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Plans (76) IIOODII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 GIRDER SUPPORTING 40-00-00 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 UDE #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 72 2-10=(-1674) 7816 10- 3=(-1410) 6444 7-15=(-6510) 1454 2x6 UDE #1&BTR T2 2- 3=(-10392) 2284 10-11=(-2976) 13558 10- 4=(-0518) 1930 15- 8=(-1600) 7282 BC: 2x8 KDDF SS LOADING 3- 4=( -7816) 1752 11-12=(-3640) 16458 4-11=(-1412) 6334 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-14262) 3212 12-13=(-3604) 16352 11- 5=(-3160) 726 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 5.5" V5- 6=(-16686) 3770 13-14=(-3604) 16352 5-12=( -458) 2058 2x8 DF SS B; BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V6- 7=(-13680) 3084 14-15=(-2890) 13148 12- 6=( -134) 1118 2x4 KOH STUD C BC UNIF LL( 475.0)+DL( 343.0)- 818.0 PLF 7'- 0.0" TO 20'- 0.0" V7- 8=( -8756) 1986 15- 9=(-1908) 8756 13- 6=( -432) 2098 BC UNIF LL( 0.0)+DL( 20.01= 20.0 PLF 20'- 0.0" TO 20'- 5.5" V8- 9=(-11632) 2580 6-14=(-3730) 834 TC LATERAL SUPPORT <= 12"OC. UON. 14- 7=(-1042) 4764 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3777.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1577/ 7108V -65/ 73H 5.50" 11.37 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 20'- 5.5" -1975/ 8881V 0/ OH 5.50" 14.21 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! OVERHANGS: 12.0" 0.0" ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" ** HANGER BY OTHERS TO APPLY CONC. J,- nails staggered at: MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.132" @ 8'- 11.6" Allowed = 0.977" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.360" @ 8'- 11.6" Allowed = 1.303" 6" oc in 2 row(s) throughout 2x8 bottom chords, )0( 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.034" @ 20'- 0.0" MAX HORIZ. TL DEFL = 0.074" @ 20'- 0.0" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3-08-11 13-00-02 3-08-11 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 4' ' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-08-11 2-01-09 2-09-13 2-11-09 2-11-09 2-04-09 3-05-11 load duration factor=l.6, 1' T 4' T '( T T T Truss designed for wind loads 12 12 in the plane of the truss only. 10.00 p M-5x10 M-6x8 M-3x5 M-3x10 M-5x6 M18HS-5x1 6 10.00 3 4 5 6 7 8 ioe - - T2 �-- M-5x16 A A C A M-5x16 r> B - - 14I l I I I B M siT r - - ['Li ' _ Lo i_ I I ‘ oCD r - 10 I1 12 '� 13 14 15 - 9 CD Vr 1 M-6x8 M-7x12 0.25" M-3x8 M-6x8 M-6x8 0 ** MSHS-9x18(S) J, y i777# ,, y y )' 3-05-11 2-08-01 2-09-13 2-08-01 2-08-01 2-08-01 3-05-11 y y 1-00 20-05-08 -k� 0 PRO1f JOB NAME : 5019-D POLYGON - Al Scale: 0.2948 �c�� tNGINEF9 %�17 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t /4484, r 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: A 1 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. y/' r--i +. 4.--� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibilityof the erector.Additlonalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V 40 bracing continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). $� OREGON ''s DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4/jV , 2� ¢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.SEQ. : 6203100 ,9 q fiY 15 _t 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, 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 418660 design loads be applied to any component. and are for"dry condition" use.supports wedgeV 6.Design assumes full bearingat all su its shown.Shim or if PA U t C,` fabrication,handing,shipment and installation of components. necessary. 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 111111111111111111011 TPINVrCA In BCSI,copies of which will furnished upon request. lines coincideiitwith joint ate in Inches. EXPIRES: 12/31/201 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) II Milli This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 42 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" -53/ 293V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -67/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND 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" 1-11-11 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 = 0.066" '( T MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.3" Allowed = 0.142" MAX TC PANEL TL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.196" 12 MAX BC PANEL TL DEFL = -0.002" @ 1'- 11:9" Allowed = 0.189" 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, oI Truss designed for wind loads of in the plane of the truss only. N rn I O O� 111�1_ rT1114 M-3x4 1, 1, y 1-00 3-09 PROVIDE FULL BEARING;Jts:2,3,41 <0' O PRofi4ss JOB NAME : 5019-D POLYGON - AJ1 ��``o ��'GN� .R /°-P Scale: 0.6897 WARNINGS: GENERAL NOTES,unless otherwise noted: 782 w 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss• AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper A M • 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. -, rr• -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: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or drywall(BC). ', DATE: 3/11/2015 "�� s `�' '9 OREGON the overall structure is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ '�,.A �/� rL� Q• 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. T COY 1�j �� SEQ. : 6203101 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, r'7 TRANS I D• 418 6 6 0 design loads be appied to any component. and are for"dry condition"of use. 6. p +;,N1 • 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If A U L necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111M1114111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 2/31/201 9.Digits indicate size of platete 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) IIDHII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KOH #1&BTR SPACED 24.0" O.C. 2-3=(-91) 73 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 325V -42/ 127H 5.50" 0.52 KDDF ( 625) 3'- 6.2" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -72/ 104V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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" 12 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" 10.0017 3 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.032" @ 2'- 3.7" Allowed = 0.286" MAX TC PANEL TL DEFL = 0.030" @ 2'- 3.7" Allowed = 0.428" 1 MAX HORIZ. LL DEFL = -0.001" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 8.2" 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. r co o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,:, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn r 0 I ►�� 4►�� 1 M-3x4 ; ), 'I y 1-00 3-09 0-02-11 PROVIDE FULL BEARING;Jts:2,4,31 �ti�,�o PR 0Fes s JOB NAME •. 5019-D POLYGON - AJ2 �5 �v\GINFFR 'o Scale: 0.6431 44 2„9 WARNINGS: GENERAL NOTES,unless otherwise noted: ��".. y. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: AJ2 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. Al 14/7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B$ is the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tr (r) bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "� OREGON N DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4, , 2a ¢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. ,ey v SEQ. : 6203102 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, 7,(� 'Q }r '\�j t design loads be appied to any component. and are for"dry condition"of use. '7 v TRANS I D: 418660 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 pR U �, necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111III VIII VIII VIII VIII VIII IIII IIII TPINVTCA In BCSI,copies of which will be furnished upon request. Digit coincideIndicwith joint center Ines. EXPIRES: 12/31/2016 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) IIH II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-215) 181 3-4=( -61) 30 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -17/ 312V -66/ 185H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -146/ 222V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -35/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 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 = 0.009" @ 1'- 10.0" Allowed = 0.286" f) MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 10.00 7 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads u.) in the plane of the truss only. rn O Fs O 1 M-3x4 3, 3' 3' y 1-00 3-09 2-02-11 PROVIDE FULL BEARING;Jts:2,5,3,4I ���EO PRQE , JOB NAME : 5019-D POLYGON - AJ3 Scale: 0.5166 �cNGINE&- /°2-v WARNINGS: GENERAL NOTES,unless otherwise noted: 4. ;1';;;;Z" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,f• 2.2x4 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: BS is the res onsibili of the erector.Additional ermanent braci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Cr �40 responsibility P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). }� OREGON Q DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1j'9,9 -yj 5 2 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. v 6.y A !� SEQ. : 6203103 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, /p` r T `4V TRANS I D: 418 6 6 0 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 aassumes full bearing at all supports shown.Shim or wedge If PAUL fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lilli IIII VIII VIII VIII VIII VIII IIII IIII TPINYfCA in BCSI,copies of which will be famished upon request. git coincide with Joint te in nche. EXPIRES: 12/31/2016 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) III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-5=(0) 0 BC: 2x4 KDDF #163TR SPACED 24.0" O.C. 2-3=(-302) 267 3-4=( -98) 69 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: 12.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -10/ 297V -86/ 232H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- •6.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -207/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -83/ 118V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" 4 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" I) MAX TC PANEL LL DEFL = 0.007" @ 2'- 2.3" Allowed = 0.286" (� MAX BC PANEL TL DEFL = -0.005" @ 1'- 11.9" Allowed = 0.189" MAX HORIZ. LL DEFL = -0.003" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 7'- 8.2" 10.00 7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 0l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads ) in the plane of the truss only. o 0 1 M-3x4 G L y y 1-00 3-09 9-02-11 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - AJ4 . �NGINEF' 'p Scale: 0.4264 C.. '''''9 a9•782 �� WARNINGS: GENERAL NOTES,unless otherwise noted: C / E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual f " Truss: AJ4 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. 04: .....4.--4..........---0.........- 2. ...z. -=..."-= 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 v continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7 OREGON 'N DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1j/, 20 �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 SEQ. : 6203104fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9,4 R y 1 , -A design loads be applied to any component. and are for"dry condition"of use. T RAN S I D: 418660 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 ir AA U L fabrication,handing,shipment and installation of components. necessary. 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 VIII I I VIII II II 10111 II IIII IIII TPIMlTCA in SCSI,copies of which will be furnished upon request. it coincideidicatwith joint ate nr lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) I III IIIIIIIII 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-38B) 351 3-4=(-214) 168 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -66) 30 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -13/ 303V -111/ 296H 5.50" 0.48 KDDF ( 625) 3'- 6.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -200/ 277V 0/ OH 1.50" 0.35 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -162/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) 9'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 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" ii MAX TC PANEL LL DEFL = 0.005" @ 1'- 10.0" Allowed = 0.286" MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.9" Allowed = 0.189" MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 12 Ili NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00fr' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ch (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=l.6, co Truss designed for wind loads i in the plane of the truss only. w 3 M ►- �' I 6 M-3x4 ), y ), 1-00 3-09 6-02-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 ��,)'�° PRO�ess JOB NAME : 5019-D POLYGON - AJ5 �� �NGI" �R /0 Scale: 0.3637 WARNINGS: GENERAL NOTES,unless otherwise noted: Q7 ,1,,,:;,!:;7; , ", 'r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ5 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: BS is the of the erector.Additional nnanent brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V >\� responsibility ►� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,'$7,,OREGON ' �„ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /, 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '�/ Vq R y .�5 SEQ. : 62 0 310 5 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 `V TRANS I D: 418660 design loads be appied to any component and are for"dry condition"of use. '1 `j > �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A U necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 IIII VIII(IIII I III(IIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincideidictwith joint te center nche. EXPIRES: 12/31/2016 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) 11111111 This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 5-03-05 FOR 3-08-12 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 12 7.07 PROVIDE SUPPORT M-5x8 2X4 DF #1&BTR M-3x6 ��) PROVIDE )1111 SUPPORT ,owiloo M-3x6 M-3x6 M-3x8 n7 o/- 0 y y 5-01-13 ; y .1 1- , 1-07-02 5-03-05 5-07-14 9�o PRQpF JOB NAME : 5019-D POLYGON - AR 16-00 Scale: 1 2�r ��� NG,N -,� sow R�7 -v WARNINGS: GENERAL NOTES,unless otherwise noted: Q // F3 /82 E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: AR and Warnings before construction commences. building component.Applicability of design parameters and proper //.,.1,/ 2.2e4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. j✓T f r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: BS s the res onsibili of the erector.Additional permanent bracin of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by / v (t) responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 57 OREGON '� DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ :5, 4,& 2d ¢t(- 4.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, No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. I i SEQ. : 6203106r-57/4 xlt' Y i - design loads be applied to any component. and are for"dry condition"of use. {� TRANS I D: 418660 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 PA UL `'` necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I 011 11111 II 011 VIII 1111 III TPIMfTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 2I31I201 6 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) lID IIM IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 1- 2=(-10218) 2500 10-11=( -276) 1098 10- 1=1-8986) 2190 5-15=(-3908) 1062 2x6 KDDF #1&BTR Ti, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3-(-12050) 3038 11-12=(-2414) 10216 1-11=(-3058) 12618 6-15=(-1494) 6396 BC: 2x8 KDDF #1&BTR 3- 4=) -9220) 2374 12-13=(-2756) 11252 11- 2=(-6990) 1804 15- 7=( -484) 1706 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-11422) 2964 13-14=(-2766) 11294 2-12=1 -902) 180 7-16=( -778) 270 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=( -9040) 2328 14-15=(-2766) 11294 12- 3=(-1580) 6784 2x6 KDDF #2 B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V6- 7=(-11654) 2952 15-16=(-1904) 8082 12- 4=(-3632) 998 2x8 OF SS C TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 14'- 8.0" V7- 8=(-11136) 2726 16- 8=(-1898) 8066 4-13=( -528) 2606 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 14'- 8.0" TO 20'- 8.0" V8- 9=( 0) 72 13- 5=1 -624) 234 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 8.0" V 14- 5-) -520) 2652 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 500.0)+DL( 340.0)- 840.0 PLF 0'- 0.0" TO 13'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 14'- 8.0" 0'- 0.0" -2468/ 10325V -147/ 105H 5.50" 16.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 3564.0 LBS @ 14'- 8.0" 20'- 8.0" -1988/ 8182V 0/ OH 5.50" 13.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' OVERHANGS: 0.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Caution: Note bearing area requirements. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.102" @ 8'- 10.7" Allowed = 0.988" nails staggered at: MAX TL CREEP DEFL = -0.263" @ 11'- 11.0" Allowed = 1.317" Jr- 9" oc in 2 row(s) throughout 2x6 top chords, ** For hanger specs. - See approved plans MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 5" oc in 2 row(s) throughout 2x8 bottom chords, ## HANGER BY OTHERS TO APPLY CONC. 9" oc in 2 row(s) throughout 2x6 webs,)0( LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.027" @ 20'- 2.5" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.056" @ 20'- 2.5" 2-04-13 3-06-14 8-08-10 5-11-11 T f f ' ' DESIGN ASSUMES MOISTURE CONTENT DOES 2-08-05 3-03-06 2-07-09 3-03-13 3-00-05 2-06 3-02-11 NOT EXCEED 19% AT TIME OF MANUFACTURE. T 1' +320# T ' 020# T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 10.00 F,7 Q 10.00 M18HS-5x16 M-3x5 M-3x10 M18HS-5x16 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4 5 N-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=l.6, , MM T3 _ - Truss designed for wind loads in the plane of the truss only. M-6x10 M-7x10As- 2,- - T1C7 _ _ A, B CD I I I - 1 1 - II `�N� io I`I�k ifl� _ _ • io� 1 I 4- II io 4\ dX08 11 12 13 'r 14 0 0M-3x10 M-8x10 0.25" M-3x10 =A-10X10 =M-10x10(S) ## J, y y y y +364# , y 2-04-13 3-02-02 3-03-13 3-00-05 3-02-01 2-06 3-00-15 y , y 20-08 WEDGE REQUIRED AT HEEL(S). 1-00 ..c5(.,sclO PROdes, JOB NAME : 5019-D POLYGON - B1 Scale: 0.2803 ,NJ Co �GINEF19 ,$. WARNINGS: GENERAL NOTES,unless otherwise noted: r'� 782 E 1✓ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: B 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, ...o..................