFII:UMe. 4 � J9 r J9 4 Je — Je J5 8t 12 J5 J4 J4 J3 ` J3 Jz / \ J2 J1, Al 1):12 10t12 J1 ,, \1/4_6,........r 19 SJ3 .1�t ' . K 10 12 . ., .- SJ3 re le AR 11'-0' I 151-0' 11'-0' GARAGE 3T'-0' I BUILDER: ®Copyright CompuTrus Inc.2006 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITL.E.. REVISION-1: ENGINEERED ALL FURTHERil DRAWINGS FOR ALL FURTHER PLAN 3D INFORMATION.BUILDING lrr DESIGNER/ENGINEER OF RECORD s�R, PLAN. DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS f TO TRUSS CONNECTIONS.BUILDING 3 / D CHECKED BY.' DESIGNER/ENGINEER OF RECORD TO DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR ATOOVNUACLLTI ON. TRUSS COMPANY 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. 37'-0" r 1110 I r Ji i1111111 pipopilrfil J, , I\U■ CJ2 / / // J4 lil ' WW1CAR J5 r � � //ISIcm CJs /0,1111 ///MI JT J7lii Js -U, �._I Js A SUS I J9 .17 __ MIDI ..i.ii wiai a ,_ ty g � a I���I Js I SPI is Js Js 1r J5 . r J4 I ► J4 HAIl -� 4II►1 r NNW In WE imm NI I J1 so .07r4.111rsffliimmlioligg!_clirt, sn I? _,_ V , ip 52515g5 Q. GARAGE 111-0` I w-o' ir-o" 37'0 ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL.. PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER Ph � � PLAN 3D INFORMATION.BUILDING DES RESPONSIBLE FOR N RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO C G M p A N Y.... 3 / D CHECKED BY: DERSEIGVNIEWPOR AONVETOUACLTLI ONTRUSS . DELIVERY LOCATION: SCALE: REVISION-3: 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. IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-194) 91 3-4=(-133)) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -58 27 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 20.0" 0.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -69/ 471V -38/ 186H 5.50" 0.75 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 9.2" -93/ 50V 0/ OH 5.50" 0.08 KDDF 625111 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9" -91/ 196V 0/ OH 1.50" 0.25 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 6.9" -117/ 252V 0/ OH 1.50" 0.32 KDDF 625 9'- 11.7" -41/ 88V 0/ OH 1.50" 0.14 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Design checked for net( pcf) M1)ltft at 24 "oc spa ino VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed =- 0.204" MAX IC PANEL TL DEFL = -0.004" @ 1'- 5.5" Allowed= 0.306" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" NOTE:Design assumes moisture content does �( not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00 I/ system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0O in the plane of the truss only. N O 0 3 U, to Ij th r,- Tr is,ii. 2='' 6=, 0 ! M-3x4 1-08 2-00 7-11-11 'PROVIDE FULL BEARING:Jts:2,6,3,4,51 JOB NAME: POLYGON 3-D NH - SJ3 ks � 0 pR°��ss Scale: 0.4335 OJ ! (NE /� WARNINGS: GENERAL NOTES,unless otherwise noted: ltj�` v f I✓/tE:tI -sy 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual '92 4/f 1'' Truss: SJ 3 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. y^ 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 sheathingsuch as sheathing(TC)) rywall(BC). " •, DATE: 9/5/2014responsibilitybuilding designer. bridging plywood C and/ord ;,! 1- the overall structure is the res nalbili of the 3.2x Impact or lateral bradngrequired where shown++ - SE/1 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. -57 OREGON ��. W. : 6051200 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, \IX TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. / .fJ 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 Q S' 14 2-°Os fabrication,handing,shipment and installation of components. necessary. Y 7.Design assumes adequate drainage Is provided. R b`t A+,. 8.This design Is furnished subject to the hmItations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rl rl L I IIII I I II VIII 1011 VIII 11111 VIII IIII IIII TPINVECA 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-1988(MiTek) EXPIRES:12/31/2015 II'IIIIIIIIH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 59 3-4=( 56) 26 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -97/ 466V -25/ 134H 5.50" 0.75 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -98/ 51V 0/ OH 5.50" 0.08 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 2.9" -108/ 233V 0/ OH 1.50' 0.30 KODF ( 625) M,M2OHS,M18HS, 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7.7" -43/ 95V 0/ OH 1.50" 0.15 KDDF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 asfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072° MAX HORIZ. LL DEFL = -0.001' @ 6'- 6.9" MAX HORIZ. TL DEFL = -0.001' @ 6'- 6.9' /- 12 -/ 6.00) NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. �) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0 Truss designed for wind loads in the plane of the truss only. co N O to 0 coO V t7 r� 0 ��'- � 0 2►t 5►t 1 M-3x4 ,1 ), ,b y 1-08 2-00 4-07-11 'PROVIDE FULL BEARING:Jts:2.5.3,41 ,, PRO,c� 6:0 JOB NAME: POLYGON 3-D NH - SJ2 INS(�,� Scale: 0.5609 0 t l✓/l / d WARNINGS: GENERAL NOTES,unless otherwise noted: 4/ 7c-' 'Sr 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 "' "92 0 0 E'�E r O r] and Warnings before construction commences. building component.Applicability of design parameters and proper ,,�M` Truss: SJ 2 Incorporation of component Is the responsibility of the building designer. /A 2.2x4 compression web bracing must be installed where shown+, 2 Design assumes the top and bottom chords to be laterally braced at 40,! 3.Additional temporary bracing to insure stability during construction 2 o.c,and at 10'o.c,respectively unless braced throughout their length by DES. BY: 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+0 • 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 OREGON 1k 40 SEQ. : 6051 199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive .orrosive environment, . -if N. A., TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. . 7I- r�.0 .);. 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 4 1 4 �1<! fabrication,handling,shipment and Installation of components. necessary. �+. g PPo 7.Design assumes adequate drainage Istruss, provided. c„j ♦♦�,1.. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPI/W7CA in BCSI,copies of s 111111011111111111 VM Te USA,Inc./CompuTrus(Software 7.6 6(1 L)E request. 10 Folinr basic connector de with oint center lines. plate design values see E5R-1311,ESR-1988(MITek) 9.Digits indicate size of plate in inches. EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 84 2.4=(0) 0 BC: 2x4 KODF M1&BTR SPACED 24.0" O.C. 2.3=1-69) 26 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 20.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 82H 5.50' 0.77 KDDF ( 625` Connector plate prefix designators: 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 3'- 3.7" 36/ 77V 0/ OH 1.50" 0.12 KDDF 625` M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked far net( psi) uplift at 24 'oc spacing I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019"1 @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'• 8.0' Allowed = 0.222" 12 MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204' 6.00 MAX IC 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 /- 3 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, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads in the plane of the truss only. o N p cm N O N Mf- V O c, 2I� 4I� -V M-3x4 y y y 1-08 2-00 1-03-11 (PROVIDE FULL BEARING:Jts:2.4"3j JOB NAME: POLYGON 3-D NH - SJ1 <0 �o PRo,�ess Scale: 0.7307 44.5 ' -`17/5//r 'tA/5// / WARNINGS: GENERAL NOTES,unless otherwise noted: tV `Illy/)✓ l'y '�-7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. -92 e.P E r' Truss: SJ 1 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 .+^ „00,,,,„000:,„..- Truss: �rma� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ta'o.c.respectively unless braced throughout their length by } 4 � DATE: 9/5/2014 the overall structure is the responsibilityof the designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). ✓"��. �"" building 9 3.2x Impact bridging or lateral bracing where shown++ SC SEQ. : 60511984.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilityof the respective contractor. OREGON fasteners are complete and at no time should any loads greater 5.Design assumes trusses are to be used in a non-corrosive environment, 40 , design loads be appied to any component. and are for"dry condition"of use. *':../ 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 '.0'74' 14 20 �'� fabrication,handing,shipment and installation of components. necessary. ,r 6.This design is famished subject to the imitations set forth by7.Design assumes adequate drainage is provided. ({Ij t� ` - I VIII(VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located an both faces of truss and placed so their center !1 4 TPINYTCA In BCSI,copies of which will be famished upon request. lines coincide with joint center fines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIA((((( 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-74) 28 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLD BOTTOM CHORD10.0 PSF 7.0) ON TOM CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 20.0" 0.0' TOTAL LOAD DL ON = 0'- 0.0" -91/ 441V -12/ 79H 5.50" 0.71 KDDF ( 625) = 4 42.0 PSF 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,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 Deign checked for netts ) upl ft at 24 "50 soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL MAX BC PANEL ELL DEFL = 0.009" @ 1'- 7.6".0" Allowed = 0.129" 12Allowed . 0.222" MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0" Allowed = 0.172" 6.00 E . 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 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph! h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Relights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, r Truss designed for wind loads in the plane of the truss only. 0 in N O N r/_ O� 2 4�� M-3x4 y y y 1-08 3-06 (PROVIDE FULL BEARING•Jts:2.4.31 �C4`��'q:P R ape s JOB NAME: POLYGON 3-D NH - P1 Scale: 0.7235 \cod .t.triNl / WARNINGS: GENERAL NOTES,unless otherwise noted: (, 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 4: ~92 0•P E r Truss: P1 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 bract to insure stability during construction olie 2.Design assumes the top and bottom chords to be laterally braced at � r po ry n8 2'o.c.and et 10'o.c.reapectively unless braced throughout their length by a'� e r 4I"'"•' 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++ OREGON �f, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. W SEQ. : 6051197 fasteners are complete and at no time should any loads greater than a.Design assumes trusses are to be used in a non-corrosive environment, yam© 1. 2�\ design beds be applied to any component. and are for"dry condition"of use. F 'f[� 8.Design assumes full bearing at all supports shown.Shim or wedge if 11/1 A TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. � ,fl S✓ 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 s coincide vrith joint center lines. 1111111111111111111111 M7e USA,lnc./CompuTfus TPI/WTCA in BCSI,copies of iSoftware 7.6 6(1 L)E ch will be furnished upon request. hes. 10 Digits sciconnectoroplate 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 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2.6=(0) 0 BC: 2x4 KDDF 818BTR SPACED 24.0" 0.C. 2.3= -4121 382 TC LATERAL SUPPORT <= 12"OC. UON. 3-4= -193 141 BC LATERAL SUPPORT <= 12"OC. VON. LOADING 4.5= -55) 30 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA plate prefix LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C Connector8,CN18 (or no prefix) =designators:CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 23/ 376V 134/ 357H 5.50' 0.60 KDDF ( 625` 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" -261/ 380V 0/ OH 1.50" 0.49 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -138/ 195V 0/ OH 1.50" 0.25 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. (GOND. 2: Design checked for net(�p�f) uplift ^t 24 "o acinc s-- -/ 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" 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" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting I 10.00 system and components and cladding criteria: Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I co load duration factor=l.6 o Truss designed for wind loads in the plane of the truss only. N O 01 @ • 0 01 0 1 6._. M-3x4 A-- , J- ,k y 1-00 6-00 6-00 IPRDVIDE FULL BEARING'Jts'2 6 3 4 51 JOB NAME: POLYGON 3-D NH - J10 Scale: 0.3223 '�`` yyO(��+j[PRO�fis's�, WARNINGS: GENERAL NOTES,unless otherwise noted: w4 f/�/a!/� �.,� 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual 4' .9211.P E Crt Truss: J 1 0 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: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). r�mrr - 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' y 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ',+• SEQ. : 6051196 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, 47 11/ TRANS I D: 407533 design loads hasbe applied to avy ec and assut 8.Design assumand are for es full dbeedn ofition" at all supports ^�� 5.CompuTrus no control over and assumes no responsibilityfor the gg shown.Shim or wedge If Q Y 1 A fabrication,handling,shipment and installation of components. necessary. 4� ` '3 f' 6.This design Is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. �y t i 4 V 111110111111111111111 V 8.Plates shall located on both faces of truss,and placed so their center V 4 TPIMIfCA In BCSI,copies of which will be famished upon request lines coincide with Joint center foes. MiTek USA,Inc./CompUTrus Software 7.6.6(1 L)-E 190.For its basiciconnectorate slze opflatete design ves. alues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 711&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2-6=(0) 0 BC: 2x4 KDDF 771&BTR SPACED 24.0" O.C. 2-3= -371 304 3.4= -145 57 0 LOADING 4-5= 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0 +DL 7.0 ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. ) ) L ON BOTTOM CHORD = 10.0 PSF 4 OVERHANGS: 12.0' 9.6" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 332H 5.50' 0.60 KDDF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDOF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -131/ 196V 0/ OH 1.50" 0.25 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -V VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.001" @ 10'- 9.6' Allowed = 0.080" MAX TL CREEP DEFL = -0.001" @ 10'- 9.6" Allowed = 0.107' it 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' 12NOTE:Design assumes moisture content does 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=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 a, ;I v Truss designed for wind loads o in the plane of the truss only. N m O C cM .ti. KAIIMIIMIIMMIMIMIMIIIMIIMIIIIMI 6w=m -/ 8 M-3x4 y 1, 1, 1, 1-00 6-00 4-09-10 (PROVIDE FULL BEARING:Jts:2,6.3.41 �.1t,0 PR 04''�S JOB NAME: POLYGON 3-D NH - J9 Scale: 0.3563 X15/1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 . !( R E r 1.Builder and erection contractor should ba advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J 9and 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. 'I- x, 3.Additional temporary bracingto Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ry ty 2'o.c.and at 10'o.c.respeNvety unless braced throughout their length by .1r " , �A '` 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 responsibifty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 QRECi(�N � 4.No bad should be eppied to any component until after all bracing and 4.Installation of truss is the responsibibty of the respective contractor. SEQ. : 6051195 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, , 2�� design bads be applied to any component, and are for"dry condition"of use. 6 14,. Q. 8 Design assumes full bearing u all supports shown.Shim or wedge if p !S. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. �! R F 11..x- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is fumished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111 TPI k U A in BCSI,copies of which will be famished upon request. 9.Digits Indicate withnes coincide ijoint ttiate 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) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.3" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOADDURATION INCREASE = 1.15 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 1.2=( 0) 72 2-5=(0) 0 2.3=(-320 288 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=(-103 46 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: LL =25 PSF Ground Snow P 0'- 0.0' -23/ 376V -107/ 285H 5.50" 0.60 KDDF ( 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ( 9) 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) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9 7.3' -54/ 78V 0/ OH 1.50" 0.12 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP CDND 2• Design checke_ d for nit( �pcf)�Dlift at 24 icing 1 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" �( 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 12 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 m ht h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0) load duration factor=l.6, .4- - Truss designed for wind loads oin the plane of the truss only. v 0.1 0 0 a) Cr, r,- O� 0 1 5 r=te -V M-3x4 y y ), ), 1-00 6-00 3-07-04 (PROVIDE FU B AKIN •Jts•2 5 3 41 JOB NAME : POLYGON 3-D NH - J8 . PR 04 Scale: 0.3820 CI '76//Cr_ s/' WARNINGS: GENERAL NOTES,unless otherwise noted: CI JJ/Jr�1/jy 0 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual t,w;' ±92 i/r E 1"+ Truss: J8 and Warnings before construction commences. building component.ApplicaNliry of design parameters and proper LL 2.2x4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ".o Po n1' 9 9 3.2x Impact bridging or lateral bracing where shown++ CC" 4.No bad should be applied to any component until after all bracing and 4.installation of truss is the responsibity of the respective contractor. OREGON.110 S EQ. : 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, fTL f_ � t TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. r7 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 /^ "' 14 20 A^�" fabrication,handling,shipment and installation of components. necessary. V �`- 6.This design Is furnished subject to the Imitations set forth 7•Design assumes adequate drainage is provided. � R I` A T" I IIIIII VIII VIII 11111 VIII VIII VIII Ill Ill TPI/WI'CA in BCS(,copies of which will be furnished upon request. 8 Ines coincide with Joint center Coos$of truss,and placed so their center L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For9. basic connectoits Indicate size rplf atetdesi n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 ) This design prepared from computer input by 111111111This LUMBER-BC TRUSS SPAN 8'- 4.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 TC: 2x4 KDDF Al&BTA LOAD SPACED 24.0" O.C. 3.4=(-290) 238 BC: 2x4 KDDF 81&BTR 2-3=( 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 L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -241 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:=Com5'- 11.2' -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625 C M,M2OHS ,CNHS (16 = MiTek prefix) =riesuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.8' -15/ 23V 0/ OH 1.50" 0.04 KDDF ( 625 M,M20HS,M18HS,M16 = MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. IG06D 2 D831gn rharked for nett 5 p,f)�n�ift at 24 "oc soacina.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -/ MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed= 0.100" /- MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.119' @ 2'- 11.7" Allowed= 0.481" fr MAX TC PANEL TL DEFL = 0.105" @ 2'- 11.7' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.1" MAX HORIZ. TL DEFL = -0.003" @ 8'- 4.1" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. I �( Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, Truss designed for wind loads a) c in the plane of the truss only. 0 o 1..•0c CO CO Ci',- 5�i CD M-3x4 y ), ) * 1-00 6-00 2-04-13 PROVIDE FULL BEARING:Jts:2,50,4I 0cO PRO/ JOB NAME: POLYGON 3-D NH - J7 Scale: 0.4230 X92$ 51 'Q�q WARNINGS: GENERAL NOTES,unless otherwise noted: 1,i~' !7� P f" 1.Builder and erection contractor should be advised of all General Notes 1'This building component.ApIs plicabilitylynthe efparaigeters shown anddIs for propern individual Truss: J7 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 construction2 o.c.and et 10'o.c.respectivey unless braced throughout their length by .�`ram. . 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++ OREGON (i 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. 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, j. 4t 2�� and are for"dry condition"of use. 6, Y 1.4 V` . design loads be applied to any component 6.Design assumes full bearing at at supports shown.Shim or wedge if [� TRANS I D: 407533 5.CompuTrus has no wntrol over and assumes no responsibility for the ne as. t R t t 1 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111 TPINVECA in nci copies rwhich will furnisheduponL)-E request. 9.IPer indicate withines coincide ijointtice cin enter values p MITekUSA,IBCSI,cfnpsofw Software furnished 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This designIFICLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #if.BTR SPACED 24.0" O.C. 1.2= 0 72 2-5=(0) 0 2-3+2181 193 IC LATERAL SUPPORT <= 12"0C, UON. LOADING 3.4= -113 63 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0' 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) Connector plate (or no prefix) =CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 12.4' -240/ 394V 0/ OH 1.50" 0.50 KDDF 625 REQUIREMENTS OF IBC 2012 AND INC 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 ICON. D._ Design checked for net( pgf) up ift at 4 "o paC�n_•) 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 = 0.075" @ 2'- 9.2" Allowed = 0.481° �) MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9° Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2' 12 MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2' 10.00 V �) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dcr), rn load duration factor=1.6 o � Truss designed for wind loads in the plane of the truss only. N co F- M � M-3x4 1-00 6-00 1-02-07 LPROVID FI B ARIN"'Jto:2 5 3 4I JOB NAME: POLYGON 3-D NH - J6 t,.0) PaoxFs Scale: o.a67s sj f llyyN f'yzt_ WARNINGS: GENERAL NOTES,unless otherwise noted: <ti VTil 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 [',C• . 0 p Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 920f G 2.2x4 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the building designer. DES. BY E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 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 sheathing(TC)and/or drywall BC. „,,,•4•18P, Po ty 9 3.2x Impact bridging or lateral bradng required where shown++ C, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the esponsibihty of the respective contractor. OREGON SEQ. : 6051192 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, �'L- 6_ TRANS I D: 407533 design Mads be appNed to any component, and are for"dry condition"of use. [ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Nil bearing at all supports shown.Shim or wedge if /O -7 1 2,�� ^C` fabrication,handling,shipment and installation of components. necessary. �� 6.This design is furnished subject to the limitations set forth by7.Designlates shall assumes locatadeqed on botdrah lace is provided. �^"r'1 `S ` I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WrCA in BCSI,copies of which will be fumished upon request 8.lines coincidewithjoint center Nnes$of buss,and placed so their center C u MITek USA,Inc./Com uTrus Software 7.6.6(1 L)-E nches. 10.orr9. ibasits c connectocate size r plf ate desilate in gn n values see ESR-1311,ESR-1988 P g (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 111 III IIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1-2=( 0) 72 2.4=(0) 0 2.3=(-138) 116 SPACED 24.0" O.C. BC: 2x4 KDDF Al&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 SQ.IN, SPECIES OVERHANGS: 12.0' 0.0" DL ON BOTTOM CHORD .• 10.0 PSF 0'- 0.0' -34/ 403V -66/ 185H 5.50" 0.65 KDQF ( 625 TOTAL LOAD = 42.0 PSF 5,- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' -106/ 169V 0/ OH 1.50" 0.27 KDDF 625 C,CN,C18,CN18 (or no prefix series= CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design me peg for net( , f1 uo�ift at 24 "ac �gacing I M,M20HS,M18HS,M16 = MiTek M REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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' 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 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht 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�, M Truss designed for wind loads in the plane of the truss only. v 0 rn o `n N O CD co O,,-- 4 002-0O M-3x4 /- ; ), J, 1-00 6-00 IPROVIDE FULL BEARING' ts' 4.31 _,t,o PROFe JOB NAME: POLYGON 3-D NH - J5 Scale: 0.5235 w� � n-NrkiN%1 ° WARNINGS: GENERAL NOTES,unless otherwise noted: !a *P E r 1.builder and erection contractor should be advised of all General Notes 1.This building component is based onlyAppupon theoparametersshown and and for an Individual Truss: J5 and Warnings before construction commences. incorporation of component is the f design parameters 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.end 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 dein len(ac). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ Qf3ECiC}N �(V �1 4.No bad should be appeed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051191 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, i..h � 14 2�\ S. and are for"dry condition"of use. V �{�,r design bads a ,, con to anycomponentand assn 6.Design assumes full bearing at all supports shown.Shim or wedge if `- TRANS ID: 407533 S.Comptladsbeing,sioanycodonentsnatcomonentsforthe necessary. M�i4to \ fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage is provided. S TPI/WTCAis design lis furnished subject ies of which will'beafurn furnished request. 6 Plates shall be locatedith jointcenterfinon both es. of truss,and placed so their center IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII MiTek USA,ISC./CompsTf which Software rnishe1L)-E O.Perbaiscconnectorplate design values see ESR-1311,ESR-7889(MITek) EXPIRES:12/3112015 I110I0101111 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 H18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2.3=(-109) 96 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 BAG 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/ 149V 0/ OH 1.50' 0.24 KOBE 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 8'• 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF 625` M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND 2 Design checked for net(.5pof) uplift at 24 ori Spec ng.l 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 EP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" 4-09-10 MAX TL CREEP DEFL = 0.000" @ 0'. 0.0" Allowed = 0.049' l' "I 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. TL DEFL = -0.001" @ 4'- 8.9' 10,00 V IA NOTE:Design assumes moisture content does not exceed 19`k 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), c•-) load duration factor=l.6 Truss designed for wind loads 0 o in the plane of the truss only. cr cM O iO M V O o� 0� !4 -/ 1 M-3x4 A- 1-00 [PROVIDE F BARING ts• ,1 41 6-00 JOB NAME: POLYGON 3-D NH - J4 � � pRFfi Scale: 0.5446 \sj��Cr‘‘.7/5//r �/° WARNINGS: GENERAL NOTES,unless otherwise noted: �� .Sr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Q'• •92•i P(.- 1"-r Truss J4 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � � DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywaa(BC). A,/ryrrr _ Ima" Po dY 9 3.20 Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. t, SEQ. : 6051190 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "9 OREGON 44/4.. design loads bee lied to anycomponent and are for"dry condition"of use. �h� TRANS I D: 407533 5.CompuTrus has no control ovr and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /') -/k 14 2.0 1��- fabdcation,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth by7.Designlaenassumes adequate onne bothtdrainage isprovided.truss, a Mcg y�{ 111101 VIII 1111110111111111111110 III VIII VIII VIII VIII IIII IIII 8.Plates shall be located faces of truss and placed so their center L TPINVTCA in SCSI,copies of which will be famished upon request. 9.Digits Indcate size MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint ppt center fines, 10.For basiciplate connector designg values see ESR-1311,ESR-1986 P (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11111111 PACIFIC LUMBER-BC LOAD TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-83) 76 BC: 2x4 KDDF N1&BTR IC LATERAL SUPPORT <= 12°0C. UON. LOADING BEARING MAX VERT MAX HORZ BAG 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0' -28/ 336V -40/ 123H 5.50" 0.54 KDDF ( 625 3'- 6.5' -126/ 129V 0/ OH 1.50" 0.21 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 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 M,M2OHS,M18HS,ld16 = MiTek MT series LIMIIEDMSTOS OF IOE 22 AND IAC E012 NOT SPITG MET. ICOND. 2: Design checked for net(-5 psfi uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 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 = 0.097" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.129" 3-07-04 MAXI' 1 TC PANEL LL DEFL = 0.018• @ 1'- 12.0" Allowed = 0.273" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4' Allowed= 0.339" 12 -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.5" f 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.� Truss designed for wind loads v in the plane of the truss only. 0 o co cm O sr co id- IFIA1111111111111111111111111111111111111111111111111 oA �4 -/O M-3x4 A J, yy 1-00 PROVIDE FULL BEARING;Jts:2,3,4[ 6-00 0D PRO# JOB NAME: POLYGON 3-D NH - J3 Scale: 0.6005 Ipo(]4851 J 44�17c` `dye WARNINGS: GENERAL NOTES,unless otherwise noted: t !✓/•`P G' 1-� r� 1.Builder and erection contractor should be advised of all General Notes 1.This building designcoIs based Applicabilitylyon the efparaigeters shown and ands properrn individual Truss" J3 and Warnings before construction commences, incorporation of component Is the responsibility of the building designer. • 2.2z4 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 p•o.c.and et 10'o.c.respectively unless braced throughout their length by ,f', rr , 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. 3.2o Impact bridging or lateral bracing required where shown++ QR EGON b ('C 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �}_ SEQ• : 6051189 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ereto be used in a non-corrosive environment, ,. '4, �Q\ and ere for"dry condition"of use. V � 1 4 111+, design loads be'tippled to any component. G.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.. t FI R'`„�. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center Ines. I VIII(VIII VIII VIII VIII VIII VIII(III(IIICA In BCI,copies of whch will be furnished upon M Tek USA,Incs/CompuTrws(Software 7.6.6(1 L)-E request. 10.Dcate size'Oiate In inches. og beslciconnector plate design values see ESR-1311,ESR-1988(MiTek) 9. EXPIRES:12/31/2015 100111010/ This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N188TR SPACED 24.0" O.C. 2-3=(-61) 58 IC 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 BAG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'• 0.0' -41/ 304V -28/ 92H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: 2'- 4.1' -125/ 112V 0/ OH 1.50" 0.18 KDD ( 625) C, CN,C18,CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF625)= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND 2 Design checked for net( psfj�nlift at 24 "oc spa 'nc I BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180` AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed 0.133" 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" I 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 2 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 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8 co Truss designed for wind loads in the plane of the truss only. rn v 0 0 N N O CO 1-7/- V BALIMINIMMINIMMIMIMINIMMIO O� 11.4 -/ M-3x4 A- 1 1 y 1-00 •:6 r , • 6-00 JOB NAME: POLYGON 3-D NH - J2 ,c0\>va PRUF4- Scale: 0.6505 c`- '-'7/5/11'Y (N'/1/}„ �{a WARNINGS: GENERAL NOTES,unless otherwise noted: kir ry ✓✓[ /cy--y �,3y 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' 72//P G 1f Truss: J2 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 � ��► DATE: 9/5/2014 the overall structure is the res nab Po of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). .+r' 'fir .iav Po t1' g 3.2x Impact bridging or lateral bracing where shown++ w 4.No load should be applata ed to any component until after all bracing and 4.Installation of truss is the are responsibility of the respective contractor. SEQ. : 6051 188 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, I- A_QRGON�b' to TRANS ID 407533 design loads be applied to any component and are for"dry condition"of use. �y Fl : 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 L/ }' 1 4 ,� A- fabrication,handing,shipment and Installation of components. necessary. `- 8.This design is furnished subject to the Irritations set forth 7.DesignPlates shall assumes on both drainage is provtruss,ided. a. fC` y i ‘...C'' 11111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. 8. necoincide joint center lines.faces9. of and placed so their center 4 L• MiTek USA,Inc./CompuTrus pUTru3 S01twgre 7.6.6(1 L)-E 10.Foits r basicicate size connector plf atete In Inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This IFdICesLUMBign pErepaR-BCred from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/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" 0.0. 2-3=(-68) 88 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -110/ 304V -15/ 62H 5.50" 0.49 KDDF ( 625 1'- 1.7' -64/ 126V 0/ 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,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC060 2 Des gn checked for nett g�fl up ift at 24 "oc spacing I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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 TO 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' 1-02.07 '' MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.7' MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.7" 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. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 S- Truss designed for wind loads in the plane of the truss only. 0 1- NI- 0 0) o 2f- CM 01 0 A- -, ►.14 M-3x4 ), J, 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 6-00 00 PR OPe JOB NAME: POLYGON 3-D NH - J1 Scale: 0.6702 t+r �1p i0*� WARNINGS: GENERAL NOTES,unless otherwise noted: c_�].... SPE 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 �` .7G. f(-C- r- Truss: J1 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 atr 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _..? wow w DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). �"" DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ OREGON /, 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "}r fasteners are complete and at no time should anyloads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4, 'y �� SEO. : 6051187 and are for"dry condition"of use. h 2. ��± design loads be noopcon to anyeand componentu6.Design assumes full bearing at all supports shown.Shim or wedge if /V Y 1 4 TRANS I D: 407533 5.CompuTms has control over and assumes no responsibility for the necessary. ilfV tr^� t` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R flit.\- 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 ch will be furnished upon III VIII VIII VIII 1101 VIII HI IIIb MTe SAnlnc/COrt puTfusBCSI,copies of 'SOftware 7.6.6(1 L)E request. lines coincide with joint center tines. O.FDigits late in inches. r basic iconnector cate size oplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11100101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WAIDDF/Cq=1.00 TC: 2x4 KDDF M18BTR ( 0 LOAD DURATION INCREASE = 1.15 1.2= 168 7-6= 0 18 BC: 2x4 KDDF M1&BTR ) 72 2.7=(-102) WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=(-304) 55 6.8=(-132) 215 6.3=( OI 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 SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) O'- 0.0" 34/ 340V 81/ 282H 5.50' 0.54 KDDF ( 625) Connect8,CN18 (or no prefix) = CompuTrus, Inc 5'- 7.5" 0/ 136V 0/ OH 5.50" 0.22 KDDF 625)= MiTek series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7° -318/ 497V 0/ OH 1.50" 0.64 KDDF ) 625` REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc ;pacing. 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' MAX HORIZ. LL DEFL = 0.008" @ 5'- 7.5" 5 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00V Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 0 load duration'factor=1., at.2, Exp.B, MWFRS(D3r), o Truss designed for wind loads in the plane of the truss only. Lc) 0 N Co O 01) M-4x6 CO ,- AONI Ill ill i'll N 7 4 O M-1°5x3 M-3x4 M-3x4 y y y 2-03-12 3-08-04 .