-....., 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v �{� Po Y continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). 57 OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . /1i0 2a Q` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. 1 &C` SEQ. : 6203107 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. 9J9 Y ,\-4 TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. v • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If PA u L �� necessary. fabrication.handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 I Ill 0111 VIII Ill TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincide cat with Jointanr lines. EXPIRES: 12/31/2016 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) IIThOIII 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 #1&BTR SPACED 24.0" O.C. 2-3=(-56) 53 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -51/ 296V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -117/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 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 = 0.003" @ 1'- 0.0" Allowed = 0.131" MAX TC PANEL TL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.196" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 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, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O i load duration factor=l.6, o Truss designed for wind loads c)i in the plane of the truss only. N ,-1 r- .-i O c) ►�11 ► 11 4 l M-3;.(4 ), 1, y 1-00 !PROVIDE FULL BEARING;Jts:2,3,41 6-00 �tic`c.o PRok-e JOB NAME : 5019-D POLYGON - BJ1 Scale: 0.6900 44ca ENGIN FA �c/i, WARNINGS: GENERAL NOTES,unless otherwise noted: ,...;:"4.2/84y r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters end proper 1 2.2x4 compression web bracing 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: BS is the responsibilityof the erector.Additionalpermanent bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 4) continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '}� OREGON '', DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4,0 253 <i? 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. : 6203108 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /4 Al R Y i 5 _` design loads be applied to any component and are for"dry condition"of use. V TRANS I D: 418660 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 PA U L fabrication,handling,shipment and installation of components. necessary. 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 111111 I VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. it coincidewith joint center Ines. EXPIRES:12/31/2016 9.Digits indicate size of platete 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) III III 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 #1&BTR SPACED 24.0" O.C. 2-3=(-91) 82 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" -27/ 347V -44/ 132H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -125/ 135V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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 = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" '( T MAX TC PANEL LL DEFL = 0.025" @ 2'- 2.2" Allowed = 0.305" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 3 -, 10.00 F77 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ, TL DEFL = -0.001" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. a, Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l.6, II Truss designed for wind loads M in the plane of the truss only. 1./- -/ o ►.1 ►.14 M-3x4 ,1 ), ), 1-00 1PROVIDE FULL BEARING;Jts:2,3,416-00 s. JOB NAME : 5019-D POLYGON - BJ2 �NG�N�F� %1� Scale: 0.5915 / :•782 E c" 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 Truss: B J2 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2o4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. /` -0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v DES. B Y' BS is the res onsibili of the erector.Additional of 2' and at 10'o.chin.suchrespectively dss braced throughout/o drywall(Cth by OREGON IN responsibility permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). : 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 15. 1/i, 2c t�` 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. V C� ��` SEQ. : 6203109 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, 1,0 'Q RY 1 -5 TRANS I D: 418660 design loads be appied to any component and are for"dry condition"9 use. p� V • 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 iir AA'AUL �` necessary. fabrication,handing,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 VIII(IIII VIII VIII VIII VIII IIII IIII TPINVTCA In BCSI,copies of which will be furnished upon request. git coincide with joint te in nche. EXPI R Es: 2/31/20� 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) III II 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 #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 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" -34/ 402V -66/ 185H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pq) 5'- 11.7" -106/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.[ REQUIREMENTS OF IBC 2012 AND 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 = 0.161" @ 3'- 7.2" Allowed = 0.479" 5-11-11 MAX TC PANEL TL DEFL = -0.145" @ 3'- 4.9" Allowed = 0.718" T 1' 3 . MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 12 ' NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rn Truss designed for wind loads o in the plane of the truss only. 0 I M ii- o I ►�� 4103=1 -/ 0 1 M-3x4 / 1, y 1-00 6-00 [PROVIDE FULL BEARING;Jts:2,4,3I RP OFt, JOB NAME : 5019-D POLYGON - BJ3r::._,� �NGIN�FR 'd Scale: 0.4854 � `y9 WARNINGS: GENERAL NOTES, unless otherwise noted: �� �782 E r 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,/ls`.,1 / 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ;rr 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B5 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 / 0- 4,j continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON Q', DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4i& 2 Cj 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. 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, 9/9 R Y design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 418660 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 PA U L v' necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII I II I III 11 I Ell I II III TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/31/2016 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) III II 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-249) 222 3-4=( -91) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 3V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed = 0.481" 4) MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" 1� MAX HORIZ, LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 12 3 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. w Design conforms to main windforce-resisting li system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C) load duration factor=1.6, I Truss designed for wind loads CD in the plane of the truss only. I- C"., 1-4 IPAMIIIIIIIIIIIIIMI CD I 51.000 0 1 M-3x4 J, y y y 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,4' JOB NAME : 5019-D POLYGON - BJ4 ���5 ENGINE- , io2� Scale: 0.4264 WARNINGS: GENERAL NOTES,unless otherwise noted: / •7�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 01 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at w DES. BY• BS 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). }7A OREGON �''` DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -Y/, rL 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. i 5 !Q` SEQ. : 6203111 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 418 6 6 0 design loads be applied to any component and are for"dry condition"of use. n • 5.CompuTrus has no control over and assumes no responsibility for the 8.Designnecessassumes full bearing at all supports shown.Shim or wedge if P,4 U �` ary fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. B.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 IIHI I II VIII VIII(HI I(IIII DII I IIII IIII TPINYfCA In BCSI,copies of which will be furnished upon request, Digit coincideindicwith Joint tecenter nche. EXPIRES. 12/31/2016 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) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-336) 303 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -63/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" I MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00V system and components and cladding criteria. 3 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 o Truss designed for wind loads I in the plane of the truss only. m 0 M ri 1 /- C I �� 5p o M-3x4 , ), ), y 1-00 6-00 3-11-11 !PROVIDE FULL BEARING;Jts:2,5,3,4[ ' ''<- � PoFFss JOB NAME : 5019-D POLYGON - BJ5 Scale: 0.3637 �,Q. �NGINc 'Y °`.. WARNINGS: GENERAL NOTES,unless otherwise noted: C ;'/ 7"/82 E 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual / 4 Truss: B J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper /. ' 2.2n4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. `[3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 /` V 40 continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). p OREGON '- DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 2/ �� �LZ"' 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 SEQ. : 6203112fasteners 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� '9 R Y �a design loads be applied to any component. and are for"dry condition"of use. n `� TRANS I D: 418660 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 PA U L fabrication,handling,shipment and installation of components, necessary, 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 n 1101101 III IIIl VIII VII VII VI I III TPIAN7 CA In BCSI,copies of which will be furnished upon request. Digit coincideictwith joint tecenter lines. EXPIRES: FIs1/20 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-1968(MITek) II III This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 8-05-08 FOR 6-00-00 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 12 7.07 77 M-5x8 10°1° PROVIDE 2X4 DF SUPPORT #1&BTR M-3x6 M-3x6 11,6 M-3x6 M-3x8 r" cr WIo I /— I. 0 k y 8-04 b y y l 1-07-02 8-05-08 5-07-14 16-01-12 ,ktiR,.0 PROre:,s JOB NAME : 5019-D POLYGON - BR ���c ENGIN R '°2� Scale: 1/2" WARNINGS: GENERAL NOTES,unless otherwise noted: y�f 782 E r 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - Truss: BR 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: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by / v 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all(BC. ^- O', DATE 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging r lateral brg required where hown++ ) 1;j��1.:, rL Cr 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 Y �� SEQ. : 6203113 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 418 6 6 0design loads be appked 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 all supports shown.Shim or wedge if ir �/q U P‘\ necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 11111 III I II II I II III III TPI/WrCA In BCSI,copies of which will be furnished upon request. it coincideIditwith joint te In lines. EXPIRES: 12/31/2016 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III I II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-11=(-1842) 5290 3-11=( -142) 354 10-15=(-3912) 1384 2x6 KDDF #1&BTR T2, T3 2- 3=(-6104) 2080 11-12=(-2906) 7344 11- 4=( -360) 1548 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6046) 2122 12-13=(-2916) 7186 11- 6=(-2330) 1236 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 13-14=(-2180) 5262 6-12=( 0) 376 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5374) 1936 14-15=( -78) 146 12- 7=( 0) 340 TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 10'- 0.0" TO 38'- 0.0" V 6- 7=(-7426) 2884 7-13-(-1578) 796 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.05= 64.0 PLF 38'- 0.0" TO 40'- 0.0" V 7- 8=(-6040) 2392 13- 8=( -346) 1670 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-1166) 482 8-14=(-4818) 2056 9-10=(-1442) 566 9-14=( -104) 314 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 14-10=(-1124) 3200 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 38'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1053/ 3438V -93/ 178H 5.50" 5.50 KDDF ( 625) OVERHANGS: 20.0" 0.0" 40'- 0.0" -1477/ 3777V 0/ OH 5.50" 6.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 J- 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.206" @ 19'- 0.6" Allowed = 1.954" )0( 9" oc in 1 rows) throughout 2x4 webs, MAX TL CREEP DEFL = -0.398" @ 19'- 0.6" Allowed = 2.606" 9" oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. LL DEFL = -0.061" @ 39'- 9.2" ** For hanger specs. - See approved plans MAX HORIZ. TL DEFL = 0.097" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-11-11 28-00-10 1-11-11 load duration factor=l.6, .5' .5 T Truss designed for wind loads 5-01-04 4-04 0-06-07 6-08-01 7-02-08 7-02-08 6-11-08 1-11-11 in the plane of the truss only. T T TT T 4 T T T 9-10-12 T 4533.30# 4533.30# 12 12 6.00 p M-4x6 M-7x8(S) M-4x6N 10.00 4 5 M-3x4 045" M-33x86 9 T1 „ y T3,. , \M_4x8 1.5x3 \ZN/ : -,, + + rh 1 co 0 A 1 A1 ' 11 1 ,f .fi3 14 5** o M-3x8 M-3x8 U.25" 0. 25 M-6x8 M-7x8(S) M-7x8(S) M-1.5x4 k 1, /, /, ,l 1, 9-03-08 9-09-02 9-07-06 9-09-02 1-06-15 ; ,i 1, 1-08 40-00 ,���� PRpfies� JOB NAME : 5019-D POLYGON - Cl \5 �-. Qii /a Scale: 0.1582 ,� �✓ 7p �„ WARNINGS: GENERAL NOTES,unless otherwise noted: Tifr/arl1 p E r 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 Truss: C 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. /' r. -... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. B Y: BS 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 v 4? continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). -y OREGON '� DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '�. 4,e, 2C3 �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. : 6203114 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, 914 X1�Y 15 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 418660 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 PA U L necessary. fabrication,handing,shipment and installation of components. 7•Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101101010 VIII I III VIII VIII III 1111 TPINYfCA in BCSI,copies of which will be furnished upon request. git coincide with joint te In che. EXPIRES: 2/31 iso1 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) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-11=(-1168) 2607 11- 3=( 0) 261 15-10=) -363) 1164 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3054) 1164 11-12=(-1170) 2604 3-12=( -447) 338 10-16=(-1654) 681 WEBS: 2x4 KDDF STAND; 3- 4=(-2557) 1052 12-13=( -963) 2560 12- 4=) -200) 761 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 13-14=( -885) 2430 12- 6=( -592) 205 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2200) 1023 14-15=( -682) 1880 6-13=( -42) 158 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2541) 1068 15-16=( -59) 76 13- 7=) -63) 271 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2090) 881 7-14=( -638) 297 8- 9=( -849) 479 14- 8=) -165) 819 LL = 25 PSF Ground Snow (Pg) 9-10=(-1129) 485 8-15=(-1540) 560 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-15=) -82) 434 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -283/ 1886V -132/ 227H 5.50" 3.02 KDDF ( 625) 40'- 0.0" -205/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j 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 = 0.174" @ 18'- 9.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.326" @ 18'- 9.0" Allowed = 2.606" MAX HORIZ. LL DEFL = -0.070" @ 39'- 9.2" MAX HORIZ. TL DEFL = 0.109" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 13-03-11 22-08-10 3-11-11 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-10 6-01-04 0-04r-07 5-05-04 5-09-11 5-09-11 5-07-15 3-11-11 load duration factor=l.6, T T ff ,. f f T ,' Truss designed for wind loads in the plane of the truss only. 13-02-12 M-5x6(S) 12 12 M-4x6 M-4x6 6.00 p 45 M-6x4 /\:5„ M-33x59 10.00 M-5x6(S) 0.25" M-3x5 a e + + -, M A 03 0 M t M o 1/ 1ff 1 1 'r 13 1-;4 'S 16* o M-3x8 M-1.5x3 0.25" M-3x4 0.25' M-3x8 M-5x8(S) M-5x6(S) M-1.5x3 / / / / / / / 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 y 1 y 1-08 40-00 ���V0 PROpt�S,S JOB NAME : 5019-D POLYGON - C2 Scale: 0.1585 �CI ti�GIN�F� °2II / :•78 E r" 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 Truss: C2 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. dr- ' "~""".4....' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin C and/or drywall(BC). '� DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging rr lateral bracing required where shown++ ) l�y���i OR 5 r?' Q" 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �Y i !