- ), i' y 1-00, 2-05-08 5-11 �, y 6-00 2-04-08 'PROVIDE FULL BEARING;Jts:2.8,41 PRJOB NAME: POLYGON 3-D NH - CJ7 �p ,„, Scale: 0.3175 „Fp� � �l� WARNINGS: GENERAL NOTES,unless otherwise noted: ti,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 C . T920.PE p- Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang 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 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 .araaa� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " 'r, ,ar • "" DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fi CC. SC/1 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. n t,.; E Q. : 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, }�. A_OREGON ^V TRANS; I D: 407533 design loads be applied to any component. and are for"dry condition"of use. 1/�''7�i 4 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If C,/ '7 1 4 2-°\0.4k. fabrication,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth 7.Design assumes adequate drainage is provided. �` 1101101111111111111 Vby 8.Plates shall be located on both faces of truss,and placed so their center C t+ TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.9.Digits basiindicate coonneectorf plate desi nn values see ESR-1311,ESR-1988 Pie g (MiTek) EXPIRES:12/31/2015 I (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF N1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-115) 173 7-6=( 0 18 BC: 2x4 KDDF 81&BTA SPACED 24.0" O.C. 2.3=(-257) 55 6.8=(-150) 223 6.3= 0 51 3-4=(-177) 84 3-8=(-248 167 WEBS: 2x4 KDDF STAND LOADING 4-5=( -85) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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 AEOUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (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 KDOF ( 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,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND 2 Design checked for net)-5 oaf) uplift at 24 "oc s acg ing I BOTTOM CHORD CHECKED FOR DOPSF 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% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 V �i( Wind: 140 mphi h=22.2ft, TCDL=4.2,8CDL=6.0, ASCE 7-10d (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Z; Truss designed for wind loads in the plane of the truss only. N M-4x6 0 r ( el A00110 � M-1.5x3 "' Mi3x4 c M 3x4 M-3x4 s- / y / 2-03-12 3-08-04 ,i / ), 1, 1-00 (, 2-05-08 4-08-09 , > 6-00 1-02-01 :PROVIDE FULL BEARING:Jts:2.8.4( ,O PRopE. JOB NAME: POLYGON 3-D NH - CJ6 Scale: 0.3552 CI�5 - o IP WARNINGS: GENERAL NOTES,unless otherwise noted: (� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '= 'g2t PE 1- Truss: Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / .r�II� 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be lateral braced at /ma""' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '0 DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or deir len BC). ! " DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ OREGON �+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. : 6051185 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, j.. ,q ��w A design loads be applied to any component. and are far"dry condition"g use 14 ts. 6.Design assumes full bearing at all supports shown.Shim or wedge if ,)I !i TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFS L`I VV 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 11111111111111111 TPIANfCA in nc.I copies rfs which wit furnished uponL)-E request. 9.IFois csize of joint latein center Inches. q 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 1100101111 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 #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF #18BTR SPACED 24,0" O.C. 2.3=(-257) 55 5.7=(-195) 225 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -88) 66 3.7=(-250) 217 TC LATERAL SUPPORT <= 12'OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12,0' 0,0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 7,5" -21/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) (or no prefix) = CompuTrus, Inc 5'- 11.7" -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,CI8,CNIA M,M20HS,M18HS, or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc snacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" 5-11-11 MAX HORIZ. LL DEFL = -0.010' @ 5'- 7.5' T MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does I not exceed 19's at time of manufacture. 12e Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. M-4x6 0 N ??AA 4 cp lAi o ����I M-3x4 ' 7 _� N 6 o M-1.5x3 o O M-3x4 M-3x4 y y y 2-03-12 3-08-04 (PROVIDE FULL BEARING;Jts:2,7,41 y )• y J' 1-00 , 2-05-08 3-06-08 y 6-00 JOB NAME: POLYGON 3-D NH - CJ5 (,,.. paoF-s Scale: 0,420, �5 INyryy�`j �/° WARNINGS: GENERAL NOTES,unless otherwise noted fL /j�,.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 Q' .921/P E `-" Truss: CJ 5 end 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 et DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such es unless braced throughout their length by �rair DATE: 9/5/2014 the overall structure is the responsibilityof the buildingdesigner. 2 continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). ,/,mA9n , Sa""` 9 3.Zi Impact bridging or lateral bracing required where shown++ 0 ,yy,- 4.No load should be applied to any component until after e8 bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `c SEQ. : 6051184 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, I'y \� w TRANS I D: 407533 Co designbads be applied to avec and assut e.andDesign are for assumes fug bearing on"of at as supportsd 1 - 5.Com u7rus has no control over and assumes no responsibilityfor theg shown.Shim or wedge if dee .41) 1 4 Q 4 fabrication,handling,shipment and installation of components. necessary. 5.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. R n ` { 1111111111111111111 by 8.Plates shag be located on both faces of truss,and placed so their center 4 t. TPINYfCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center goes. 9.Digits MiTek USA,InC./COnlpuTrus Software+7.6.6(1 L)-E 10.For basic connector onnecto cate size 01 ate desilate in gn n values see ESR-1311,ESR-1988 Tek W 9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 111111111This 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= -95) 130 6.5=( 0) 18 BC: 2x4 KDDF #1&BTRlANDR SPACED 24.0' 0.C. 2-3=)-215) 36 5.7=3 1.123) 167 5. 3= 0) 51 BC: 2x4 KDDF .4= 59) 46 3-7.(-185) 137 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = BEARING MAX VERT MAX HORZ BAG REOUTAED BRG AREA 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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) 6'• 0.0" -2/ 116V 0/ OH 5.50" 0.19 KDDF ( 625) Connector plate prefix designators:= Co M,M2OHS,MI8HS (or no prefix)MiTek = riesuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE 2 NOT BEINIAL 'COND. 2: Design checked for nett-5 osfl uplift at 24 "oc spacing.[ M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.211" 4-09-10 MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed= 0.281" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed= 0.049" /12A0 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" MAX HOER. TL DEFL = 0.007' @ 5'• 7.5' NOTE:Design assumes moisture content does not exceed 1915 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. c, Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6M Truss dppsigned for wind loads oin the lane of the truss only. CdOUcn III r�- M-1.5x3 .f-O 1, y 1' 2-03-12 3-08-04 y y y 1, 1.00 y 2-05-08 3 O6 08 y [PROVIDE FULL BEARING'Uts:2.4.7 6-00 0.0) P R(1pt JOB NAME: POLYGON 3-D NH - CJ4 Scale: 0.5138 ,st.- ss `4. WARNINGS: GENERAL NOTES,unlessupon otherwise noted: 4C' !✓ PE i' 1.Builder and erection contractor should be advised of all General Notes 1.This cois based mponent. icatlity ofhe pdesign tersparameters wn and a di pros per an individual Truss: CJ 4 and Warnings before construction commences. incorporation Applicabilityj.Ailrief of component is the responsibility of the building designer. 2.204 ccompression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �r ' 3.Additional temporary bracing to insure stability during construction2'o.c.and at 15'o.c.respectively unless braced throughout their length by �„/'" r, 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.ffi Impact bridging or lateral bracing required where shown++ a OREGON `W 4.No load should be applied to any component until after all bracing and 4.5.Desi liation of n assumes sisses ere s the to be used ethe a nonc0 rr osive a vironment, L'� v 1 4 '�\ ,.i.. S E Q. : 6051183 fasteners are complete and at no time shouts any loads greater than and ere for"dry condftlon"of use. P design loads be applied to any component. 6.Design assumes fun bearing at all supports shown.Shim or wedge if //[ b 1 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessa t tl n 11 1 k fel, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R 6.This design In furnished BCS[,copiesbof which will befurnishedforth upo a quest. 8. nePlatesshall be coincide with jointf centereon nteth r Ynesg of truss,and placed so their center I 1111 El 111111111111111111 IN I�11 I ftMiTek USA,InC./CompUTfwS Software 7.6.6(1 L)_E 10 Digits Indicate onnectorplatete in inches. design values see ESR-1311,ESR-1988(MiTek) 9. 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#1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2.6=(-53) 90 6.5=( 0 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=I-172 21 5- 7=(-70) 116 5-3=( 0I 51 WEBS: 2x4 KDDF STAND 3-4= -25) 34 3-7.(-128 78 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -40/ 344V -41/ 123H 5.50" 0.55 KDDF ( 625) LL =25 PSF Ground Snow (Pg) 3'- 6.5' -99/ 70V 0/ OH 1.50" 0.11 KDOF 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18 CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' 3-07-04 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" I I 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 TO PANEL LL DEFL = 0.005° @ 1'- 1.1' Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009' @ 3'- 7.4" Allowed = 0.186" /- 10.00 V -/ MAX HORIZ. LL DEFL = -0.004' @ 5'- 7.5' MAX HORIZ. TL DEFL = 0.005' @ 5'- 7.5' I M-4x6 �) 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. Wind: 140 mph! h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1,6, Truss designed for wind loads c'.1 in the plane of the truss only. .4 co Allima, f -/ 7 4 IMINIMIKEN o M-1.5x3 o l."- -41 Nf-3x4 8 M-3x4 M-3x4 /- ), y „J- 2-03-12 2-03-12 3-08-04 ,/ y ) ) 1-00 , 2-05-08 3-06-08 y )PROVIDE FI B ARIN•• ts• 4 7( 6-00 JOB NAME: POLYGON 3-D NH - CJ3 Scale: 0.5755 `�� �a pt.VN ���/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44../C1 //5//T „� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (t !C92"p CL. (•^ Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atIle 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 4� DATE: 9/5/2014 the overall structure is the responsibilityof the designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). + "S�w! •firPI building 9 3.2x Impact bridging or lateral bracing where shown*+ 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. 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 noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. ,e� N TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 2Q "�^• fabrication,handling,shipment and installation of components. Dnesign assessary. ��n`L �y�+ 6.This design is furnished subject to the limitations set forth by7.Plates assumes caeduon ne drainage is provisa. rt 4 V TPI/WfCA in BCSI,copies of which will be furnished upon request. 6 Plates coincide with joint shall be pceboth ter lfaess of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.0.FFor basic icconnecto rplate tdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-29) 500 6-5=( 0) 14 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-119) 0 6.7=( 0)0 5.3= 0) 52 3-4=( -24 30 5.8=(-42 69 3-8.(-71) 43 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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) Connector plate prefix designators: 6'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,CI8,CN18 (or no prefix)) = Co CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc sDacing•I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 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" T 2-04-13 T MAX HORIZ. LL DEFL = -0.002" @ 5'- 3.8" MAX HORIZ. TL DEFL = 0.002" @ 5'- 3.8" 12 NOTnotEexceednlOtssates timelofuremacontent ncturedoes 10.00 V Design conforms to main win dforce-resisting -/ system and components and cladding criteria. Wind. 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. at o �t M / 'O _ in o� o M 3x4 o7 0 y y y 1-03-12 4-08-04 y 1, )' i' 1-00 1-05-08 4-06-08 1- 1, y y 2-05-081-00 3-06-08 I I 6-00 (PROVIDE FULL BEARING:Jts:2.4.8( ,to PR 04 JOB NAME: POLYGON 3-D NH - CJ2 sale: G.4656 �� Si GENERAL NOTES,unless otherwise noted: v /1 v� WARNINGS: p E �f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is tar an individual !9 ,r G r Truss: CJ 2 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 brad to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at pil ry er . 