� S E Q. : 6203115 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, /9,4„ `�V design loads be appled to any component and are for"dry condition"of use. P ! TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If A u necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center i(VIII VIII HIll VIII 11111111 Ell TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideinictwith joint tecenter lines. EXPIRES.,X31/20� 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) IIllllIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1326) 2620 12- 3=0 0) 261 11-17=(-1654) 832 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3054) 1398 12-13=(-1327) 2617 3-13=( -447) 278 WEBS: 2x4 KDDF STAND; 3- 4=(-2557) 1317 13-14=(-1226) 2589 13- 4-) -215) 759 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 14-15=(-1076) 2446 13- 6=( -594) 238 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2200) 1232 15-16=( -838) 1885 6-14=0 -42) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2552) 1307 16-17=0 -64) 76 14- 7=( -154) 288 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2090) 1048 7-15=( -638) 344 8-10=) -854) 559 15- 8=( -207) 832 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-16=(-1551) 667 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-1129) 596 10-16=( -51) 445 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-11-( -478) 1164 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -374/ 1886V -132/ 228H 5.50" 3.02 KDDF ( 625) ** For hanger specs. - See approved plans 40'- 0.0" -314/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.211" @ 13'- 2.7" Allowed = 1.954" MAX TL CREEP DEFL = -0.326" @ 18'- 9.0" Allowed = 2.606" MAX HORIZ. LL DEFL = -0.079" @ 39'- 9.2" MAX HORIZ. TL DEFL = 0.110" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 16-07-11 17-04-10 5-11-11 l' '( T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10 6-01-04 3-08-07 2-01-04 5-09-11 5-09-11 3-07-15 2-01-13 3-09-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' 1' 1' ' 1' T T '1 ' T load duration factor=l.6, 13-02-12 4-00 Truss designed for wind loads T '( 5 9 f f in the plane of the truss only. 12 12 M-5x6(S) 6.00 M-4x6N 10.00 p M-4x6 M-3x4 0725" M-3x5 9 0 M-5x6(S) f .. y .. `t 0.25" M-3x5 3 1 it + V f -i p-,A c, M c)n I r 6 ra. 0 1/ 12 1 l' �� 19 1,r 5 16 1-'1/ o M-3x8 M-1.5x3 u.25 M-3x4 0.25 M-3x8 M-5x8(S) M-5x6(S) M-1.5x3 J, ), 1' y / 1, y 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 ,1 1, 1 1-08 40-00 ����O PROr4., JOB NAME : 5019-D POLYGON - C3 Scale: 0.1555 � � •NSF GS" R °'0, C . / 78 "E r" 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 Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters and proper .0 w 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibilityof the erector.Additlonal permanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V t�) bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f� OREGON 'Zi Cj '� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !yw �� i 2 '- 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. sq` SEQ. : 6203116fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /6) AIRY S design loads be appied to any component. and are for"dry condition"of use. TRANS I D: 418660 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 PA UL �\ fabrication,handing,shipment and installation of components, necessary. 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 11011010101111 'III VIII II 1111 TPINVTCA in BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. EXPIRES: 12/31/2016 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) III II (VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2974) 1263 1- 8=( -998) 2604 2- 8=(-294) 359 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2696) 1189 8- 9=( -731) 2179 8- 3=(-135) 544 WEBS: 2x4 KDDF STAND 3- 4=(-1906) 971 9-10=( -725) 2133 3- 9=(-784) 485 LOADING 4- 5=(-1906) 971 10- 7=(-1003) 2535 9- 4=(-549) 1280 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2696) 1189 9- 5=(-784) 485 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2974) 1263 5-10=(-135) 545 TOTAL LOAD = 42.0 PSF 10- 6=(-294) 359 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -243/ 1680V -217/ 217H 5.50" 2.69 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.0" -243/ 1680V 0/ OH 5.50" 2.69 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.177" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.324" @ 20'- 0.0" Allowed = 2.606" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.116" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 20-00 20-00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .( 1' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-10-14 6-05-11 6-07-07 6-07-07 6-05-11 6-10-14 load duration factor=l.6, .I' 1' T 1' T 1 T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-4x6 J 6.00 4.0" 4 .fa' M-5x6(5) ��," M-5x6(S) 0.25" 0.25" 3 5 }.5x34/!r <X3 rr M .-41, L i-i74 t t ** 8 X0 '( LO o M-3x8 M-3x4 .25" M-3x4 M-3x8 o M-5x8(S) * ), * ), y 10-02-09 9-09-07 9-09-07 10-02-09 * 1, 40-00 ��RtiO PROrk-6, JOB NAME : 5019-D POLYGON - C4 Scale: 0.1607 C..; '7'��'7' °1.y WARNINGS: GENERAL NOTES,unless otherwise noted: /), ;43 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 Truss: C4 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. 41P4/. ......_- ""m" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t.� 4� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d ail BC. ORE DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging rr lateral bracing required where hown++ ( ) 'rj�4' , rLd Q` 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. -5J ,t�R Y 1 CJ �` SEQ. : 6203117 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, rT design loads be appied to any component. and are for"dry condition"of use. p Q TRANS I D: 41866 5.CompuTrus has no control over and assumes no responsibility for the 8•Design assumes dull bearing at all supports shown.Shim or wedge If U L C`, fabrication,handing,shipment and installation of components. necessary. P Po 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 HI IIII VIII(IIII I III VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincideidiwith joint te in nche. EXPIRES: 12/31/2016 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIllDllIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 11-06-07 FOR 8-01-14 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 2X4 DF 12-02-05 #16BTR T 12 PROVIDE 5.14 17"" SUPPORT M-3x6(S) M-5x8 0 2X9 DF 0PROVIDE #1&BTR M-3x 6 SUPPORT 1 M-3x6 1 M-3x6 0 M-3x8 r+) t -- 0,... 0 . /, y y 11-09-15 y 2-02-08 11-06-07 5-07-14 5-07-14 y 1, 25-05-02 JOB NAME : 5019-D POLYGON - CR Scale: 0.3659 �� �cNGINE�9 /°'�„�, WARNINGS: GENERAL NOTES,unless otherwise noted: CZ' J ` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ... Truss: CR and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. I' 1,- -=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: BS 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 ,. 40 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). S� OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . /1/e 2� �.. 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. : 6203118fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 919 xI R Y 5 ,t design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 418660 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 AA UL �` fabrication,handing,shipment and Installation of components. ecessary. 7.DDesign 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 liii I VIII VIII VIII VIII VIII IIII ill TPIIINTCA In BCSI,copies of which will be furnished upon request. Digit coincidewith Joint center lines. EXPIRES: 12/31/2016 9.Digits indicate size of platete In Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11011 01 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-12=(-1352) 7306 12- 3=( -560) 2784 17-10=(-268) 364 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-8388) 1602 12-13=(-1338) 7236 3-13=(-2236) 546 BC: 2x4 KDDF #1&BTR; 3- 4=(-6314) 1202 13-14=(-1114) 6228 13- 4=) -384) 2278 2x6 HIDE #1&BTR B1 LOADING 4- 5=( 0) 0 14-15=(-1112) 6230 13- 6=(-1140) 838 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-5564) 1084 15-16=( -822) 4004 6-14=( 0) 196 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4618) 1280 16-17=( -824) 3256 6-15=(-2904) 562 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- B=(-3164) 1118 17-11=(-1072) 3606 15- 7=) -322) 2026 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-3184) 1058 7-16=(-2166) 568 LL = 25 PSF Ground Snow {Pg) 9-10=(-3920) 1252 16- 8=( -716) 2446 ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-4196) 1340 16- 9=( -784) 476 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-17=( -122) 526 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 2508.0 LBS @ 6'- 1.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -930/ 4616V -229/ 239H 5.50" 7.38 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 46'- 3.0" -355/ 2273V 0/ OH 5.50" 3.64 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] + Laterally brace to roof diaphragm. Attach 2 ply with 3"x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Jam- 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.174" @ 20'- 8.7" Allowed = 2.267" ## HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.517" @ 15'- 7.7" Allowed - 3.022" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 webs. 0-06-06 MAX HORIZ. LL DEFL = -0.054" @ 45'- 9.5" 9-11-11 5-06-04 10-09-01 20-00 MAX HORIZ. TL DEFL = 0.127" @ 45'- 9.5" DESIGN ASSUMES MOISTURE CONTENT DOES 6-03-04 3-02-01 5-09-12 5-02-12 5-02-13 6-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. T '1 TT T 1' T 'i T T 9-10-12 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 17 6.00)7 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 8 End vertical(s) are exposed to wind, '! M-5x6(S) Truss designed for wind loads M-3x5 3. 444%)%0141,14141%444, in the plane of the truss only. 70.25" 9 M-5x6 M-6x10 45 M-3x6lir + +f to 1111111111111 -1.5x3 3 + + M-3x10 co rnI 01�.. B "' Y 1 'r 14 15 l,6 17 1 ** o 1 M-3x8 .25" M-1.5x3 M-3x5 0.25' M-3x4 M-3x5 1 ## M-7x12(S) M-5x8(S) y2508# ,, , y y ), y 6-01-08 3-03-13 6-02-06 5-01-01 5-06-04 9-05-08 10-06-08 ,1 , y 1-08 46-03 �� `�� PR°F�ss JOB NAME : 5 019-D POLYGON - D 1 Scale: 0.1476 4���<��GINE-;`)0- WARNINGS: GENERAL NOTES,unless otherwise noted: i j11 94" r 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual // Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters end proper Zvi 4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. - " 91............-, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibilityof the erector.Additional bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t . 4) permanentng continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "q' OREGON ', DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'h/ 2Q �Q` 4SEQ. : 6203119 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 91(� t�Y 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, 7 `\.‘design loads be appied to any component. TRANS I D• 418660 5.CompuTrus has no control over and assumes no responsibilityand are for"dry condition"of use. for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA U L necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center AEI I H INIMINCE111 TPI/WTCA In BCSI,copies of which will be famished upon request. it coincide with joint tecenter lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1300) 3100 12- 3=( 0) 273 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3577) 1483 12-13=(-1302) 3097 3-13=( -411) 308 WEBS: 2x4 KDDF STAND 3- 4=(-3097) 1389 13-14=(-1248) 3314 13- 4=( -363) 951 LOADING 4- 5=( 0) 0 14-15=( -982) 2682 13- 6=( -951) 433 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2684) 1325 15-16=( -999) 2623 14- 6=(-1290) 713 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3681) 1802 16-11=(-1230) 3013 14- 7=( -689) 1578 TOTAL LOAD = 42.0 PSF 7- 8=(-2425) 1322 7-15=(-1271) 754 8- 9=(-2471) 1251 15- 8=( -911) 1860 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3251) 1458 15- 9=( -775) 477 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3520) 1522 9-16=( -133) 546 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=( -277) 350 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -351/ 2138V -230/ 240H 5.50" 3.42 KDDF ( 625) 46'- 3.0" -279/ 1942V 0/ OH 5.50" 3.11 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.337" @ 18'- 9.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.592" @ 18'- 9.9" Allowed = 3.022" 0-04-07 MAX HORIZ. LL DEFL = -0.106" @ 45'- 9.5" ff MAX HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 13-03-11 5-06-04 7-05-01 20-00 DESIGN ASSUMES MOISTURE CONTENT DOES 6-10 6-01-04 fi 5-02-12 �3-11-03 3-09-07 6-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T (1' T T T T T 1 Design conforms to main windforce-resisting 13-02-12 system and components and cladding criteria. T T • 12 12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 6.00 p 6.00 p Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 8 ,r,( End vertical(s) are exposed to wind, r� '! M-5x8(S) Truss designed for wind loads M-3x5 in the plane of the truss only. 7 3.1 M-5x6 M-5x10 0.25" 45 6 9 M-5x8(S) .r, , 0.25" +l M-1.5x3 3 + + + 10 M-3x8 Mf 1 1 12 1 14 �i 16 1 ,*c, CD �M-3x8 M-1.5x3 ) .25" M-4x6 0.25 M-3x4 I M-5x8(S) M-5x8(S) ), ), ' y y y 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 . ,l /- 1-08 46-03 ���,a PRo�F�'s JOB NAME : 5019-D POLYGON - D2 �� ��GINEFR 'o Scale: 0.1476 �� 2,y WARNINGS: GENERAL NOTES,unless otherwise noted: /1;4?" r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by V 4, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '}7 OREGON ',DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /1!/, 2 ��' 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. V SEQ. : 6203120fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /4 q A Y A _ TRANS I D 418660 design loads be applied to any component, and are for"dry condition"of use.supports V • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su its shown.Shim or wedge if PAUL R\ necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111101 VIII 11111 VIII MIMI VIII 110 1111 TPINVTCA in BCSI,copies of which will be famished upon request. it coincideindiwith Joint tecenterIn lines. EXPIRES: 12/31 AZO1 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) II (III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1386) 3146 13- 3=( 0) 273 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3576) 1692 13-14=(-1388) 3143 3-14=( -411) 250 WEBS: 2x4 KDDF STAND 3- 4=(-3096) 1629 14-15=(-1471) 3364 14- 4=( -358) 950 LOADING 4- 5=( 0) 0 15-16=(-1133) 2719 14- 6=( -948) 439 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2684) 1512 16-17=(-1100) 2621 15- 6=(-1290) 882 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3680) 2051 17-11=(-1317) 3009 15- 7=( -873) 1610 TOTAL LOAD = 42.0 PSF 7- 8=(-2424) 1437 7-16=(-1291) 873 8- 9=(-2470) 1366 16- 8=(-1014) 1870 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3248) 1541 16- 9=( -773) 475 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3516) 1586 9-17=( -71) 538 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 84 17-10=( -273) 275 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -422/ 2133V -244/ 244H 5.50" 3,41 KDDF ( 625) 46'- 3.0" -384/ 2132V 0/ OH 5.50" 3.41 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.366" @ 18'- 9.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.591" @ 18'- 9.9" Allowed = 3.022" MAX LL DEFL = 0.022" @ 47'- 11.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 47'- 11.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.113" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 16-07-11 2-02-04 7-05-01 20-00 DESIGN ASSUMES MOISTURE CONTENT DOES 6-10 6-01-04 1710- 2 3-09-07 ' 6-06-04 6-06-04 6-11-08 ' NOT EXCEED 19% AT TIME OF MANUFACTURE. T �3-08-07� 3-11-03 T T T T Design conforms to main windforce-resisting 13-02-12 system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00)7 6.00 17' 4 0„ Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, 8 .nr Truss designed for wind loads M-5x8(S) in the plane of the truss only. 5 M-3x57 3.1 M-5x6' 6 M-5 x10 0.25" M-5x8(S) 4 AN 0.25" +1 M-1.5x3 + o fr1 , 11 1 1 2 �' 1/M-3x8 M-1135x3 �4 25„ M-4x6 0.2 '� M 3x4 M-3x8 0 0 M-5x8(S) M-5x8(S) 1, J, y ), ), y y 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 y y 1-08 46-03 1-08 R '<‹-cc POfikss - JOB NAME : 5019-D POLYGON - D3 Scale: 0.1286 kc. �N� °-1, WARNINGS: GENERAL NOTES,unless otherwise noted: :7782 E r" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss•: D3 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: BS is the res onsibili of the erector.Additional braci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 40 responsibility permanentn9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7 OREGON ', DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4" �' �' 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. V p 1 ��` SEQ. : 6203121 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 9 '4 R Y 5 .1 TRANS I D• 418660 design loads be applied to any component. and are for"dry condition"of use. �k �'R U L �, • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.shim or wedge if necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6,This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIHI t III VIII(IIII I III(IIII VIII IIII IIII TPI/wrcA in BCSI,copies of which will be furnished upon request. it coincide cat with joint tecenter lines. EXPIRES: 12/31/2016 I9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIDO III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1054) 3146 3-14=(-261) 280 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3518) 1348 14-15=( -829) 2760 14- 4=( -77) 512 WEBS: 2x4 KDDF STAND 3- 4=(-3254) 1298 15-16=( -582) 2276 4-15=(-698) 433 LOADING 4- 5=(-2521) 1139 16-17=( -883) 2661 15- 5=(-317) 828 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-12=(-1127) 3079 15- 7=(-211) 147 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2177) 1109 7-16=(-197) 140 TOTAL LOAD = 42.0 PSF 7- 9=(-2184) 1109 9-16=(-318) 830 8- 9=( 0) 0 16-10=(-721) 441 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2527) 1140 10-17-) -92) 552 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3297) 1311 17-11=(-307) 301 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3576) 1368 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -2) 90 OVERHANGS: 20.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 2133V -238/ 239H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -341/ 2131V 0/ OH 5.50" 3.41 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.223" @ 23'- 0.5" Allowed = 2.267" MAX TL CREEP DEFL = -0.433" @ 23'- 0.5" Allowed = 3.022" MAX LL DEFL = -0.016" @ 47'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.020" @ 47'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.096" @ 45'- 9.5" 0-04-08 0-04-08 MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" 19-11-11 6-01-10 20-01-11 DESIGN ASSUMES MOISTURE CONTENT DOES T T T f NOT EXCEED 19% AT TIME OF MANUFACTURE. 6-09-14 6-04-11 6-04-11 3-00-133-00-13 6-04-11 6-04-11 6-11-14 f T f TT T , ' f . f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-4x6 Q 6.00 M-4x6 56 M-3x4 8 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(5) , ,. M-5x8(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0,25" 0,25" in the plane of the truss only. 4 0 ,'i yr M-1.5x3 + + IIIIIIIIIIIIIIIP'M-1.5x3 3 + + 1 r., M-3x8 m Y 14 fro i ON o 1�M-3x8 M-3x4 105.25" 0.256 M-3x9 17 3 1 M-5x8(S) M-5x8(S) y ), ), y ), 10-00-03 9-05-04 7-02-01 9-05-04 10-02-03 ,1 ) ,1 ). 1-08 46-03 1-06 JOB NAME : 5019-D POLYGON - D4Sale: 0.1425 �G �NGIN�4-e °moi, WARNINGS: GENERAL NOTES,unless otherwise noted: r°f �'�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Trus S: D4 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. il 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: BS 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 v 4)continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �J -v OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `7r 4& �io �t�" 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6203122fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,9k AI5 AIRY design loads be appied to any component. and are for"dry condition"of use. TRANS I D: 418660 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 PA L1 fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is tumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 VIII VIII IIII OMNI 11111 TPIIWTCA in BCSI,copies of which will be famished upon request. git coincidewith joint center Ines. EXPI RES: 12/31Ila1 F) 9.Digits indicate size of platete 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) VIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 84 2-12=(-1070) 3215 3-12=(-195) 254 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3546) 1345 12-13=( -876) 2906 12- 4=(-127) 406 WEBS: 2x4 KDDF STAND 3- 4=(-3364) 1345 13-14=) -674) 2481 4-13=(-519) 305 LOADING 4- 5=(-2826) 1251 14-15=( -713) 2351 13- 5=(-170) 717 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2178) 1112 15-16=) -910) 2725 5-14=(-937) 521 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-217B) 1112 16-10=(-1115) 3034 14- 6=(-715) 1620 TOTAL LOAD = 42.0 PSF 7- 8=(-2826) 1251 14- 7=(-937) 521 OVERHANGS: 20.0" 20.0" 8- 9=(-3365) 1345 7-15=(-170) 717 LL = 25 PSF Ground Snow (Pg) 9-10=(-3546) 1345 15- 8=(-519) 305 10-11=( 0) 84 8-16=(-127) 406 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-195) 253 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -366/ 2133V -279/ 279H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -366/ 2133V 0/ OH 5.50" 3.41 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.234" @ 23'- 1.5" Allowed = 2.267" MAX TL CREEP DEFL = -0.443" @ 23'- 1.5" Allowed = 3.022" MAX LL DEFL = 0.022" @ 47'- 11.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 47'- 11.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.096" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" 23-01-08 23-01-08 DESIGN ASSUMES MOISTURE CONTENT DOES 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-07-10 6-00-14 NOT EXCEED 19% AT TIME OF MANUFACTURE. '1 T T . T 1 f T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-4x6 Q 6.00 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 ,6( load duration factor=1.6, '�„ Truss designed for wind loads in the plane of the truss only. M-3x4 ,M-3x4 M-5x6(S) 5 7 M-5x6(5) 0.25" 0.25" 4 8 M-1.5x33111111' IPyP\Ipp9M-1.5x3 M M \ / A1 12 3'r 14 .,41 16 ; Lo 1 M-3x8 M-3x4 l.25" M-3x8 0.2 M-3x4 M-3x8 0 M-5x6(S) M-5x6(S) ), /, ). ), /. /, 8-00 7-06-12 7-06-12 7-06-12 7-06-12 8-00 1-08 46-03 1-08 t��ti0 PROFFs JOB NAME : 5019-D POLYGON - D5 ���� �NGI"ESR s�o Scale: 0.1293 Cr' WARNINGS: GENERAL NOTES,unless otherwise noted: °f E �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss• D5 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• BS2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by v h is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C)and/or d all BC. O', DATE: 3/11/2015 gR ""' > Y,�OREGON Q,• the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !, 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. 'q ,q t�) CJ !Q` S E Q. : 6203123 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, AIN)/ `V TRANS I D• 418660 design loads be appied to any component. and are for"dry condition"of use. fC 1p 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 /Q U necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111110111111111111 III(IIII 11111E111 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincideidictwith joint te in nche. EXPIRES: 2/31 Igo, 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) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-11=(-1152) 2892 3-11=(-213) 259 15- 9=( -241) 1016 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3182) 1220 11-12=( -941) 2567 11- 4=(-133) 421 9-16=(-1905) 905 WEBS: 2x4 KDDF STAND; 3- 4=(-3015) 1219 12-13=( -742) 2138 4-12=(-524) 308 16-10=( -33) 23 2x6 KDDF #2 A LOADING 4- 5=(-2463) 1106 13-14=( -619) 1788 12- 5=(-173) 721 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1790) 965 14-15=) -678) 1714 5-13=(-939) 522 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1795) 979 15-16=( -375) 741 13- 6=(-595) 1282 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2068) 993 13- 7=(-516) 358 8- 9=(-1526) 705 7-14=( 0) 196 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -34) 55 14- 8=( -4) 222 8-15=(-819) 329 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0,222" MAX LL DEFL = 0.171" @ 15'- 6.8" Allowed = 2.054" MAX TL CREEP DEFL = -0.315" @ 15'- 6.8" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.068" @ 41'- 6.5" MAX HORIZ. TL DEFL = 0.109" @ 41'- 6.5" 23-01-08 18-10-08 DESIGN ASSUMES MOISTURE CONTENT DOES T 1 NOT EXCEED 19% AT TIME OF MANUFACTURE. 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-09-03 1-08-L T T T ,' T T T >' . Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-4x6 d 6.00 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=l.6, '` Truss designed for wind loads 3.1 in the plane of the truss only. M-3x4 M-3x4 M-5x6(S) 5 7 M-5x6(S) 0.25" 0.25" 4 8 M-1.5x3 + + M-5 3 x6-1.5x3 --/Ln o cn /111 Ao 0 1/ 11 4b i 2n 13 ),� 15 1 ** �`1 o M-3x8 M-3x4 0.25 M-3x8 0.25 M-3x4 M-5x6(S) M-5x6(S) M-3x5 ), ), ,6 ), i, y 8-00 7-06-12 7-06-12 7-06-12 7-06-12 3-09 ; i, .6 1-08 42-00 .<;c, 021 P R o�Ess JOB NAME : 5019-D POLYGON - D6 Scale: 0.1456 17 �- �NG4. ^`NE ,r11 WARNINGS: GENERAL NOTES,unless otherwise noted: '� / w 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D 6 and Warnings before construction commences. building component.Applicability of design parameters and proper f ., 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /' -, r- 6+-...-^►--•^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by C.' h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9 OREGON '� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -45, 4, , r0 �Q" 4.No load should be styled to any component until after all bracing and 4.Installation of truss is the responsibitty of the respective contractor. V SEQ. : 6203124fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 9/9 -9 Ry -t t design loads be appied to any component. and are for"dry condition"of use. � TRANS I D: 418660 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if PAUL Ck\ necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 1111 VIII 11111 MID 1110 11E111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincideinitwith joint te center Ines. EXPIRES: 12/31/2016 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) IIHH IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-11=(-1951) 4547 11- 3=( -443) 1195 17- 7=( -632) 1252 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5186) 2079 11-12=(-1797) 4157 3-12=(-1090) 590 17- 8=( -512) 358 WEBS: 2x4 KDDF STAND; 3- 4=(-3476) 1355 12-14=(-1216) 3069 12- 4=( -23) 408 8-18=( 0) 198 2x6 KDDF #2 A LOADING 4- 5=(-2751) 1176 13-15=( 0) 0 4-14=( -785) 378 18- 9=( 0) 357 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2709) 1297 15-16=( -30) 76 5-14=( -293) 250 9-19=(-2249) 943 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1764) 978 16-17=) -672) 1911 15-14=( 0) 73 19-10=( -167) 203 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1799) 973 17-18=) -634) 1758 14- 6=( -529) 1196 8- 9=(-2055) 984 18-19=( -689) 1631 14-16=( -650) 1857 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -71) 125 6-16=( -197) 140 6-17=( -835) 524 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.260" @ 14'- 6.7" Allowed = 2.054" MAX TL CREEP DEFL = -0.462" @ 14'- 6.7" Allowed = 2.739" 23-01-08 18-10-08 MAX HORIZ. LL DEFL = -0.129" @ 41'- 6.5" T MAX HORIZ. TL DEFL = 0.198" @ 41'- 6.5" f3-03-04 5-07-04 5-09 4-02-02 4-03-14f 6-03-08 6-03-08 6-03-08 DESIGN ASSUMES MOISTURE CONTENT DOES T T T T T T NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 12 6.00 p M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 7 .h( !%,. M-5x6(S) Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x10 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 6 3 1 0.25" load duration factor=l.6, 8 End vertical(s) are exposed to wind, M-1.5x3 ,.. Truss designed for wind loads M-5x6(5) 5 in the plane of the truss only. 0.25" +t 4 +t + /\11Ipp,9M-3x6 1.5x3 M-3x63 �o I M-3x10 'r 1� o M-6x8 A `) 1 '``MSHS-5x8 M-- 11lix4 0 13 1���� .� 18 19 ** ��' 0 0 -M-6x6 0.25 M-3x4 M-3x8 M-1.5x4+ M-1.5x3 M-1.5x4+ M-5x8(S) a 3.00 b 1, 12 4-10-12 �4=00-061, ), y y y 2-11-12 5-07-04 1-y1-12 4-05-10 9-04-06 9-06-02 I 1-08 2-11-12 10-06 y y 28-06-04 y 14-05-12 1-00 27-06-04 ,l I /- 1-08 1-08 42-00 ��RcO PROF-,S' JOB NAME : 5019-D POLYGON - D7 Scale: 0.1206 4.�� �N�`I" �A? 1., WARNINGS: GENERAL NOTES,unless otherwise noted: / 78 •E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: D7 and Warnings before construction commences. building component.Applicability of design parameters and proper Al r 4 2.2x4 compression web bradng must be Installed where shown+• incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B S2'o.c.and at 10'o.c.respectively unless braced throughout their length by ti 4) Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A p�OREGON �N DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ y 4.No load should be appied to any component until after all bradng and 4.Installation of truss is the responsibikty of the respective contractor. �l��,Q L�Y !'j ; SEQ. : 6203125 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, R TRANS I D• 418660 design loads be applied to any component and are for"dry condition"of use. /p • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A U L necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11113 11111111111 011111111111111111 TPtNVTCA in BCSI,copies of which will be furnished upon request. it coincideInditwith Joint tecenter lines, EXPIRES: 2/31/2016 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) DII 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1985) 4543 13- 3=( -451) 1195 19-11=( -221) 227 BC: 2x4 NODE #1&BTR SPACED 24.0" O.C. 2- 3=(-5221) 2111 13-14=(-1829) 4154 3-14=(-1102) 612 11-20=( -411) 313 WEBS: 2x4 KDDF STAND; 3- 4=(-3497) 1364 14-16=(-1227) 3051 14- 4=( -28) 409 20-12=( -658) 1802 2x6 KDDF #2 A LOADING 4- 5=(-2778) 1199 15-17=( 0) 0 4-16=( -771) 347 12-21=(-1694) 803 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2730) 1369 17-18=( -33) 82 5-16=( -288) 340 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=( -613) 1827 17-16=( 0) 69 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-1839) 1000 19-20=) -711) 1838 16-18=) -596) 1770 8-10=(-1712) 934 20-21=) -76) 118 16- 6=( -637) 1166 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 6=( -120) 185 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2037) 958 18- 8=( -77) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2117) 865 8-19=( -343) 208 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10-19=) -243) 580 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 SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -327/ 1970V -212/ 271H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -248/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.254" @ 14'- 6.7" Allowed = 2.054" 19-11-11 6-03-10 15-08-11 MAX TL CREEP DEFL = -0.446" @ 14'- 6.7" Allowed = 2.739" 5-07-04 4-08-04 f3-01-13 0-0f4-07 7-09-14 MAX HORIZ. LL DEFL = -0.122" @ 41'- 9.2" 3-03-04f l' 5-09 T 0-67.15 ' -01-1P1' 7-06-06 T T MAX HORIZ. TL DEFL = 0.187" @ 41'- 9.2" f T T 1' T ft 1' DESIGN ASSUMES MOISTURE CONTENT DOES 19-10-12 15-07-12 NOT EXCEED 19% AT TIME OF MANUFACTURE. I - T T '( Design conforms to main windforce-resisting 12 M-4,(10x4 M-4x6 12 system and components and cladding criteria. 6.00 p M-6 0 Q 6.00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0. M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) 5 load duration factor=1.6, 4-3x4 End vertical(s) are exposed to wind, 0 25" Truss designed for wind loads in the plane of the truss only. 4 4-3x6 M-3x63 ',o rn M-3x10 �' i � o A or 1 13 4 Oi o 1 MSHS-5x8 M- x4 0 15 7 e 20 21** �N M-bx8 M-�x8 0.2 M-3x8 M-1.5x3 M-1.5x4+ M-1.5x3 M-1.5x4+ M-5x8(5) . 3.00 12 2-11-12 5-07-04 4-10-1a-01-12 4-10 7-04 7-08-02 7-06-06 1-08 2-11-12 10-06 28-06-04 / / / 1, 14-05-12 1-00 27-06-04 1• /, / 1-08 42-00 ���cO PROpE, JOB NAME •. 5019-D POLYGON - D8 ?Co �NGIN�fiR 'o Scale: 0.1238 t. 2,9 r. WARNINGS: GENERAL NOTES,unless otherwise noted: ,'f �� E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: D8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. - s-- - •+- •-.. 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: BS 3.Additional temporary bracing to Insure stability during construction the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -v OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -4, 41, (15)&1C4'" Q 4l- 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. : 6203126 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, /9 V ' .L TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use.supports g v • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su its shown.Shim or wedge if PAUL L ir n` necessary. 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 1111111111111014111111111 TPIlWTCA in BCSI,copies of which wit be furnished upon request. Digit coincideidictwith joint acenter lines. EXPIRES: 2/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTek) 1100 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-2511) 4507 15- 3=( -585) 1184 10-23=(-1034) 472 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5186) 2493 15-16=(-2311) 4120 3-16=( -987) 608 23-11=( -345) 1139 WEBS: 2x4 KDDF STAND; 3- 4=(-3579) 1672 16-17=(-1713) 3137 16- 4=( -61) 350 11-24=(-1853) 823 2x4 KDDF STUD A; LOADING 4- 5=(-2991) 1501 17-19=(-1527) 2796 4-17=( -620) 352 13-24=) -44) 151 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2608) 1384 18-20=( 0) 0 17- 5=( -550) 1102 24-14=( -706) 1516 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=( -61) 117 17- 6=( -675) 399 14-25=(-1773) 852 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2794) 1489 21-22=(-1270) 2719 6-19=( -42) 458 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-2816) 1350 22-23=(-1044) 2277 20-19=( 0) 78 LL = 25 PSF Ground Snow (Pg) 9-10=(-2596) 1149 23-24=( -732) 1506 19- 8=) -194) 57 10-11=(-1789) 821 24-25=( -72) 83 19-21=(-1346) 2733 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-13=( -377) 291 8-21=( -314) 380 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 0 21- 9=( -176) 154 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -467) 314 9-22=( -476) 347 22-10=( -287) 684 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -382/ 1970V -126/ 251H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -329/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.315" @ 14'- 7.5" Allowed = 2.054" MAX TL CREEP DEFL = -0.505" @ 19'- 7.0" Allowed = 2.739" 16-07-11 21-07-10 3-08-11 ff MAX HORIZ. LL DEFL = -0.159" @ 41'- 9.2" 4-10 1-06-08 -11-05 5-01-10 2-11-1 1-064 MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-09( 4-10 2101-f5 5-05-02 5-01-10 2101-1 ' DESIGN ASSUMES MOISTURE CONTENT DOES . 1 f ' f f ,f . T 1' '( ,' NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 1-09 Design conforms to main windforce-resisting T T T 'f system and components and cladding criteria. 12 M-5x6(S) 12 6.00 p M-3x4 7 12 Q 10.00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x65 M- x4 0425" M-13o 9 M-131x5 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) 3 load duration factor=l.6, 4 M-3x6 End vertical(s) are exposed to wind, 0.25" Truss designed for wind loads 4 in the plane of the truss only. ..r)M-3x5 B o CD m M-3x10 I L ., -. -.awe _ 15 16 r- 17.�.. ":2"� 1 MSHS-5x8 M-3x4 0 18 20 n1 M-Ix8 0.2�' M- x5 M-3x0 5 ** CD M-1.5x4+ M-3x8M-5x8 M-1.5x3 M-1.5x4+ M-1.5x3 M a 3.00 -5x6(S) 12y y y 0-018- 0 5-01-04 , , , , y y 2-11-12 4-10 4-11-12 1-y1-12 6-11-15 6-10-03 6-11-15 1-05-x02 1-08y 2-11-12 10-06 y y 28-06-04 y 14-05-12 1-00 27-06-04 1-08 42-00 y ��c\cO PAOF�CS JOB NAME : 5019-D POLYGON - D9 Scale: 0.1179 �,�5 �NGIN F/9 O. 17 §a:to ) WARNINGS: GENERAL NOTES,unless otherwise noted: i" 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 Truss: D 9 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. *"" - 'i•-'""`°-"" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), .-- OREGON N DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 1j9 4/�� q5) .ti *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. Y SEQ. : 6203127fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• 418 6 6 0 design loads be appied to any component. and are for"dry condition"of use. �t • 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 Ai' P14 U L '‘` necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111101 MHO VIII 101111113111 TPIIIVTCA in BCSI,copies of which will be furnished upon request. Digit coincideIndtwith joint ate inrnche. EXPIRES: 12/31/2016 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)E 10.Far basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111 0II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-2313) 4507 14- 3=( -536) 1184 21-10=) -214) 676 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-5186) 2213 14-15=(-2129) 4120 3-15=( -987) 579 10-22=(-1034) 387 WEBS: 2x4 KDDF STAND; 3- 4=(-3578) 1445 15-16=(-1560) 3137 15- 4=( -55) 350 22-11=( -268) 1127 2x4 KDDF STUD A; LOADING 4- 5=(-2991) 1252 16-18=(-1271) 2796 4-16=( -620) 411 11-23=(-1853) 772 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-19=( 0) 0 16- 5=( -380) 1102 12-23=( -28) 217 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2608) 1188 19-20=( -51) 117 16- 7=( -675) 238 23-13=( -732) 1516 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- B=(-2794) 1235 20-21=(-1134) 2719 7-18=( -74) 450 13-24=(-1773) 882 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-2816) 1155 21-22=( -959) 2277 19-18=( 0) 78 LL = 25 PSF Ground Snow (Pg) 9-10=(-2596) 1030 22-23=( -707) 1506 18- 8=( -178) 80 10-11=(-1789) 745 23-24=( -73) 83 18-20=(-1155) 2733 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -374) 253 8-20=( -314) 284 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -464) 271 20- 9=( -83) 154 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-21=( -476) 281 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -292/ 1970V -127/ 249H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -217/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 = 0.287" @ 14'- 7.5" Allowed = 2.054" MAX TL CREEP DEFL = -0.505" @ 19'- 7.0" Allowed = 2.739" 13-03-11 26-11-10 1-08-11 MAX HORIZ. LL DEFL = -0.149" @ 41'- 9.2" 4-10 0-04-07 5-01-04 5-01-10 4-11-14 T T MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-04' T 4-10 11'52101 ' 5-05-02 ' ' 5-01-10 I 1108-11 DESIGN ASSUMES MOISTURE CONTENT DOES f T f Tf---f T f f f f-f NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 Design conforms to main windforce-resisting T 1' system and components and cladding criteria. 