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by 1, DES. BY: EE is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). "'^' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* OREGON 1,4.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 ,y_ 1X ^V 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, L. "P1�1 20N ` design loads be applied to any component. end are for"dry condition"of use. ©. -T j t#. �^fi'. 6.Design assumes full bearing at all supports shown.Shim or wedge if t1 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. t- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. l 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I oincide with joint center lines. Ililll VIII VIII VIII VIII VIII VIII 1111 IIII MiTek SAnIncJCompuT s ISoftware I,copies of whch will be 0+7.6.6(1 L)-Eequest 9.10.Forlines ig basicicot ectorsize oplate design late In ves. alues see ESR-1311,ESR-1 988(MiTek) EXPIRE5:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.2" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 IC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1,15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 1.2= 0) 72 2-5=(0) 0 2-3=I-296) 256 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4= 94 67 BC LATERAL SUPPORT <= 12"OC. UON. 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 0'_ 0.0" -9/ 291V -82/ 221H 5.50" 0.47 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3.2" 0/ 290VV 0/ OH 5.50" 0.05 KDDF 625) M,M2OHS,M18HS, 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 5.2" -197/ 0/ OH 1.50" 0.37 KDDF 625 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 7'- 4.2" -72/ 110V 0/ OH 1.50" 0.18 KDDF 625` BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND 2 Design h k d far n t( �pgf)�plift at 24 oc s a inc I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.006" /11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" MAX TC PANEL LL DEFL = 0.006" @ 1'- 11.4' Allowed = 0.264" MAX BC PANEL TL DEFL = -0.006' @ 1'- 10.4" Allowed = 0.172' MAX HORIZ. LL DEFL = -0.003' @ 7'- 3.4' MAX HORIZ. TL DEFL = -0.003" @ 7'- 3.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. rWind: 140 m ht h=22.3ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, u; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=1.6, oTruss designed for wind loads in the plane of the truss only. r,o� PIAIMIMMINIMillo -/ 1 /- 1., /‘ ), J, 1-00 3-06 3-10-15 (PROVIDE FULL BEARING:Jts:2,5,3,4I JOB NAME: POLYGON 3-D NH - BJ4 � ` t0PR©p Scale: 0.4597 \cj• !) N /° WARNINGS: GENERAL NOTES,unless otherwise noted: (J v �/r 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 4= .A•f„p c + Truss: BJ 4 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: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.such tiv ly unless braced throughout their length by DATE: 9/5/2014 the overall structure Is the res oath R of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.a"r�lmrr ; 4,4110°. r it p° ry 9 3.2x Impact bridging or lateral bracing required where shown++ r1 SEQ. : 6 05117 9 4.fasteners arelompleteiand at no time should any loads any component until after all than bracing and 4.Installation of 5.Design assumes truis the sses ae be responsibilityeIn a non-corrosive of the environment,ective contractor. , A_OREGON N �j/ TRANS I D: 407533 design bads be applied to any omponent, and are for"dry condition"of use. �1 Tk 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 2.°� -tom.. fabrication,handing,shipment and installation of components. necessary. A��I fay, 6.This design is furnished subject to the imitations set forth by7.PPlates shall assumes adequateatedootfaces drainage is truss,a. '�/ n t +�j4 IIIIII VIII VIII VIII(IIII HE VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. 8.lines o ncidewith jointpcenterfapress of truss,and placed so their center r'7 r-5{1.• MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 10.Digits9. Trbasic onnecto rtlatetdesi e In nn values see ESR-1311,ESR-1986 P g (MiTek) EXPIRES:12/31/2015 This IFdesignICLUMB prER-eparedBC from computer input by IIIIIIIIIIIIII TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2.5=(0) 0 TC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 3-4=(--64 187 BC: 2x4 KDDF #18BTA 3-4=( 64) 38 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 MAN. (SPECIES) 0'- 0.0" -161 304V -66/ 185H 5.50" 0.49 KDDF 625 Connectorlate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2' 0/ 37V 0/ OH 5.50' 0.06 KDDF ( 625 p 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 15.2' -43/ 67V 0/ OH 1.50' 0.11 KDDF ( 625 M,M2GHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "ac spacing,) BOTTOM CHORD CHECKED FOR SPAC LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR NTLY. -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.7" Allowed= 0.264" /120 MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL TEFL = -0.002" @ 5'• 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. � Wind: 140 mpph h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10{ o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), oad duration factor=1.6in o Truss designed for wind loads in the plane of the truss only. oiON0(O Co o� -/0 f-- 1-00 3-06 2-05-11 (PROVIDE FULL BEARING•.Its: 5.3.41 R,cO PRQp, JOB NAME: POLYGON 3-D NH - BJ3 sa Scale: 0.5261 / ti w /511 4r, WARNINGS: GENERAL NOTES,unless otherwise noted •�' �'�7� t' 1.Builder and erection contractor should be advised of an General Notes 1.MN building comp is based Applicability efn the paralgeter shownand Is for an individual Truss BJ 3 and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. 2.214 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.respectively unless braced throughout their length by ...e nfillIPIr ��w DES. BY' EE is the responsibility tri the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). 110 CC DATE: 9/5/2014 the overaN structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -0 OREGON ;�(C/ C4.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 Q. : 60511 78 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4,, q 1 4 ��� . and are for"dry condition"of use. 0 design beds a applied con ro any r and assnt. 6.Design assumes full bearing at all supports shown.Shim or wedge if J�,��+. TRANS I D: 407533 5.CompuTrn,hes In,shipmentp)over and assumes no responsibility for the necessary. fr`I„5+ fabrication,handling, 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 VIIIIII VVIII IIII IIII TPI/WUCA In BCSI,copies of which will be furnished upon request. 9 togas indicate sl ejoint platecenter Inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES•.1'ZI31I2O1 111E1111 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2-5=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(.110 68 3.4= -34) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 5.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Conne0'- 0.0" -23/ 313V -43/ 139H 5.50" 0.50 KDDF 625 CnnctorCpa oof rdesiLL = 25 PSF Ground Snow (Pg) 3'- 3.2' 0/ 42V 0/ OH 5.50" 0.07 KDDF ) 625) ctor platef prefix designators: ( p ) = CompuTrus, Inc 3'- 6.0" -97/ 132V 0/ OH 1.50" 0.17 625)KDDF M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUR{IENTLY. 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 19th at time of manufacture. c Design conforms to main windforce-resisting system and components and cladding criteria. co cp o o Wind: 140 mphh=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to to load duration factor=l.6 Truss designed for wind loads V in the plane of the truss only. co/ oIFAIMIMIMIIMIIIIM o� 5►Z� -/ M-3x4 s- 1-00 3-06 0-05-11 (PROVIDE FULL BEARING;Jts:2,5,3I JOB NAME: POLYGON 3-D NH - BJ2 ',(<,, pRo,p ss Scale: 0.6557 51 {c7/5// 7 /QI' WARNINGS: GENERAL NOTES,unless otherwise noted: fL I✓✓✓ /7 -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 4 . a 92.•PE r Truss: BJ 2 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 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). �,.+ + Ir! DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr. 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. -�� OREGON fi TRANS I D: 407533 S E Q corrosive environment, 1h `V design loads be appled to any component. and are for"dry condition"of use. h 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim orwedge if deb q y 1 4 4S) t., fabrication,handing,shipment and Installation of components. necessary. �` y 11T 6.This design is furnished subject to the Imitations set forth by7.Designlatesassumeslocatedadequate otdrhi facesace Is provided.us,andS.+ VIII((II VIII VIII VIII VIII(III III III 9 1 8.Plates shall be on both es.oft truss, placed so their center TPI/WTCA in BCS(,copies of which wit be furnished upon request. lines coincide with joinf pt center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In Inches. 10.For9.Digitsindicate plate design values see ESR-1311,ESR-19118(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 72 2.4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2-3=(-68) 41 TC LATERAL SUPPORT <= 12°0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) OVERHANGS: 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 0/ 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(�p f8 1 Lglift at 24 "gc soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.053" 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 10.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. A- -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 a) Truss designed for wind loads O in the plane of the truss only. 0 O O N O cO N rte' 7 i O !� o� 00.--- 11 �4 M-3x4 A- y y y 1-00 3-06 (PROVIDE FULL BEARING;Jts:2.3.4J ii\ JOB NAME: POLYGON 3-D NH - BJ1 Scele: 0.6793 ��� �`yyoCw.�[�" ��6's WARNINGS: GENERAL NOTES,unless otherwise noted: s- - c- 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual 4 ' '»92 I P E { and Warnings before construction commences. building component. ability of design parameters and proper ,/ Truss: BJ 1incorporation of component is the responsibility of the building designer. 01 2.204 compression web bracing must be installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by I , DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 001.1. 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 bed should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. "� OREGON IG/ SEQ. : 6051176 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �.. �f A• design loads be applied to any component. and ere for"dry condruon"of use. '7 y 2„Q��-. 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 cJ r 1 4 fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. C R RIO- 6. I`„-6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center IIIIII VIII 11111 VIII VIII VIII VIII(III(III TPI/VVTCA in BCSI,copies of which MiTek USA,Inc./COfnpuT us Software 7.6.6(1 L)E request lines coincide joint 9.Digitsonnectorplate design values see ESR-1311,ESR-1968(MiTek) indicate size of late in inches. 10 Forbasic EXPIRES:12/31/2015 1111111111 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 I. 2=(-7762) 1944 1- 9=(-1274) 5136 9- 2=( -62) 384 6.13=(-936) 3872 2x6 KDDF #1&BTA 72 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 WEBS: 2x4 KDDF STAND; 3- 4=(-5874) 1532 10.11 = -2262) 8812 10- 3= ) -944) 3896 7-14=(- 62) 388 2x6 DF SS A LOADING 4- 5= -9094 2392 11.12= -2296 8954 10- 4= -3922 1070 LL = 25 PSF Ground Snow (Pg) 5- 6= -5874 1534 12-13= -2296 8954 4.11= -506 2412 TC UNIF LL( 50.0 +DL 14.0). 64.0 PLF 0'- 0.0' TO 3'- 6,0" V 6- 7= -7438 1918 13-14= -1272) 5122 11- 5= -42) 188 TC LATERAL SUPPORT <= 12'OC. UON. IC UNIF LL68.8)+DL( 19. )= 88. 0 PLF 3'- 6.0" TO 11'- 6.0" V 7- 8= -7762 1944 14- 8= -1274 5136 12- 5= 47211) 2314 BC LATERAL SUPPORT <= 12"OC. VON. IC 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 NOTE: 2x4 BRACING AT 24"OC UON. FOR 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 tltl((BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC TC CONC LL( 72.9)+DL( 20.4)= 93.3 LBS @ 13'-'- 6.0" LOCATIONS-'- 0.0" -1724/AC69 9V -56/ 56H H 5NS .50" 11.17ZE N KDDFP( 625 C625) 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. GOND. 2 Design checked far net( p f)splift at 4 'o tip Cann I M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=1/240,Allowed80 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.069" @ 8'- 11.7' = 0.704" oin together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.140" @ 8'- 11.7' Allowed = 0.939" ri nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, MAX HOAIZ. LL DEFL = 0.025' @ 14'- 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 esign assumes moisture content does not exceed 19% at time of manufacture. 