12 M-5x6(S) 12 6.00 N10.00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-3x4 r. M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 56 7 M- x4 0925 M-130x4 M-131x5 2 load duration factor=l.6, _ k 4r _ ` 1 3X10 End vertical(s) are exposed to wind, Tr d ind M-3x44s inuthe ss dplane eoffthe or wtruss oonly. + o M-3x53A1116..., ci ci M-3x.10 `� .. -� in o1 ��14 M15 3X4 ro 16171 -- , pg ' _: MSHS-5x8 ' M-5x8 �' M-71x8 0.2��' M-3x5 M-3x024 ** M-1.5x4+ M-3x8 M-1.5x3 M-1.5x3 M-1.5x4+ M-5x6(5) a 3.00 112 y y 0-118-01, 5-01-04 y y y y 2-11-12 4-10 4-11-12 1-b1-12 6-11-15 6-10-03 6-11-15 1-05-02 ,l /, 3. 3. y 1-08 2-11-12 10-06 28-06-04 1, yy 3. 14-05-12 1-00 27-06-04 1, J, 1' 1-08 42-00 ,c�'`cO PRO. , JOB NAME : 5019-D POLYGON - D10 Scale: 0.1224 �� `�`��'"EFS 'o��, WARNINGS: GENERAL NOTES,unless otherwise noted: / :•78 E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: Dl 0 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 w DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,,. 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). 9 OR ', DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /y ¢C� 4SEQ. : 6203128 .No bad should be applied to any component until after all bracing and 4.Installation of truss is the responslbilty of the respective contractor. +�� ��ld any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, R V �N fasteners are complete and at no time _ design loads be applied to any component. and are for"dry condition'of use. �t , TRANS I 418660 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 pry U L fabrication,handing,shipment and installation of components. necessary. 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 1101 I III VIII VIII 111111 VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. git coincidetwith joint tecenter nche. EXPIRES: 2I31I201 EJ 9.Digits Indicate size of plate in Inches, MiTek USA,InC./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIHIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-3078) 9292 13- 3=( -318) 1060 18-10=( -470) 1592 2x4 KDDF #1&BTR Ti 2- 3=(-10564) 3326 13-14=(-2504) 7052 13- 4-) -566) 2360 10-19=(-2508) 1142 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9946) 3158 14-16=(-3338) 8534 4-14=( -582) 360 19-11=( -718) 2444 WEBS: 2x4 KDDF STAND; LL = 25 PSE Ground Snow (Pg) 4- 5=( -7290) 2626 15-17=( -112) 284 14- 5=) -640) 2156 11-20=(-4978) 2062 2x4 KDDF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 17-18=(-3188) 7864 14- 7=(-2546) 1238 20-12=( -330) 240 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 42'- 0.0" V 5- 7=( -6512) 2382 18-19=(-2656) 6456 7-16=) -284) 906 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8=( -8522) 3338 19-20=(-1642) 3892 15-16=( 0) 64 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=( -8010) 3166 16- 8=1 -240) 690 TC CONC LL( 416.7)+DL) 116.7)- 533.3 LBS @ 10'- 0.0" 9-10=) -7482) 2984 16-17=(-3090) 7864 10-11=( -4840) 1944 8-17=(-1124) 628 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( -68) 76 17- 9=( -24) 186 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9-18=( -984) 592 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '- 0.0" -1109/ 3581V( 2 ) complete trusses required. 422'- 0.0" -1444/ 3564V -90/0/ 18OH 5.50" 5.70 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN J,- nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords,)0( MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.294" @ 18'- 4.3" Allowed = 2.054" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.575" @ 18'- 4.3" Allowed = 2.739" + Laterally brace to roof diaphragm. MAX HORIZ. LL DEFL = -0.114" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.187" @ 41'- 8.5" 0-06-07 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 9-11-11 32-00-05 f T T Design conforms to main windforce-resisting 3-01-08 3-01 3-02-12 4-06-01 3-10-08 6-00-11 5-09-03 5-09-03 6-00-11 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 4533.3011 load duration factor=l.6, 12 M-4x8 M-7x8(S) End vertical(s) are exposed to wind, 6.00 17' 5 6 M-3x4 M- x4 025" M-A:0 M-11x8 M-1125x3 Truss designed for wind loads k- -/ in the plane of the truss only. %M-4x4 0 " ""v\i/..N. 4 9 , M-1.5x3 I 3 CD 0 M-3x10 0 16 4! ,n of 1 '^ 13 14 M 3x8 of 15 17 �1 19 20** 0 o M-1.5x3 0.25 M-3x5 M-3x8 M-3x6+ M-7x8 M18HS-3x18 M-7x8(S) M-3x6+ a 3.00 k 12 k k ,l k k k k 2-11-12 6-03-12 5-04 3-10-08 7-10 7-08-04 7-11-12 k k k k k 1-08 2-11-12 10-06 28-06-04 J, k k k 14-05-12 1-00 27-06-04 J• k )- 1-08 1-08 42-00 � ,\NO PROpus JOB NAME : 5019-D POLYGON - D11 .� I.AG INE�,9 'o,.,_ tS! v. WARNINGS: GENERAL NOTES,unless otherwise noted: Scale: 0.1372 t. �� / :•782 E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D1 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2xw 4 compression web braang 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: BS 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 V � continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). 'y OREGON � DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /jib 20 ��- 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. : 6203129 -7,9 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, '4R Y Ab ` TRANS I D: 418660 design loads be apphed to any component. and are for"dry condition"of use. 6. ` NI 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge it PA U L necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII 11111 11111 1111 V11111 Ili TPIIWfCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. EXPIRES: 12131/ZOO 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. HIP CORNER RAFTER TO 11-06-07 FOR 8-01-19 SETBACK LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE 12-01-14 2X4 DF SUPPORT #1&BTR T T ----\ A PROVIDE SUPPORT 12 5.14 17 PROVIDE SUPPORT M-3x6(5) 2X4 DF M-5x8 0 #1&BTR 01110!.' PROVIDE M-3x6 - SUPPORT 10 M-3x6 M-3x6 r1 M-3x8 r-, CD I 1-. 0 /- 1 11-04-15 )' 1 y y 2-02-08 11-06-07 5-07-14 5-07-19 y y 29-00-14 .`< -° PRQfigs JOB NAME : 5019-D POLYGON - DR c�� �NC'(N�F'Y sow Scale: 0.3000 9 Q WARNINGS: GENERAL NOTES,unless otherwise noted: / 49'782 E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual / .. Truss: DR and Warnings before construction commences. building component.Applicability of design parameters and proper _�f/. ..}✓/ , 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /' `L+ ,.....,-.............-4.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS s the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 40 bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i' OREGON '.-DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �/ 2d �'I 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.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, V SEQ. : 6203130 �'/4 q R Y 1 design loads be applied to any component. and are for"dry condition"of use. n TRANS I : 418660 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 P4 U L `,\ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1E111111 VIII VIII VIII VIII to TPIM/TCA in SCSI copies of which will be furnished upon request lines coincide with joint center lines. EXPIRES: zls,Ito 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII I I III This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 6-09-13 FOR 4-09-14 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT PROVIDE SUPPORT 2X9 DF #1&BTR 8-05-13 PROVIDE SUPPORT 12 5.19 p M-3x6(S) PROVIDE SUPPORT M-5x8 0111#1&BTA2X9DF M-3x6 PROVIDE M-3x6 SUPPORT M-3x6 0 r, M-3x8 i 0 k y y 6-08-05 y ) y y J, 2-02-08 6-09-13 5-07-14 5-07-14 5-07-14 29-00-14 ca��"�yGIN FCO° JOB NAME : 5019-D POLYGON - DR2 Scale: 0.3000 �� 7p ,9 °,.. ct WARNINGS: GENERAL NOTES,unless otherwise noted: r� 102 E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DR2 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. 1' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y' BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood ood sh athin throughoutC) nd/or dry length . v �� pNw sheathing(TC) ryw t ) 174Z,OREGON DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • p Zo 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. �� SEQ. : 6203131 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 'Q fi Y 15 design loads be applied to any component. and are for"dry condition"of use. {� TRANS I D: 418660 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 PA U L T, fabrication,handing,shipment and installation of components. necessary. 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 11111 VIII VIII VIII 1E1111 VIII IIII ill TPIM/TCA in BCSI,copies of which will be furnished upon request. Digit coincidewith jointcenterce. EXPIRES. 121.31/2O 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) SII H IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-43) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+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" -55/ 262V -7/ 45H 24.00" 0.42 KDDF ( 625) 1'- 11.2" -21/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -6/ 20V 0/ OH 0.00" 0.00 KDDF ( 625) 12 6.00 17' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -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 HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11,2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 I Truss designed for wind loads CD in the plane of the truss only. 0 2 r n j r 0 I 0 0� 1 - i 4 M-3x4 J‘ ), y 1-00 2-00 JOB NAME : 5019-D POLYGON - El Scale: 0.9533 44 17 tNGI" -� °�17 r :•78 E C.- 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 Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /' rr-- , .a........-.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y' BS 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 (..- OREGON !p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w 17/k/ 7�OR EGON O''` �, DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ir 2 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. VC SEQ. : 6203132 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, 9,9k'�R Y 5 J TRANS I D: 418660 design loads be rippled to any component and are for"dry condition" t use.supports g , 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearingat all su rts shown.Shim or wedge if �'A U L necessary. 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 1101 VIII VIII VIII I III VIII VIII IIII IIII TPINVTCA In BCSI,copies of which will be furnished upon request, lines coincideidicwith joint tecenter lines. EXPIRES:12/31/2016 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) III II II 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: 2x9 KDDF 411&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-58) 77 3-5=(-185) 176 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-128) 107 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 395V -44/ 116H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -34/ 244V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.092" @ 3'- 0.4" Allowed = 0.372" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.096" @ 3'- 0.5" Allowed = 0.559" T 'f '' MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2" on 6.00 p M-1.5x3 4 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. 1: IIIA141 on Wind: 140 mph, h=20.7ft, 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 of in the plane of the truss only. O M O I , Jill c,i 1 MEMM 5 - O M-3x4 M-1.5x3 1 y ). 5-08-04 0-03-12 y 1 y 1-00 6-00 �,�`�O PR Op 619 JOB NAME : 5019-D POLYGON - E2 Sale; 0.5503 �� t.. '7' /,.., c,;!, :•*78 E r 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 Truss• E2 and Warnings before construction commences. building component.Applicability of design parameters and proper Al2.2x4 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: B S2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "74c.OREGON NDATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9 (7, Q`4 Q` 4No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,Q t�Y 1 CJ !c' .SEQ. : 6203133 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, Il TRANS I D• 418 6 6 0 design loads be appied to any component. and are for"dry conditionof use. it p • 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 U L Ck\� necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111H1111111111111 TPINVECA in BCSI,copies of which will be famished upon request. Digit coincide awithzJoint te center nche. EXPIRES; 12/31/2016 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) IHMII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vertical members (ton). g load duration factor=l.6, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THSPATIAL E Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 3-08-04 0-03-12 f T T Refer to CompuTrus standard 12 gable end detail for complete 6.00 p specifications. M-1.5x3 4 3 F. (+I0 I c 0 I N M O.- O CD 1 - "" 2 -l4l1 M-3x4 M-155x36 J, ,l 1- 1-00 1-00 4-00 JOB NAME : 5019-D POLYGON - E3 Scale: 0.6377 ��`� 't.IN��'4 °�.9 , ,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 Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 41 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. ,j,..-, r.+r .-e.-+' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by v 4, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). }� OREGON '- DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ 4/0 9.'5 4.r.� 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. : 6203134fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9,9�'Q RY '15 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /'A U L R fabrication,handling,shipment and installation of components. necessary. 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 1101 I 01010 ILII 11111H1 VIII IiI IIII TPIM/TCA In BCSI,copies of which will be furnished upon request. Digit coincidetwith joint centerteinfiche. EXPIRES:12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III II llIIl This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-11) 50 2-4=(0) 0 BC: 2x4 HOOF #16BTR SPACED 24.0" O.C. 2-3=(-55) 24 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 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -84/ 331V -5/ 37H 5.50" 0.53 KDDF ( 625) 1'- 3.2" -66/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 6.0" -25/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.[ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -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'- 9.9" Allowed = 0.061" MAX TC PANEL TL DEFL = 0.001" @ 0'- 9.9" Allowed = 0.091" MAX HORIZ. LL DEFL = -0.000" @ 1'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 5.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o 1 load duration factor=l.6, Truss designed for wind loads M-3x9 o in the plane of the truss only. 1 0 1 - - 0 1 - - o f- 2:2 :E:: 4� -1 J, J, y 1-00 1-06 PROVIDE FULL BEARING;Jts:2,4,31 4�Q`Ep P R OP,C, JOB NAME : 5019-D POLYGON - EJ Scale: 1.0142 ���� �\AG'IN �,9 °z.i7 't'• / w•78 E 1- 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 Truss: EJ 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 and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by V 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 57 OREGON ,N DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .j. �, 20 Q` 4No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 `�Al i.y A GJ !� .SEQ. : 6203135 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 \V _``(� design loads be appied to any component. and are for"dry condition"of use. '1 � TRANS I D: 418660 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 PA U L necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center br e lilli lDl Hill lill 111 Hill IHl I lD I IIII TPINVTCA In BCSI,copies of which will be furnished upon request. git coincide with joint tecenter lines. EXPIRES:R ES:12/31/2O1 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) IIHH VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-410) 380 3-4=(-190) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -54) 28 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 355H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -136/ 193V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.1" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" 4 MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.4" MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.4" ', DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 10.00 Design conforms to main windforce-resisting 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), 3 oI load duration factor=1.6, o Truss designed for wind loads it I in the plane of the truss only. A o m 1 t c 2. 6 -/ l M-3x4 y . y J, 1-00 6-00 5-11-02 'PROVIDE FULL BEARING;Jts:2,6,3,4,5' �`�\NO PRQ/t. JOB NAME : 5019-D POLYGON - CJ10 Scale: 0.3213 ��•• �NGINEFR °27 WARNINGS: GENERAL NOTES,unless otherwise noted: 78 E r- 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown end is for an Individual Truss: C J 1 0 and Warnings before construction commences. building component.Applicability of design parameters end 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 and bottom chords to be laterally braced at r DES. B Y: BS is the responsibility of the erector.Additional permanent braang of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 40 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 15p /j/0 2Q 4�" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6203136fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, � 4'Y 5 design loads be applied to any component. and are for"dry condition"of use. aTRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for thee 6.Design assumes full bearing at all supports shown.Shim or wedge If PA U L "\ necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MMEEN111111111111110111TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center ices. EXPI R ES: 12/31/2016 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) IIHH Mill 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-333) 305 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -22/ 374V -112/ 297H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -263/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -75/ 100V 0/ OH 1.50" 0.13 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" �� MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" t� 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 = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 system and components and cladding criteria. N Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=l.6, Truss designed for wind loads oo in the plane of the truss only. rn Al 1 I M-3x4 5 1, ) y 1- 1-00 6-00 4-02-12 PROVIDE FULL BEARING;Jts:2,5,3,41 �`��,° P R°pkss JOB NAME : 5019-D POLYGON - CJ11 �� ��GI"ESR , Scale: 0.3643 WARNINGS: GENERAL NOTES,unless otherwise noted: / :•78 E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual Truss: CJ11 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. t- - •""..-. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. B Y• BS Is the res nsibiG of the erector.Additional bract of 2'o.c.and at 10'O.C.respectively unless braced throughout their length by V �4) pe tY permanentcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •�j, 24 % 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. V .� `3` S E Q. : 6203137 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, Y ``V TRANS I D• 418660 design loads be appied to any component. and are for"dry condition"of use. �� p S�` • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A U L S necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIHI I III VIII VIII III VIII VIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/31/2016/2016 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-1888(MiTek) 11011 0ll 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-337) 305 3-4=(-109) 56 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -111/ 297H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" �� MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" 1� MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.007 system and components and cladding criteria. 3 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, h Truss designed for wind loads 1 in the plane of the truss only. 0 01 c' 1 /- no t _� 5IiIIIIIMMEMIIM -� o M-3x4 J, ), 1-00 6-00 4-00 PROVIDE FULL BEARING;Jts:2,5,3,4] fO PRQJOB NAME : 5019-D POLYGON - CJ12Scale: 0.3624WARNINGS: GENERAL NOTES,unless otherwise noted: 782 w E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: CJ12 and Warnings before construction commences. building component.Applicability of design parameters and proper /. AP 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. , �►�- - - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v y Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "}7 OREGON '- DAT E: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4,0 20 4Q" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. SEQ. : 6203138fasteners 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 R Y design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 418660 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 '-AUL F�- necessary, fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101 I 01010 VIII 10111 VIII IIII ill TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincide with jointaIn lines. EXPIRES: 12/31/2016 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) 11110 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 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.C. 2-3=(-180) 152 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX 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 PSE 0'- 0.0" -44/ 477V -88/ 236H 5.50" 0.76 KDDF ( 625) 7'- 8.2" 0/ 181V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -143/ 231V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.525" @ 4'- 8.5" Allowed = 0.647" j MAX TC PANEL TL DEFL = -0.513" @ 4'- 5.7" Allowed = 0.970" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.2" 12 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=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "I load duration factor=1.6, i Truss designed for wind loads in the plane of the truss only. 1 M f- O 20 -/ O 1 M-3x4 ; y 'I 1-00 7-10-15 'PROVIDE FULL BEARING;Jts:2,4,31 �`G9pPROFt• JOB NAME : 5019-D POLYGON - CJ13 Scale: 0.4556 �� ANG 4 9\�13' :•78 E r 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 /'�' Truss: C J 13 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. B Y" BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 4) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A "j��OREGON O' DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cy 2 4No load should be appied to any component until after allbracing and 4.Installation of truss is the responsibility of the respective contractor. `, CJ SEQ. : 6203139 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 .Q R i TRANS I D• 418 6 6 0 design loads be appied to any component and are for"dry condition"of use. 8. p 0 iir • 5.CompuTrus has no control over end assumes no responsibility for theDesign assumes full bearing at all supports shown.Shim or wedge if A U L necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101 1011110 VIII I III VIII VIII IIll IIII TPIANTCA In BCSI,copies of which will be famished upon request. git coincideiditwith jointain che. EXPIRES: 12/31/2016 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) IIDH IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-136) 114 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 400V -66/ 183H 5.50" 0.64 KDDF ( 625) 5'- 8.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -105/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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" 3 -/ MAX TC PANEL LL DEFL = 0.155" @ 3'- 6.8" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.138" @ 3'- 4.4" Allowed = 0.710" �j MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.2" 12 7 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.2" 10.00V DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, u7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=1.6, mi Truss designed for wind loads c) in the plane of the truss only. to r., ',_ 1041111 0 I /- ►.1 4111.-- -1 -/ M-3x4 1-00 5-10-15 !PROVIDE FULL BEARING;Jts:2,4,31 ' <-. PRo��ss JOB NAME : 5019-D POLYGON - CJ14 Sale: 0.5231 ���� �NG-iN��-r /°�.� WARNINGS: GENERAL NOTES,unless otherwise noted: i'C /� Y/82 E r" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual /§9.7 i Truss: CJ14 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. w ---- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y' BS 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 v h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON ''` g DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �/z 20 4Q• 4SEQ. : 6203140 .No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,A,9 '9 R Y A 't fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be appied to any component. and are for"dry condition"of use. v TRANS I D: 418660 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 PA U L \\ fabrication,handing,shipment and installation of components. necessary. 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 1101 IIT VIII VIII VIII VIII VIII lIII lIII TPIMlTCA In 8C51,copies of which will be furnished upon request. it coincide cat withzjoint acenter nche. EXPIRES: 2!31/2016 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) II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-351) 305 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -24) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 4.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -114/ 311H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -90/ 133V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 4.0" Allowed = 0.033" MAX TL CREEP DEFL = -0.000" @ 10'- 4.0" Allowed = 0.044" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" :2/0/10.00: DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. c, Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o. Truss designed for wind loads in the plane of the truss only. M1 �1 6-�o 1, > y y 1-00 6-00 4-04 PROVIDE FULL BEARING;Jts:2,6,3,41 <<- ,I'.0 PRppess JOB NAME : 5019-D POLYGON - DJ13 �G, ��GIN��� X22 Scale: 0.3596 17WARNINGS: GENERAL NOTES,unless otherwise noted: rf2„.8E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: DJ13 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at40 DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /. Q 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. �-�T� vq t�Y GJ 2�•Q� SEQ. : 6203141 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, �'7 `(i TRANS I D• 418660 design loads be applied to any component and are for"dry condition"of use. P �� • 5.CompuTrus has no control over and assumes no responsibility for the 9.Design assumes full bearing at all supports shown.Shim or wedge If PAUL, necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 VIII IIII 111111 VIII llI I IIII TPINViCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/311207 s 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) 1100 IIl This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-333) 301 3-4=(-108) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -110/ 294H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -259/ 390V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -62/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" 4 ., MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.065" @ 3'- 4.9" Allowed = 0.481" it MAX TC PANEL TL DEFL = -0.073" @ 3'- 2.4" Allowed = 0.722" I MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. 3 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), hd u-) load duration factor=l.6, r, Truss designed for wind loads I in the plane of the truss only. r- 0 cm M I rn - 5.--:-..-._ o M-3x4 y ). )' y 1-00 6-00 3-10-15 (PROVIDE FULL BEARING;Jts:2,5,3,4] JOB NAME : 5019-D POLYGON - DJ14Scale: 0.3666 4��� 001N4;9 /01, WARNINGS: GENERAL NOTES,unless otherwise noted: 78 w E r- 1. 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DJ14 and Warnings before construction commences, building component.Applicability of design parameters and proper .J . 2.2x4 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: BS is the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `. 40 bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "}7 OREGON DATE 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �, 4//. �0 �t�` 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. V L� SEQ. : 6203142 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, 919 '4 r�Y _` design bads be appied to any component. and are for"dry condition"of use. 1l TRANS I D: 418660 5.Compulrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if -A U L �� necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101 I 01010 VIII I III 010 VIII EM TPI/WTCA In BCSI,copies of which will be furnished upon request. it coincide with joint center Ines. EXPIRES: 12/31/2016 9.Digits indicate size of platete 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) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-247) 220 3-4=( -91) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 236H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -224/ 357V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 6V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.093" @ 2'- 11.8" Allowed = 0.481" '+ MAX TC PANEL TL DEFL = -0.081" @ 2'- 11.9" Allowed = 0.722" I MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 3 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 V NOT EXCEED 19% AT TIME OF MANUFACTURE. PO Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, u7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • ,, load duration factor=l.6, ,, Truss designed for wind loads ,- in the plane of the truss only. M , gillillIMIME o -1 r ► 5►-� 0 1 M-3x4 1-00 6-00 1-10-15 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - DJ15 Scale: 0.4306 w� �NG1"E�. /°'�'I, ,/ :•782 E 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 Truss: DJ15 and Warnings before construction commences. building component.Applicability of design parameters and proper AA • 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or drywall(BC). ', DATE: 3/11/2015 • g(T ) ry'' .1 ORE the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' . +0 q5) c‘,Q` 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �/ q }, i .SEQ. : 6203143 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, V TRANS I D• 418 6 6 0 design loads be appied to any component. and are for"dry condition"of use. it p 'F I • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If A U L necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the lirrdtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 'IIII1111111 1111 01111 TPINVECA In BCSI,copies of which will be furnished upon request. it coincide cae with Joint aIn nche. EXPIRES: 12/31/2016 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) II III 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 #1&BTR SPACED 24.0" O.C. 2-3=(-71) 97 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/24O, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" f f 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" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" 10.00 7 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, co Truss designed for wind loads 0 of in the plane of the truss only. cc rh I O O� ��� jj►Z�4 1 M-3x4 1-00 1PROVIDE FULL BEARING;Jts:2,3,4J 6-00 JOB NAME : 5019-D POLYGON - J1 Scale: 0.7025 �� �NGIN�F9 '0*9 WARNINGS: GENERAL NOTES,unless otherwise noted: E r. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual TruSs: J1 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. 410413.Additional temporary txacing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at40 19:44?8 DES. BY: BS Is the responsibility of the erector.Additionalermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .0 OREGON 's DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41., 2� �.� 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. t� SEQ. : 6203144fasteners 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 r 7 Y 1 _` design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 418660 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 P4 U Ln fabrication,handling,shipment and installation of components. Decessary. g p po 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 11111 VIII III VIII 1111 VIII VIII IIII IIII TPIM/TCA in BCSI,copies of which will be furnished upon request. it coincideindicwith joint aIn lines. EXPIRES: 12/31/2016 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) 111111 I III 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 #1&BTR SPACED 24.0" O.C. 2-3=(-60) 58 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" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 10.00 7 MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. 01 i o CD 1101.-=.41 Illil 4 l M-3x4 J, 1, y 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5019-D POLYGON - J2Scale: 0.6775 ���� �NG`INEF�9 °�17 WARNINGS: GENERAL NOTES,unless otherwise noted: Q t;// 782*E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper �f 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /• , -a-......00.0^.- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,.• 4) is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheath) C and/or drywall(BC). : 3/11/2015 nng(r > "p OREGON the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '�� �i`� � 20 ��" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibibty of the respective contractor. V A y A S E Q. : 6203145 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D 418660 design loads be applied to any component. and are for"dry condition"of use. PA ��� • 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 U L necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111110 VIII VIII VIII VIII IIIIIII) TPIMITCA In BCSI,copies of which will be furnished upon request. lines coincideidiwith joint anr nche. EXPIRES: 12/31/2016 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) HOODI 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 #1&BTR SPACED 24.0" O.C. 2-3=(-82) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.0" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 3-06-12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" '( f MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.7" Allowed = 0.269" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.0" 10.00 3 MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.0" DESIGN ASSUMES MOISTURE CONTENT DOES 0 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD I load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. r'7 M O O� 1111 ���4 M-3x4 ,l ), 1-00 'PROVIDE FULL BEARING;Jts:2,3,4' 6-00 ‹(N. PRo fi�ss JOB NAME : 5019-D POLYGON - J3 �0 �NGINFfi9 'o Scale: 0.6006 �� *,17 WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. %` 78 E 1-- 1. r1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. Al -=...,= 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: BS 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 t✓ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). --• OREGON *` DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.b Impact br dging or lateral bracing required where shown++ 4,OREGON 2O Q` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor.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� SEQ. : 6203146 ,A v 1,9 AI RY A6 5.CompuTrus has no control over and assumes no responsibility for thee TRANS I D" 418660 design loads be appied to any component. and are for"dry condition" use. ppe g 8•Design assumes full bearingat all supports shown.Shim or wedge If it PA U Ck, fabrication,handling,shipment and Installation of components. ecessary. 7.DDesign 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 MIMI VIII VIII 1111 IIi'III'III TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincide ae with joint ain nche. EXPIRES: 12/31/2016 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(fvliTek) HIIHHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 61- 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 #16BTR SPACED 24.0" O.C. 2-3=(-109) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX 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" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 9-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" T f MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374" MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 3 - 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" 10.007 0 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, o Truss designed for wind loads 1 in the plane of the truss only. M .