3-05-11 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. T T .f T 93,30# T 493.30# T T Wind: 1140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12I load durAll ation factorsed8' 10, Cat.2, Exp.B, MWFRS(D>r), 00 V M-4x8 J 10.00 Truss designed for wind loads M-4x8 in the plane of the truss only. / M-3x6 M-3x10 4 5 40 T2 M-3x5 ® MEI 44 M-3x5 c, M M-5x10 NI M-5x10 7� i l l 1,1 //d i A �' o� �v� I v� tn� I I ins I I vL �� l % ,„ NI- 0 1 9 10 11 12 13 14 ' s.13 -.o M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 0 > y ), ), J, k ; y 1-08-12 1-04-03 3-01-02 2-09-10 2-11-06 1-04-03 1-08-12 y y 15-00 WEDGE REQUIRED AT HEEL(S). JOB NAME: POLYGON 3-D NH - B1 Scale: 0.3915 ��� �cD PROy�Fy,�pSdN WARNINGS: GENERAL NOTES,unless otherwise noted: CI 'C.7 / �"'„?. B1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual !92 e 0 PE 1--^ Truss: B 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 dudng construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). "ABP.- A a.� Po IdY 9 3.2z Impact bridging or lateral bracing where shown++ h. 4.No load should be applied to any component until after all bracingand 4.Install t•y Installation of truss Is the responsibility of the respective contractor. `,/ SEQ. : 6051175 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, q_OREGON N� TRANS I D: 407533 design bads be appbed to any component. 6.Dand are for esign assumes full beadn of ati supportsv1�i 1 5.CompuTrus has no control over and assumes no responsibility for the g g shown.Shim or wedge if - ) '0 1 4 2,Q �' fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the limitations set forth 7.Designlatesassumes adequateated both drainageciso provided.us •^`R ` 1111111 VIII VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall located on both feces of buss,and placed so their center C 4 TPIIWTCA in SCSI,copies of which will be famished upon request, lines coincide with Joint center Anes. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFor basiits c connector 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 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 84 2.16=(-2436) 8575 16- 3=( -542) 2221 23-13=1-319 231 TC: 2x6 OFKD F #1&; 2- 3= -9812) 2887 16-17.(-2167) 7520 3-17.(-1063) 208 13.24=) 0) 223 2x6 KDDF #18BTR T2, T3 3. 4=I.7287 2329 17.18=(-1995) 6479 17. 4=( 0) 363 BC: 2x4 KDDF StANDR LOADING WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6854 2395 18-19= -2441 7139 4.18= -425 213 2x6 KDDF #2 A TC UNIF Ll 50.0 +DL 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6= 0 0 19-20= -2574 7323 18- 5= -664 2126 TC UNIF LL( 100.0 +DL 28,0 - 128,0 PLF 10'- 0.0" TO 31'- 0.0" V 5- 7= -6121 2173 20.21= -2524 7176 18- 7= -1991 882 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.OI+DLI 14.0)= 64.0 PLF 31'- 0.0" TO 41'- 0,0" V 7- 8= -72451) 2658 21-22= -2819 7927 7-19= -577 1499 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 40,0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0' V 8- 9= -7905 2972 22-23= -2601) 7385 19- 8=( 0 250 9-10= -7425) 2780 23-24= -1850 5500 20- 8=(-1480) 846 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"0C UON. FOR TC CONC LL) 416.7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 11-12= 0 0 21- 9= -340 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13= -6210 2162 9-22= -648 299 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14= -6346 1980 22-10= -39 630 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14.15= 0) 84 10-23=(-2381) 1051 12.23=) -448) 1717 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series0'- 0.0" -1050/ 3527V -1171 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 osf) uplift at 24 "oc spacing.! 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" f 5.10-05 0-06 11 5-02-13 NOTE:Design assumes moisture content does '( 3-02 0 066 11 2 05-0f T ,r 1`f f f not exceed 19%at time of manufacture. 2-11 3-04 1-08-1 6-00-01 , 5-00-02 4-02-03 Design conforms to main windforce-resisting T T T T system and components and cladding criteriat. 9-10-08 9-10-08 Wind: 140 mphf h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 T 14533 3 # 1 533"30# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), AI-3x6 M-7x8(S) . load duration factor=1.6, 12 ) 12 Truss designed for wind loads M 5x12 Q 6.00 6.00 G". M1�65x16 M-7 8x8 9 0.25" M-3x8ttt 2 in the plane of the truss only. 19 K M-3x4 'C M•3x4 N 4 3 .- M-3x10 Z; c' M18HS-3x18 �• 4x12 4 � �a 17 1a as t:Ble^ s � t M18HS-7x14 M-3x4 M-4x8=M-10x10 20 21 �2 23 24 M-3x6+ M-3x4 0"25' M-4x10 M-1.5x3 M-3x6+M18HS-7x14 M18HS-7x14(S) 7x14(S) ..2.75 aa-2xwedge 2.75 0 12 12 ,, , -05-01, 3-04 3-05-12 2-08.12,2-00� 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 , y y1-089-05-08 9-06-08 2-00 27-00 ),1-08), 1-08 41-00 1-08 �> (1PR©i JOB NAME: POLYGON 3-D NH - A10 Scale: 0.1498 ti`�� �;(Natiq�, /O WARNINGS: GENERAL NOTES,unless otherwise noted: 4lC (n�rnf5//F�c- " 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual tt .7G,,1�E r Truss: Al 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component Is the responsibility of the building designee / 3.Additlonal temporarybract to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at nglp 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1,�� - dooppp 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. 3.2z Impact bridging or lateral bracing required where shown++ 'M OREGON /'C" 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. -"� ^V SGV!. : 6051173 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �Gf ii t,, ©N design loads be applied to any component and are for"dry condition"of use. © •7 j 1 4.. tp 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. il:/ 'ty ty � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'7 fl 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,copies of IIIIII VIII VIII VIII VIII VIII VIII 11111111 TPUWICA MiTekSAnIncJCompuTrus Ich will be Soflware 7n8.6(1L)E request. tlines coincide with joint center lines. o Digits basicf late in Inches. 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 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) i- 2= 0) 84 2.16=(-1841) 4309 16- 3=( -426) 1118 23-13=(-155) 93 2x6 KDDF H1&BTR T2, T3 SPACED 24.0" O.C. 3- 3.4= -3556) 1706 16.18= -1318 3778 3.17=) -653) 328 13.24=( 0) 148 BC: 2x6 KDDF N1&BTR 3139 17- 4= -28) 230 WEBS: 2x4 KDDF STAND; LOADING 4. 5= -3206 1641 18-19= -1435 3304 4-18=( -339 157 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2833 1501 19-20= -1466 3423 18- 5=( 504 1104 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= 0 0 20-21= -1438) 3354 18- 6=I -921) 505 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -3358 1775 21.22= -1576 3732 6-19= -267)))))) 756 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9= -3721 1790 22.23= -1562 3453 19- 8= -91) 114 LL = 25 PSF Ground Snow (Pg) 9-10= -3473` 1776 23.24= -1256` 2707 20- 8=) -687 363 10-12= -2556) 1384 24.14=(-1253) 2708 8.21=( -160) 469 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12= 0 0 21- 9=(() -171) 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=) 0) 84 10-23=(-1147) 542 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-23=) -330) 937 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M-3x4 where shown; Jts:4,6,10,13,17,21 0'• 0.0' -389/ 1912V -118/ 1180 5.50° 3.06 KDDF 625 41'- 0.0" -389/ 1912V 0/ OH 5.50" 3.06 KDDF ) 625` Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) M,M2OHS,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" 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 not exceed 19%at time of manufacture. 2-11 3-02 3-04 2-03-0 1-03 6-00-01 5-10-05 2-01-01 3-05-12 4-02-03 5-02-13 1 202-04 '( - - - T 'f f Design conforms to main windforce-resisting 9-10-08 system and components and cladding criteria. 9-10-08 T T 7 11 T T Wind: 140 m ht h=22"5ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 M-7x8(S) (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5)(6,0.000°11M-3x8 load duration factor=1.6 12 M-3x8 0.25" 12 Truss designed for wind loads 6.00 y� T2 8 9_ y 13 10 Q 6.00 in the plane of the truss only. N M-3x5 -I- c) 3 n �1N. M M-3x10 �1_�� r ee r or��fL as 17 1a as 1e� "« B " Tr2 M-6x8 M-3x8 M-7x8 20 21 g2 23 24 --\5 o M-3x6+ M-3x6+ =M-6x6 0'25 M-3x8 M-1°5x3 M-3x8 0 a 2.75 aa-2xwedge 2.75.- M-7x8(S) 12 12 - ), ; J, ,I, ), J, 1, y 1, 1, , 2-05-08 3-04 3-05-12 2-08-12.2-00, 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 , , .1-08J2-05-08 9-06-08 2-00 27-00 ,1 08, 1-08 41-00 1-08 _to pR JOB NAME: POLYGON 3-D NH - A9 Scale: 0.1571 x•.�`CJ'<c" IN '/l Ix�`�s/e, WARNINGS: GENERAL NOTES,unless otherwise noted: {Ijv 1 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . !92,S P E r" Truss: A9 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 end bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / the overall structure is the res nsibili of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,/WNW DATE: 9/5/2014 Po h g 3.2x Impact bridging or lateral bracing required where shown++ , C. 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ii i SEQ. : 6051172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, >X ^W design loads be applied to any component and are for"dry condition"of use. t ,�� � '`�. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if �}�I� [� 'Z fabrication,handling,shipment and installation of components. 7.necessary. p 'Yl1 t �P 6.This design is furnished subject to the imitations set forth by 8.Platesishall be locatedn assumes uon both facate ese of truss,and placed so their center 1•y by lin s de with int IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Te USA,)nC./CompuT 5 Software 7.6.6(1 L)E 71.1/WiCA in BCSI,copies of which will be furnished upon request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) r lines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 11111111 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 g18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(-1424) 3933 15- 3=(-286) 969 0" O.C. 2- 3= -4594 1730 15-16.(-1321) = - 3611 3-16764 392 BC: 2x4 KDDF S1ANDR SPACED 24. 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. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2192) 1085 18-19= -588 2094 5-17= -300 984 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0) 0 19.20= -821 2384 5-18= -996 522 TOTAL LOAD = 42.0 PSF 6- 8= -2005) 1012 20-13= -982 2622 6-18= -337 706 8.10= -2010) 1002 18- 8=)-271) 158 NOTE: 2x4 BRACING AT 24"0C VON. FOR LL = 25 PSF Ground Snow (Pg) 9-10= 0 0 8-19.(-179) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11. -2325)) 1031 10.19= 263 706 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12. -2872 8 92 OVERHANGS: 20.0" 20.0" THEEBOTTTOMAT CHORDADEAD(L1155 19-11= -519 367 OADPED ISIAIMINIIMUMBC OF2102PSF. 13-14=12-13= 3070) 1184 20-12= -164 203 Connector plate prefix designators: ) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0" -304/ 1912V -194/ 194H 5.50" 3.06 KDOF ( 625 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) ICOND 2' Design checked for net)-5 p<f) uplift at 24 "oc s acp ing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.217" @ 14'- 5.5" Allowed = 2.004° MAX TL CREEP DEFL = -0.422' @ 14'- 5.5" Allowed = 2.672" 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" " @ 40'- 6.5" 5-10-04 1-09-08 3-10-05 0-04-11 5-02-02 MAX HORIZ. LL DEFL = 0.111 MAX HORIZ. TL DEFL = 0.185"11 @ 40'- 6.5" 2-09 5-10-04 0-0�4-11 3-10-05 5-05-10 5-07-05 NOTE:Design assumes moisture content does I 11 T ( T not exceed 1996 at time of manufacture. 16-06-08 16-06-08 Design conforms to main windforce-resisting T T 1' T system and components and cladding criteria. 