--i 1- I -/ ��� �E04 O 1 M-3x4 ; y J, 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 ��Q,O PR Op4SS JOB NAME : 5019-D POLYGON - J4 Scale: 0.5434 ���� �NG`INE �? fa, WARNINGS: GENERAL NOTES,unless otherwise noted: �; �p E r 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,} 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. A"i ^^`-=^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 4) Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '}7 OREGON '\ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1.17 , 2� � 4No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. LAY 6j ! .SEQ. : 6203147 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 R V design loads be appied to any component. and are for"dry condition"of use. \NI TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A U,, necessary. fabrication,handing,shipment and Installation of components. _ 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 VIII VIII VIII Mil Hill VIII III illi TPINYTCA in BCSi,copies of which will be furnished upon request. Tines coincide with Joint center lines. EXPIRES: 12/31/2016 9.Digits Indicate size of platete in Inches. MITBk USA,lnc./CompuTrus Software 7.6.6(1 L}-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIII I IIII This design prepared from computer input by J ! 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 #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.159" @ 3'- 7.1" Allowed = 0.478" 5-11-09 MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.717" T T 3 -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.8" 6 DESIGN ASSUMES MOISTURE CONTENT DOES 12 ` NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads CD in the plane of the truss only. O I u7 I'l=M O FF_s - I ►� 4►� O 1 M-3x4 ,1 i, y 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3I . c,. P R O fisrs JOB NAME : 5019-D POLYGON - J5 Scale: 0.4864 ��c �CNGINEF,, �e, WARNINGS: GENERAL NOTES,unless otherwise noted: ;77 8 2 E ty 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: J5 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. -�- ........,,,,m....-4 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 /.... h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A 'y OREGON ', DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `� �i' 2Q �CT- 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 SEQ. : 6203148fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "i9 Al R y 1 design loads be applied to any component. and are for"dry condition"of use. 1 TRANS I D: 418660 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 PAUL shipment and Installation of components. necessary. fabrication,handing, po 7.Design assumes adequate drainage is provided. B.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 1101 IHIVIII llIlVIII VIII VIII IIII ill TPINVECA in BCSI,copies of which will be furnished upon request. it coincidewith joint ain inches. EXPIRES: 12/31/2016 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) II IMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-217) 192 3-4=(-115) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" 4 -, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" ') MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" 6 3 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 ) 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. co -/ I 002141 51002N 1 M-3x4 k y ). J- 1-00 6-00 1-02 PROVIDE FULL BEARING;Jts:2,5,3,41 /' ����,o PR°fiFss JOB NAME . 5019-D POLYGON - J6 Scale: 0.4593 ���0 �\AG,IN�FR /°�,9 WARNINGS: GENERAL NOTES,unless otherwise noted: °f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4110111 Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. •+� - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V h is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheath) C)and/or d ll BC. >\ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging r lateral brng required sheathing re a shown++ ( ) '5r OREGON, R 2Q � ' 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1�V p 1 SEQ. : 6203149 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, xl,7 Y TRANS I D: loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ir PAUL R\ fabrication,handln shipment and Installation of components. necessary. g. P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII I 1 Hill IIII 11111 lIi IIll IIII TPINVTCA In BCSI,copies of which will be furnished upon request. Digit coincideInditwith joint tecenter hnes. EXPIRES:,ars,/2016 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11.)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II0HIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-266) 237 3-4=( -90) 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 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) 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" 4 -, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" � ( MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" I MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.6" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.6" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 7 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. r M I 1111 O -/ 0 1/ M-3x4 J, ), J, 1-00 6-00 2-04-06 [PROVIDE FULL BEARING;Jts:2,5,3,41 ����° PROress JOB NAME •. 5019-D POLYGON - J7 Scale: 0.4136 k� �NGIN .'9 2 i 17 WARNINGS: GENERAL NOTES,unless otherwise noted: ,�'/ 6•J 8 w 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: J7 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. ,e1 -. ,x...........46.......-... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/ !� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '74z.OREGON DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2O!�Q` 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. V SEQ. : 6203150 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 'q A Y 1 •.1` design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 418660 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 SPR UL F;\ fabrication,handling,shipment and Installation of components. necessary. 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 1101 I 011110 VII ILII VIII VIII IIII IIII TPIANTCA in BCSI,copies of which will be famished upon request, Digit coinciae with Jof pate inr nche. EXPIRES: ,2/3�/201s 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) IIII II 1IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-318) 286 3-4=(-102) 45 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -23/ 376V -106/ 2B4H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -249/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.8" -52/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 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 = -0.004" @ 9'- 6.0" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.0" 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=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=l.6, o II Truss designed for wind loads o in the plane of the truss only. olo rn o I o 10,1///-3X4 , y ), 1-00 6-00 3-06-12 (PROVIDE FULL BEARING;Jts:2,5,3,4f '���� P R°fiesS JOB NAME : 5019-D POLYGON - J8 �� �NGIN �14 Scale: 0.3838 414 ,17 WARNINGS: GENERAL NOTES,unless otherwise noted: CC /, ::782'1 E l 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 8 and Warnings before construction commences. building component.Applicability of design parameters and proper ty 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 W DES. BY: B$ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)(TC and/or drywall(BC). 'y7 OREGON g ) rywall(BC. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . 4,0 2� Cj` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, RY 1 ��` SEQ. : 6203151 _�t V design loads be appled to any component. and are for"dry condition"of use. TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If pA U L„ TQ�, necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101 VIII IIII)IIII(IIII VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. it coincideIndictwith Joint ate in inches. EXPIRES: 12/31/2016 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) II IIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF ff1&BTR SPACED 24.0" O.C. 2-3=(-373) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=1 -55) 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" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -128/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.102" lif MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 system and components and cladding criteria. r- o Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ii d. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c, load duration factor=1.6, cn Truss designed for wind loads in the plane of the truss only. rn .-1 ' I01 II 6"'"="" 0 1 M-3x4 J., ), y y 1-00 6-00 4-09-03 [PROVIDE FULL BEARING;Jts:2,6,3,41 -<�'�° PROfi�ss JOB NAME : 5019-D POLYGON - J9 1, ..x.- FR >o Scale: 0.3535 �� 'L9 tr / :'78 E r 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 Truss: J9 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. il 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 v (0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). If/1/0 � OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /1/j, 2� �C�` 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v SEQ. : 6203152 /6) 'l R Y 1 b design loads be appied to any component. and are for"dry condition"of use. TRANS I D: 418660 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 ir PA UL fabrication,handing,shipment and installation of components. necessary. 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 111111011111111111011111011111 TPIANTCA in BCSI,copies of which will be furnished upon request. it coincidedtwith joint te In che. EXPIRES: 12/31/2016 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) II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-411) 381 3-4=(-191) 139 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.6" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ti 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'- 10.8" MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.8" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 I load duration factor=l.6, Truss designed for wind loads CD I in the plane of the truss only. hl o M '-1' o I M-3x4 ; ,l ), y 1-00 6-00 5-11-09 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 et.,G1Ne., �0 P R°FRSsJOB NAME : 5019-D POLYGON - J10 Scale: 0.3200 (V � 9 /°'�'.s, •• WARNINGS: GENERAL NOTES,unless otherwise noted: ✓�f �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper Yf 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �r' 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: B S2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by V 40 Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or fI OREGON 0', DATE: 3/11/2015 ng(f s drywall(BC). 15. the overall structure is the responsibility of the building designer. 3.Zr2x Impact bridging or lateral bracing required where shown++ -yj, 2 �yQ` 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 L5 1 !.C' SEQ. : 6203153 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, /4L r 7 ` k, TRANS I D: 418660 design loads be apphed 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 all supports shown.Shim or wedge If PA U necessary. 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 IIHI 1111 VIII liii VIII VIII 11111 11111111 TPINVECA in BCSI,copies of which will be furnished upon request. git coincidewith joint tecenter Ines. EXPIRES: 12/31/2016 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) II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-455) 428 3-4=(-247) 190 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -78) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 393H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -170/ 240V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 2.0" -61/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ;i 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 = 0.068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 1.3" 4 MAX HORIZ. TL DEFL = -0.008" @ 13'- 1.3" DESIGN ASSUMES MOISTURE CONTENT DOES o ;; NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, 3 c:, Truss designed for wind loads 1 in the plane of the truss only. y+ rn r 0 6•' M-3x4 1-00 6-00 7-02 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-D POLYGON - J11 �� �NG►Ne. FR o Scale: 0.3060 �� �17 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 Truss• J11 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. I s -�...:-. -= 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 t,," 40 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A q OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L,, 4/e/ 2 4.No load should be applied to any component until alter at bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6203154fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, 'Shp 4 R Y 15 design loads be appied to any component. and are for"dry condition"of use. TRANS I D: 418660 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 AA U L �\d fabrication,handing,shipment and installation of components. necessary. 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 VIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint te in nche. EXPIRES: 12/31/2016 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) III II VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-480) 452 3-4=(-274) 218 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -94) 68 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -156/ 413H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -192/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) 13'- 9.6" -75/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 5 _, 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 = 0.070" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.079" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.009" @ 13'- 8.9" MAX HORIZ. TL DEFL = -0.009" @ 13'- 8.9" DESIGN ASSUMES MOISTURE CONTENT DOES 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. /i Design conforms to main windforce-resisting 12 ' system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fnload duration factor=1.6, 1 Truss designed for wind loads CD in the plane of the truss only. 3 ,-, y co V't MMMIMMIMMIMMMIIIMM M-3x4 ; y y 1-00 6-00 7-09-10 PROVIDE FULL BEARING;Jts:2,6,3,4,5] <c4.,0 PROfit,S' JOB NAME : 5019-D POLYGON - J12 Scale: 0.2877 ��� �`���"��'� °-o. 17 01: WARNINGS: GENERAL NOTES,unless otherwise noted: E r 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 Truss: J 1 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 01 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. g x^-"`�'^�^... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A 174/4/ 9,,OREGON Q DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y /I 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -V Al p v 16j !¢ SEQ. : 6203155 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, r 'V TRANS I D• 418660 design loads be appied to any component. and are for"dry condition"of use. A ,\-.4 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A U L necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be Tarnished upon request, lines coincideinditwith joint tecenter nche. EXPIRES. 12/31/2016 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) HHHII 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=(-21) 39 6-5=( 0) 17 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-108) 0 6-7=( 0) 0 5-3=( 0) 54 WEBS: 2x4 KDDF STAND 3-4=( -20) 33 5-8=(-35) 59 3-8=(-61) 36 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 300V -27/ 91H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -123/ 91V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 2-04-06 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T I'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" 12 MAX LL DEFL = -0.002" @ 1'- 7.4" Allowed = 0.089" 10.00 7 MAX LL DEFL = 0.000" @ 5'- 4.8" Allowed = 0.159" MAX TC PANEL TL DEFL = 0.003" @ 0'- 11.3" Allowed = 0.140" MAX BC PANEL TL DEFL = -0.011" @ 3'- 4.1" Allowed = 0.206" 4 -/ MAX HORIZ. LL DEFL = 0.002" @ 5'- 4.8" M-9x6 MAX HORIZ. TL DEFL = 0.003" @ 5'- 4.8" 3 0 , DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. leo 00 Design conforms to main windforce-resisting ' system and components and cladding criteria. M-3x4 1� Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r, 8 1�� o load duration factor=1.6, m M-3x4 I M-3x4 End vertical(s) are exposed to wind, o o Truss designed for wind loads I /- ��� 6 7 -/o in the plane of the truss only. 0 1 M-3x5 1 1, /, 1-06-12 4-05-04 /, y y y 1-00 1-08-08 4-03-08 1, 1, )' 1-03-04 3-00-04 1, .1 6-00 PROVIDE FULL BEARING;Jts:2,4,81 JOB NAME : 5019-D POLYGON - J2C 7,4 \5Scale: 0.575417 WARNINGS: GENERAL NOTES,unless otherwise noted: f 782 E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: J2 C 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. .01 =�== 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibilityof the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v (ry continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9 OREGON Ks DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •• 4/0 2� �'- 4SEQ. : 6203156 .No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .rf 5) "lay 15 V` fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: 418 6 6 0 design loads be applied to any component. and are for"dry condition"9 use. P� g • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beano at all supports shown.Shim or wedge if ir PA U L P'\ necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101 I VIVID VIII VIII VIII VIII IHI IIII TPINVTCA in BCSI,copies of which will be furnished upon request. it coincide with jointacenter lines. EXPIRES: /31/2016 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • IIHDII 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=(-47) 77 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-162) 33 5-7=(-65) 103 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -8) 35 3-7=(-123) 77 LOADING TC LATERAL SUPPORT <= 12"OC. UON. 