12 M 4x6 7 M-3x4 9 M-4x6 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 D 8 a M-5x6(S) Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x load duration factor=1.6 M-5x6(S) Truss designed for wind loads 0.25" in the plane of the truss only. 0°25" o N f151/ + M-1.5x3 rn 2 0 °' M-3x5 el M-3x8 - v as 16 as 1,�"' mi 4 o M-5x8 M-3x4 M-5x10 1819 20 M-3x6+ M-3x6+ M-5x10 0.25' M-3x4 M-3x8 0 a2.75 aa-2xwedge 2.75 to M-5x8(S) 12 12 2-05-0 5-10-04 6-01-12 2-O 8-05-04 7-09-02 8-04-01 , 88 > , y I-082-05-08 12-00 2-00 24-06-08 )-08j, 1-08 41-00 1-08 ..6. � PR opt JOB NAME: POLYGON 3-D NH - A8 Scale: 0.1450 �5� 'y'775/1T9 �`/iy�}J„�/"N s�o WARNINGS: GENERAL NOTES,unless otherwise noted: C' 'i(]rrr���5/pc- 31 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 . =9,r ' F-L." r Truss: A8 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 roug oy braced at 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 po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (WA.' �,, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGQN� �� SEQ. : 6051171 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. tit fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1, 9 1 4 T design beds be appied to any component and are for"dry condition"of use. /y, TRANS I D: 407533 5.CompuTms has no control over and assumes no responsibility for the 6 necessary.sigsaunas full bearing at as supports shown.Shim or wedge if d �{ fabrication,handing,shipment and installation of components. C}i R l t,-� P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPI/VWCA in BCSI,copies of will be furnished upon lines incide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIM Te SA,lnc.ICompuTfus(Software 7.6.6(1 L)E request. 10.For9. ts baassicicate size of late in inches. connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111011 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 k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1853) 3909 14- 3=(-384 963 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3.(-4566) 2218 14-15=(-1717 3589 3-15=(-762 437 WEBS: 2x4 KDDF STAND; 3- 4=(-3238 ) 1634 15-16=(-1286 2831 15. 4=) 0 362 2x4 DF STAND A LOADING 4- 5= -2585 1496 16-17= -1035 2300 4.16= -722 339 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2171) 1427 17-18=)-1012 2068 5.16=)-380 979 TO LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 18-19= -1105 2328 5-17= -993 465 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF 6- 8= -1985 1329 19-13= -1245 2497 6.17= -404 898 8-10= -1980) 1287 17- 8=(-274 276 LL = 25 PSF Ground Snow (Pg) 9-10= 00 .18=(-202 300 NOTE: 2x4 BRACING AT 24"OC VON. FOR 10-11= -2291 1379 10-18= -365 704 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2784) 1495 18-11= -487 293 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2968 1544 11-19= -68 303 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF tO PSF. 19-12= -98 231 OVERHANGS: 20.0' 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES vertical members (uon). 0'- 0.0' -427/ 1908V -179/ 189H 5.50' 3.05 KDDF 625 40'- 9.0' -356/ 1711V 0/ OH 5.50' 2.74 KDDF ) 625 ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 WI uplift at 24 'oc spacing.) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,1116 = 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" MAX LL DEFL = 0.258' @ 14'- 5.5" Allowed = 1.992" 19-11-11 1-00-10 19-08-11 MAX TL CREEP DEFL = -0.412" @ 14'- 5.5" Allowed = 2.656' T f T MAX HORIZ. LL DEFL = -0.129" @ 40'- 3,5" 5-10-04 1-09-08 0-1 --04 3-03-12 5-02-02 MAX HORIZ. TL DEFL = 0.181" @ 40'- 3.5' 2-09 5-10-04 13-03-12' -1(1-04 5-05-10 5-04-05 NOTE:Design assumes moisture content does '1 T - '( - T f--f ') l' T 1' not exceed 19% at time of manufacture. 16-06-08 16-03-08 Design conforms to main windforce-resisting T T M-3x4 T ,' system and components and cladding criteria. 12 7 9 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 6.00 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 load duration factor=l.6 M-3x4 8 0 Truss designed for wind loads in the plane of the truss only. 0.25" M-5x6(S) r M-5x6(S)0.25" o . M2-1.5x3 'NN%'S M-3x5 co M-3x8 11\ii M•4x6 0 f- o G 14 as 15 aa i3t'�::: ^ o fo M-5x8 M-3x4 M-5x10 17 0.2516 M 3x4 *03 0 .-2.756+ M 2.75 4;_5X1 M-5x8(S) 12 aa-2xwedge 12 )' y 1- J- .. y . y , 2-05-0$ 5-10-04 6-01-12 y2-00; 8-05-04 7-09-02 8-01-01 y y • 1-082-05-088 12-00 2-00 24-03-08 y 1-08 40-09 JOB NAME: POLYGON 3-D NH - A7 ��` � pROF�i' Scale: 0.1460 ��cJ ``` 151/ /0 WARNINGS: GENERAL NOTES,unless otherwise noted: Q,l /l/ �T -Sr. 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 . '1 92 0 SPE 1' Truss: A7 and Warnings before construction commences. building component.Applicability of design parameters and proper ���KKK 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. r 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r p ty permanent bracing of continuous sheathingsuch as �' "-� DATE: 9/5/2014 responsibilitybuilding designer. bridging plywood her shown+drywell(BC). .- C' the overall structure is the res nsiblli of the 3.2x Impact bdd In or lateral bracingrequired where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibllty of the respective contractor. OREGON 4(f SEQ. 6051170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS I D: 407533 44, �� design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at as supports shown.Shim or wedge N [!p 1 4 a�P fabrication,handling, ng,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. "rl t>,1( �;, 8.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 rl IIIIII IN HI I1111 VIII 1111111111 II ll MiTek USA,lnc./CompuTrus Software 7.6.6(1 L)E I,copies of which will be furnished upon request. 10. coincidelines 9.Digits Indicate size of plate In Inches. TPI/WTCA in For basiconnector plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES:12/31/2015 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 M1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2.10=(-1559) 3939 10- 3=( -317) 970 7-15=(-254) 518 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4577) 1807 10-11=(-1445) 3617 3-11=1 -781) 457 15- 8=(-242) 332 WEBS: 2x4 KDDF STAND; 3- 4= -3233) 1253 11-12=( 994 2849 11- 4= 0 363 2x4 DF STAND A LOADING 4- 5= -2593 1137 12-13= -776 2356 4-12= -690 290 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2238) 1155 13-14= -408` 1627 5-12= -295) 967 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7= -2245 1139 14-15= -708)) 2143 5-13= -1270 667 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2821 1303 15- 9= -974 2528 13- 6= -449 883 8- 9=(-2992) 1236 6.14=) -385) 1024 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7= -650 500 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FORt A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVConnector plate prefix designators: THEEBOTAD TTOMAT CHORDADEAD(LOADPISIAIMINIMUMY BC OF2002PSF. LOCATIONS0'- 0.0 -321/ 1908V -22IONS 7/ 237H 5ONS .50" 3.05ZE N KDDFP(C625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 9.0" -24B/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.234' @ 14'- 5.5" Allowed = 1.992" MAX TL CREEP DEFL = -0.427' @ 14'- 5.5" Allowed = 2.656" MAX HORIZ. LL DEFL = -0.107' @ 40'- 3.5' 20-06 20-03 MAX HORIZ. TL DEFL = 0.176" @ 40'- 3.5' T f 1' NOTE:Design assumes moisture content does 2-09 5-10-04 5-10-04 6-00-08 6-08-04 6-08-04 6-10-07 not exceed 19% at time of manufacture. T T f f f f f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.001 . M-4x6 Q 6.00 4.0" Wind: 140 mph; h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 n'-a( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 2014% M-5x6(S) Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) oc v, 0.25" o o, l‘p):10-1.5x3 M-3x5 •000000 co M-3x8 �� illikiiii M-4x6 0 1 r aa 11 aa 1;>. ? Myco M-5x8 M-3x4 M-5x10 13 0.254 M 3x4 15 *y O M-3x6+ M 3x6+ - 2.75 aa-2xwedge 2,755x6 M-5x8(S) 12 9 12 )' y y , i' y ), y J- -05-08, 5-10-04 6-01-12 ,2-00, 8-00-07 8-00-07 8-02-10 y ,1-08 -05-08 12-00 2-00 24-03-08 y 1-08 40-09 .il JOB NAME: POLYGON 3-D NH - A6 Scale: 0.1594 �.`�`t0 PR 04 WARNINGS: GENERAL NOTES,unless otherwise noted: � rr�� /�t-,c- /�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 individualtt. ;9G®/(-E and Warnings before construction commences. buildingpaion of cnt.ponen silityth design parameters and proper. . Truss: A6 Incorporation of component is the responsibility of the building desgnee 2.204 compression web biasing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ..mow 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'kms..^-..: DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywajl(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 bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. ", d OREGON +y SEQ. : 6051169 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a nun-corrosive environment, L 4Js1 \ty s. design beds be applied to any component, end are for"dry condition"of use. .� 7 2'� ' - TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes los bearing at all supports shown.Shim or wedge If Q �� necessary. /�q[. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. `'t„}:i.R i tA,. 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 (IIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WlCA in BCSI,copies of which will be famished upon request. lines coincide ae withiz Joint center lines. 9.Digitsindicate oindtof platete in inches. MJTekUSA,InC./CompuTtuaSoftware7.6.6(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF MABTR ,WEBS: 2x4 KDDF STAND; SPACED 24.0' O.C. 3-2- 4=(-2909) 1238 10-1 1179 1=)- 408) 1699 4-10=2328 9- (-679 ) 552 516 2x4 DF STAND A LOADING 4- 5= -2367 1159 11-12. -706) 2169 10- 5= -432) 1059 LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2357 1171 12- 8=(-975) 2527 5.11= -421 1034 IC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2852 1304 11- 6= -652 507 BC LATERAL SUPPORT <= 12°0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2991 1237 6.12= -260 495 12- 7=(-243) 332 OVERHANGS: 20.0' 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 625 Connector plate prefix designators: THE LIVEBOTTOMAD ACH RDT ADEAD(LOADS) PISIAIMINED IMUMY BOFC 2102PSF. 40'- 9.0" -248/ 1711V -227/V 0 23 OH 5.50" 2.74 KDDF 7H 5.50' 3.05 KDDF ) 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS, 16 = MiTek MT series ICONS. 2• Design checked for net(-5 psf) uplift at 24 "oc spacinagI VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed= 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed 1.992" MAX TL CREEP DEFL = -0.333" @ 15'- 11.0' Allowed= 2.656' MAX HORIZ. LL DEFL = 0.070' @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.114' @ 40'- 3.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 20-06 20-03 Design conforms to main windforce-resisting f f f 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 m hr h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T T T '1 T 1 (All 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 �' M-5x8(S) "� M 5x6(S) 1' 0.25" 0.25" v� a� o M-1.5x3 '\IILVM-1.5x3 M 4x6 to, v µ A w. co /M-3x8 M-3x4 9 15.25" 0.251 M-3x4 12 *� CD M-5x8(S) M-5x8(S) y y y /, y y 8-05-08 7-05-08 9-02 7-05-08 8-02-08 J' y y 1-08 40-09 WEDGE REQUIRED AT HEEL(S). JOB NAME: POLYGON 3-D NH - A53pale: 0,1594 .��. 0 PN ' S.4n. WARNINGS: GENERAL NOTES,unless otherwise noted: ' r /prY -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 C T.92`1 PE rTruss: A5 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. A 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4001.00. ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rte' , DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown** 14: 17'., 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - QR EGQN y SEQ. : 6051168 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,. I v( design loads be applied to any component and are for"dry condition"of use. //t rLQ •,4„ TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge If V 1 4 � fabrication,handing,shipment and installation of components. DesignDeas j g P Po 7. latesassumesadequateonedthi ae isprovided.truss, '` � `L 6.This design is famished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII VIII IIID VIII VIII VIII VIII IIII IIIITPI/VYfCA in BCSI,copies of which will be famished upon request. git coincidentwith Jofnpt centerinche. 10.Digits rrsic MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E baiindicate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 4 11111 IIIIII 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 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1235))))) 2645 3-13=(-165) 188 BC: 2x4 KDDF @I&BTR SPACED 24.0" O.C. 2- 3= -3058) 1533 13.14=(-1090 2406 13- 4=( -30 351 WEBS: 2x4 KDOF STAND; 3- 4=1-2852) 1500 14.15=(-1004 2070 4-14=(-524 304 2x4 DF STAND A LOADING 4- 5= -2299 1405 15-16.(-1102) 2327 14- 5= -356 725 LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 16.12=)-1243) 2498 14- 7= -230 289 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -1986 1311 7-15= -250 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9= -1975 1285 9-15= -365 720 8- 9= 0) 0 15-10=(-492) 292 LL = 25 PSF Ground Snow (Pg) 9-10= -2287) 1377 10-16=) -66) 313 NOTE: 2x4 BRACING AT 24'0C UON. FOR 10-11=(-2785) 1492 16.11=( -98) 231 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12='-2969) 1541 LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KODF 625 vertical members (uon). 40'- 9.0' -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ** For hanger specs. - See approved plans �COND. 2: Design checked for net(-5 Dsfl uplift at 24 "so s acn ins I Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,l16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8,0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8,0" Allowed = 0.222" MAX LL DEFL = 0.207" @ 20'- 6.0' Allowed = 1.992" MAX TL CREEP DEFL = -0.320" @ 20'- 6.0" Allowed = 2.656" 0-11-04 MAX HORIZ. LL DEFL = -0.085' @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.120' @ 40'- 3,5" 0-11-04 NOTE:Design assumes moisture content does ' - not exceed 19% at time of manufacture. T 19-11-11 1-00-10 19-08-11 / Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 system and components and cladding criteria. 1' T '1' 1 '' T T T T T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00D 1%3 D6.00 load duration factor=1.6 Truss designed for wind loads M-4x6 M-4x6 in the plane of the truss only. M-5x6(S) 7M-5x6(S) 0.25" '444114%, „(w).25" N g 00 rQ o M-1,5x3 + + M 1.5X3 1 r, \ ..M-4x6 0 13 o �M-3x8 M-3x4 1 .25" 0.255 M-3x4 16 .�2 0 M-5x8(S) M-5x8(S) J 1, 1, y 1, ; , , 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 y 1-08 40-09 JOB NAME: POLYGON 3-D NH - A4 Scale: 0.1594 .5, '1. * rpNatip��fi_`l``r/p WARNINGS: GENERAL NOTES,unless otherwise noted: HCl , 'r` { 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual U: `9 0•P E r" Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper r+"/��K 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 v.-- 2.Design assumes the top end bottom chords to be laterally braced et - DES. BY: E E 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 sheathingsuch asplywood sheathing(TC)and/or d ing(r s rywe0(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ;('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. -7'!' OREGON ,J+(/ SEQ. : 6051167 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �,,, /.74),'• kik �(,• design bads be applied to any component and are for"dry condition"of use. / '4}r 0 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 14 2 1.-''"' �•� fabrication,handing,shipment and installation of components. Desessary. t 7.Design assumes adequate drainage is ed. '14 F y- 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 11111111111111111111 TPI/WTCA in BCSI,copies of which will be famished upon request. Digit coincidewith joint acenter 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-1985(MiTek) EXPIRES:12/31 015 11111 IIIIII 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 M1&8TR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 84 2-14=(-928) 2668 3-14=(-164) 204 BC: 2x4 KDDF WEBS: 2x4 KODF STANDR SPACED 24.0" O.C. 3-2- 4=(. 2873`11511 15.16=(-5811 1188 ) 2095 2430 14-4.15=(.5241 351 366 LOADING 4- 5= -2321 1029 16-17=(-818) 2383 15- 5= -264 722 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+Dl 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 17-12=(-978) 263 15- 7= -226 169 BC LATERAL SUPPORT <= 12"OC. UON. DLON 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=(.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 SQ.IN. SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -303/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 6251 41'- 0.0' -303/ 1912V 0/ OH 5.50" 3.06 KDDF 625 ICOND. 2: Design checked for net(-5 osfl 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 0-0 08 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 16-07-11 7-08-10 16-07-11 -( - 1' -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. 1' 1' 1' TT T TT '' T f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 M-4x6 Q 6.00 load duration factor=l.6 l 6 M-3x4 8 Truss designed for wind.. 16.00 M-5x6(S) 5 0.25 „ in the plane of the truss only. M-5x6(5) 025 . " 0 *„ go o* N i o M-1.5x s f M-1.5x3 rn \ v)T M-3x8 M-3x4 ( •25" 0.25' M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) ), y ), L. )- ), y y 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 y y 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - A3 ''�` DN `ars,' Scale: 0.1587 G `�1.5/iT9 WARNINGS: GENERAL NOTES,unless otherwise noted: k,! c "Y"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 47 ` PG,. 1"' Truss: A3 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.respectivey unless braced throughout their length by DATE: 9/5/2014 responsibility building designer. continuous ridgingin or such as plywood sheathing(TC)shown and/or drywell(BC). +0�! the overall structure Is the res nsibil of the 3.2x Impact bridging lateral bracingrequired where 1-. d 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. : 6051166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 1. ,, Nb' ,- design loads be applied to any component. and are for"dry condition"of use. /� 1' �p �••4,.. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if :b 14 fabrication,handling,shipment and installation of components. necessary. i 7.Designlatesassumes adequated drainage is of sprovided. T� V 1..� 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 1111111111111111111 TPINVTCAin SCSI,copies of which will be famished upon request. git coincidewith joint centernche. 9.Digits indicate size of plate in inches. Cp 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 111111111111 IIIIIIIIIII 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 IC: 2x4 KDOF 111&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14= -1158) 2709 14- 3=) 0) 136 2x6 KDDF MABTR BC: 2x6 KDDF M1&BTR T2, T3 SPACED 24.0" O.C. 3- 4=)-2923` 1500 15.16= -1484 1499 14-15. ) 3432 15.2708 14=) -326) 109 934 WEBS: 2x4 KDDF STAND LOADING 4- 5= 0 0 16.17= -1575 3699 15- 6= -1122 557 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= -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 0= 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 -18=)-1122 557 NOT CING T 24'0C N. FOR 34 ALLEFLAT4TOPACHORDAAREAS NOTOSHEATHED LIMITED STRGE2 107 LIMIIEDMSTORAGE DDOEOES2NOT APPLIRDUE01O NOT SPITIALET. 11-12=NT APPY DE TO THE SPATIL . 11-12.(-31533)-292 1498 18.111500 =I -326 98 1 -1 . -152) 1361 OVERHANGS: 20.0' 20,0" BOTTOM CHORD CHECKED FOR 1OPSF 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 SM.IN. (SPECIE S) vertical members (uon). 0'- 0.0" -388/ 1912V -118/ 118H 5.50" 3.06 KDDF ( 625) Connector plate prefix des) nators: 41'- 0.0" -388/ 1912V 0/ OH 5.50° 3.06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for nett-5 ssf) 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 OEFL = -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 OEFL = 0.102' @ 40'- 6.5' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=22.5ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 13-03-11 14-04-10 13-03-11 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.ti 5-01-03 4-04 3-05-09 2-00-14 5-06-06 5-06-06 2-00 14 3-05-09 4-04 5-01-03 Truss designed for wind loads f f T f ,r 1 1 '( f '1 in the plane of the truss only. 12 5 6.00l7 M-7x8(S) ` Q 6.00 M-4x6 M-3x4 0•P5" M-3x4 -AIMMEMMEMEMMOPMERMOMMIIMMEMMEMENIMMIMIMMEMEMBIUMMEMMEM7MMet- J M-3x4 M-3x4 8 3 1 0 r co 0 1••00.- 14 15 16 17 18 19 1611P11111111111111-11 "M1111111i'''ilMiMMINENNEA�`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, 1, ), ), ), y y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 ), ) 1-08 41-00 1-08 scale: 0.1562 `�� co PRop, JOB NAME: POLYGON 3-D NH - A2 ((INE i WARNINGS: GENERAL NOTES,unless otherwise noted: �/� '5/• *'-9 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 Ct. .92 0*P E r A2 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: 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 doting construction 2.Design assumes the top and bottom chords to be laterally braced at 2' and at 10'hin respectively unless braced throughout their length). do 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. 3.2u Impact bridging or lateral braang required where shown++ • q' 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. ^jf' OREGON [tj SEQ. : 6051165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,�- �d Nv, A, 407533 design bads be applied to any component and are for"dry condition"of use. / -.71, no -+�., TRANS I D: 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes bearing at all supports shown.Shim or wedge if V 1 4 t<? fabrication,handling,shipment and installation of components. necessary. P P° 7.Design shallassumes b llocadeqated on both drainage is oftruss, provided. 6.This design Is famished subject to the limitations set forth by 8.Plates be located on both faces of truss,and placed so their center 11111111111111111111111 TPIIWfCA in BCSI,copies of which will be famished upon request. lines coincidentwith Jointnche. 9.Digits ndsize of tplate 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(Wok) EX:::::::::-1:15 111141 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/C =1.00 IC: 2x4 KDDF#1&13TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0))) 84 2.14= -1640) 5491 14- 3= 0) 200 2x6 KDDF#1&BTR 72, T3 2- 3=(-6334) 1973 14-15=(-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 +DL( 14,0)= 64.0 PLF 0'- 0,0" TO 10'- 0,0" V 4- 6= -5528( 1960 17-18= -2605) 7338 6-16=) -70) 668 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL 100.01+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 <= 12'0C. UON. TC UNIF LL 50.0 +DL( 14.0). 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)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8-10.(-5528 1960 17- 8= 70 668 9.10=1 0 0 8.18=(-2321 ( 1070 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7). 533.3 LBS @ 10'- 0.0" 10-11=1-6221) 2152 10-18= -441) 1714 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL416.7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 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: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ConnectorCNla or no prefix) CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES ( = P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1049/ 3527V -117/ 117H 5.50" 5.64 KDDF 625 M,M20HS,M18HS,M16 = MiTek MT series 41'- 0.0" -1049/ 3527V 0/ OH 5.50' 5.64 KDOF ( 625) JT 2, 12: Heel to plate corner = 1.50" ICOND. 2: Design checked for nett-5 osfl 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 windfarce-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 0-06-08 4-11-15 5-06-06 5-06 4 11-15 0.06-OS 4-04 5-01-03 Truss designed for wind loads ( in the plane of the truss only. 12 533.30# T T Q33.30# T 6.00 l '. M-7x8(S) 12 M-5x12 5 M-3x89 M-5x12 a 6.00 6 7 M-3x8 10. T2.e. y0.25" T3 cu M-3x4 M-3x4 3VV\ + 1 o 0 m M-4x12 M-4x12 14 15 4' '( 18 19 ~'1 3 =4 1 M-1.5x3 M-4x10 17 0.25" 0. 5" M-4x10 M-1.5x3 0 y y y M18HS-7x14(S) M18HS-7x14(S) y y y y ), y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 1-08 41-00 y ),-OS 1 JOB NAME: POLYGON 3-D NH - Al Scale: 0.1587 �.\ IGI PN F� s � WARNINGS: GENERAL NOTES,unless otherwise noted: f{� ` 5/Ir -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 oz !g'2 4 0 P E 1-- Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown-c 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 /'0 a� 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 #,armmt.. DATE: 9/5/2014 the overall structure is the responsibilityof the designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). mr"" building 9 3.2x Impact bridging or lateral bracing where shown++ It C 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. ''c• SEQ. : 605 1 1 64 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 applied to any component. 6.and stn assumes on beadof rat use. supportsG �� 5.CompuTrus has no control over and assumes no responsibility for the g 9 shown.Shim or wedge if �h '" 1 4 20 "� fabrication,handling,shipment and installation of components. necessary. V Q. 6.This design Is furnished subject to the irritations set forth 7.Designlatesassumes adequateodon bothdrafacesae Is provided.usTh `�` 1111111 VIII VIII 1111111111 III VIII VIII VIII ILII ILIIby 8 Plates shall be located of truss,and placed so their center r 1 TPINYfCA in SCSI,copies of which will be furnished upon request lines coincide with joint center toes. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For Digits basic connectorcate size oflate desite in gnches. n n values see ESR-1311,ESR-1988 P g (MiTek) EXPIRES:12/31/2015 f MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of ail General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSi,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown+4. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). Jon . oiet et, 7i .4. A * ,..". der 2042 tk) C 'y,NAI-vo te,,'_ ffi[t!(j pil/ 1t1/4/1" , X# IR 613011