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 344V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -84/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 6'- 0.0" 0/ 96V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-06-12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' f MAX LL DEFL = 0.004" @ 2'- 10.0" Allowed = 0.149" MAX TL CREEP DEFL = -0.006" @ 2'- 10.0" Allowed = 0.199" 12 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 10.00 7 4 -, MAX BC PANEL TL DEFL = -0.010" @ 3'- 9.5" Allowed = 0.163" M-4x6 MAX HORIZ. LL DEFL = -0.006" @ 5'- 8.5" 3 1 MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.5" �� DESIGN ASSUMES MOISTURE CONTENT DOES �/ NOT EXCEED 19% AT TIME OF MANUFACTURE. � Design conforms to main windforce-resisting iiiihi 0o system and components and cladding criteria. 0 I `N Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, v Truss designed for wind loads M-3x4 �� in the plane of the truss only. ►.t7 -/ -1 rn o ,-I A- m M-3x4 M-1.5x3 r- o I I ►�30 6 �o 0 M-3x5 'PROVIDE FULL BEARING;Jts:2,4,7' b y y 2-10 3-02 1, 1 I ), 1-00 2-11-12 3-00-04 .1 1 6-00 ��g� 13 P R OFEss JOB NAME : 5019-D POLYGON - J3C Scale: 0.5868 ���� �NGINd ...:,9 �0�9 WARNINGS: GENERAL NOTES,unless otherwise noted: /f •782' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and property 11 2.2x4 compression web bracing must be installed where shown I. 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• BS is the res nsibili of the erector.Additional bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / v >\� responsibility permanentcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -}y�OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ U 2O 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. 1, ,4 RY A 6 ((,c S E Q. : 6203157 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, t TRANS I D: 418660designloads be applied to any component. and are for"dry condition"of use. 6. �i 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if Pq U LR` necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1131111111111111 TPIANfCA in BCSI,copies of which will be furnished upon request. it coincidewith joint ate inrnche. EXPIRES: 2/31/201 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II II I IIII 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=( -75) 112 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-204) 39 5-7=(-102) 149 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -42) 40 3-7=(-178) 122 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 378V -53/ 153H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.4" -74/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 6'- 0.0" -10/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-09-03 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,? ,' MAX LL DEFL = 0.007" @ 2'- 10.0" Allowed = 0.209" 4 -, MAX TL CREEP DEFL = -0.009" @ 2'- 10.0" Allowed = 0.279" MAX LL DEFL = 0,000" @ 0'- 0.0" Allowed = 0.039" 12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" 10.00 7 0 MAX HORIZ. LL DEFL = -0.010" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 5'- 8.5" M-4x6 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 r, Design conforms to main windforce-resisting # I system and components and cladding criteria. 1666._ CD 01 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, MI6\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 ii il rn r.-, ►��7 to o _ MI M-3x4 M-1.5x3 of ►�� 6 o M-3x5 PROVIDE FULL BEARING;Jts:2,4,71 J., y y 2-10 3-02 .1 ), 1, ), 1-00 2-11-12 3-00-04 b /, 6-00 JOB NAME : 5019-D POLYGON - J4C .� �NGINE � 'o Scale: 0.5258 SLC? 2"37 WARNINGS: GENERAL NOTES,unless otherwise noted: ,' 782 E r" 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 4 C and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. A` - ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 40 bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'y� OREGON 's DATE: 3/11/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �, ZO �Cj` 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. ,A non-corrosiveSEQ. : 6203158fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, 7i9 "1 Ry 15 _` design bads be applied to any component and are for"dry condition"of use. V TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full hearing at all supports shown.Shim or wedge if pA U L �� fabrication,handling,shipment and installation of components. necessary. 9, p po 7.Design assumes adequate drainage is provided, 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIHI IIII HID liii I II VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIDQ I III 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=(-111) 145 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-237) 53 5-7=(-151) 194 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -72) 56 3-7=(-232) 180 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 399V -66/ 184H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.5" -30/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) 5'- 11.6" -60/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.009" @ 2'- 10.0" Allowed = 0.254" 4 MAX TL CREEP DEFL = -0.012" @ 2'- 10.0" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.014" @ 5'- 8.5" 'v MAX HORIZ. TL DEFL = 0.015" @ 5'- 8.5" 12 DESIGN ASSUMES 10.00 7 NOTEXCEED19% ATITIMEECONTENT OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 0 load duration factor=l.6, 1 End vertical(s) are exposed to wind, Truss designed for wind loads 4111110.4444404 in the plane of the truss only. 111.11611111. Iirn rn 7► �O iii- A [� o M-1.5x3 0 m M-3x9 I ► 6 -o 0 M-3x4 M-3x5 'PROVIDE FULL BEARING;Jts:2,7,4' )' 2-10 3-02 y ), y y 1-00 2-11-12 3-00-04 i, y 6-00 ��.. PRox�ss JOB NAME : 5019-D POLYGON - J5C Scale: 0.4668 �� ,,GINdc .. WARNINGS: GENERAL NOTES,unless otherwise noted: 17 ���w E 1.Builder end erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 4" w 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. r' w, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v �4j Po h 9 continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). OREGON DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '2j -y/, rL� 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. 9,4 v,Q R 5 � SEQ. : 6203159 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, t TRANS I D• 418 6 6 0 design loads be applied to any component. and are for"dry conditionof use. • 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 fr '°A U L necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIHI IIII VIII VIII I II VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincideindictwith Jointanr che, EXPIRES:,2/31Ito, 9.Digits indicate size of plate in inches, M)Tek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIID IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=( -93) 136 7-6=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 56 6-8=(-126) 182 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-151) 114 3-8=(-217) 150 LOADING 4-5=( -54) 22 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -30/ 390V -79/ 216H 5.50" 0.62 KDDF ( 625) 5'- 8.5" -26/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -125/ 198V 0/ OH 1.50" 0.25 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.0" -6/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7-02 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 -, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 10.0" Allowed = 0.254" �� MAX TL CREEP DEFL = -0.011" @ 2'- 10.0" Allowed = 0.339" Ij 4 MAX HORIZ. LL DEFL = -0.012" @ 5'- 8.5" 12 MAX HORIZ. TL DEFL = 0.014" @ 5'- 8.5" 10.00 0 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 'n system and components and cladding criteria. r Q Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, ir Truss designed for wind loads 4444444444 in the plane of the truss only. t i ' 11 cm - 1 d it o M-1.5x3 o r r '� M13x4 0 o I M-3x4 M-3x5 1, ), y 2-10 3-02 i, ). ' 1, 1-002-11-12 4-02-04 y y y 6-00 1-02 PROVIDE FULL BEARING:Jts:2,8,4,51 .y 0 PRQpFss JOB NAME : 5019-D POLYGON - J6C Scale: 0.4028 �� ENGIN '°�.37 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 Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. -a- --+•== 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at w DES. BY: BS is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 1p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q OREGON ',DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4//. 20 �Q. 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. V 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!9 R Y 5 _t design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 418660 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 P U L �` fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is porovided. 6.This design is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MIN VIII VIII VIII VIII VIII VIII lID 1111 TPINVTCA in SCSI,copies of which will be furnished upon request. it coincideIndictwith joint ate Inr che. EXPIRES: 2/31/2016 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIHO I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 v 3 -1 t 0 M 2 u-f co r---:-.1—:-----/—;/ / M-3x4 J‘ . y 1-00 8-06 JOB NAME : 5019-D POLYGON - P1 Scale: 0.6490 NJ ��GINE�'9 %t. C -� WARNINGS: GENERAL NOTES,unless otherwise noted: / �� E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �.:0§52:;...7. y Truss: P 1 and Warnings before construction commences. building component.Applicability of design parameters and proper fY,✓�/ 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: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c•respectively unless braced throughout their length by v h P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7/1/0 f��OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /, 2 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -$1 COY tj SEQ. : 6203161 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, +7 V TRANS I D• 418660 design loads be appied to any component. and are for"dry condition"of use. A � • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A U L necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 VIII HI II IIII 1111111111E1111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. it coincideIndtwith joint ate inrnche. EXPIRES:12/31/2016 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) IHD DVI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -11- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" 4' '( 4' MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00C,- M-1.5x3 DESIGN ASSUMES MOISTURE CONTENT DOES 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in r+ in the plane of the truss only. r-, 0 I ro un I o� 1 2 - - g5 - M-3x4 M-1.5x3 ; ), y 8-02-04 0-03-12 1-00 8-06 ���'cO P R opS. JOB NAME : 5019-D POLYGON - P2 Scale: • 0.5490 � wo ,�� �CNGIN��6, I 17 WARNINGS: GENERAL NOTES,unless otherwise noted: ;'/ 4a782 E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: P 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Ali'..,f,',/' , 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. `tt��f vR -. ... 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' BS2'o.c.and at 10'o.c,respectively unless braced throughout their length by l v 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / OREGON 's DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ :5, 4.0 2� �� 4SEQ. : 6203162 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t� ,�i4 17 Y1 •` 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, p G design loads be applied to any component. and are for"dry condition"of use. v TRANS I D: 4 18 6 6 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 pR U L �\ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111101 101 I Iliii I I DIII I III 1111 TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/31/2016 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-1986(MiTek) IIThHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 479V -12/ 83H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.205" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.4" Allowed = 0.307" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.1" 6.00 3 " MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.1" DESIGN ASSUMES MOISTURE CONTENT DOES if NOT EXCEED 19% AT TIME OF MANUFACTURE. 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c) load duration factor=1.6, (� Truss designed for wind loads M-3x4 in the plane of the truss only. I - - 0 I o,'- 2>1I 42>-<:: 1 J., J, y y 1-08 2-00 1-03-13 (PROVIDE FULL BEARING;Jts:2,4,3I KN. PROFte, JOB NAME : 5019-D POLYGON - SJ1 Scale: 0.8274 ���c �r1GINE.L.- WARNINGS: GENERAL NOTES,unless otherwise noted: J :a 782 E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual T r u s s: S J 1 and Warnings before construction commences, building component.Applicability of design parameters and proper �f 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. I' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (..- OREGON to is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "f7 OREGON DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4j, 2� �Q 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -f/ ,tt 17 Y 1 fD SEQ. : 6203163 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'�/ TRANS I D• 418660 design loads be appied to any component. and are for"dry condition"of use. V • 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA U L ` necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIHI VIII VIII VIII I III VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. it coincidendictwith jointaIn che. EXPIRES: 12/31/2016 9.Digits indicate size of plate In inches. Muck USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • IIOHllflI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.8" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-117) 53 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -97/ 461V -25/ 134H 5.50" 0.74 KDDF ( 625) 1'- 9.2" -65/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 7.8" -75/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL - -0.001" @ 6'- 7.1" MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.1" 12 3 -, 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. �II i1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, .-1 Truss designed for wind loads i in the plane of the truss only. GD 0 rh M-3x4 r..i .--r,- CD I O� 2I11 4��� 1 1-08 2-00 4-07-13 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5019-D POLYGON - SJ2 Scale: 0.5726 �c?� -NGPROp °*.� WARNINGS: GENERAL NOTES,unless otherwise noted: ,782 E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper f 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: BS 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 t.",. h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). }1 OREGON ), DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �v j (75)(75) �T 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.SEQ. : 6203164 fasteners are complete and at no time should arty loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. J4 AIR Y 16 -t design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 418 6 6 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Tull bearing at all supports shown.Shim or wedge if r-A U L i, fabrication,handling,shipment and Installation of components. necessary. g p po 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 IIHI I III VIII VIII VIII VIII VIII III 1111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincidewith joint center che. EXPI RES: 12/31/2016 9. Digits indicate size of platetein 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) 111111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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 #1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 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" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T ' MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00[7. MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 -, 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, 1/Hililo--- 1.1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o a, Truss designed for wind loads o I in the plane of the truss only. 0 0 N Ch f-- 1 o M-3x4 ), ,L 1-00 2-00 [PROVIDE FULL BEARING;Jts:2,4,31 "<<.-,,`cO PROFFss JOB NAME : 5019-D POLYGON - SJ3 Scale: 0.6926 �NGINEFR 'o�.57 WARNINGS: GENERAL NOTES,unless otherwise noted: / :'78 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: S J 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. +r' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at40 DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). q�OREGON O''` • DATE 3/11/2015 the overall structure is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ �• �^ (1. <i 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor.SEQ. : 6203165 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 r'tI 1 V ` TRANS I D• 418 6 6 0 design loads be appied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if it- PAUL R\ NI necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII 010 VIII ill VIII VIII IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. it coincide with Joint te center nche. EXPIRES: 2/31 Igo 9.Digits Indicate size of plate In inches. MJTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IID IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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" 12 3 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" IMAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, OD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, r> Truss designed for wind loads in the plane of the truss only. M-3x4 cn o 0 o ►T1 4►T� 1 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,31 ..c N.- PRO��SS JOB NAME : 5019-D POLYGON - SJ4 �� �NGIN�FR 'o Scale: 0.6431 �� c 2'S7 WARNINGS: GENERAL NOTES,unless otherwise noted: r� ~e 78 w E r' r 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual410 Truss: S J4 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: BS 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 v h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A "p' OREGON ', DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `� �, 2Q �Cj" 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibiNty of the respective contractor. SEQ. : 6203166fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, '7,9 Al A 1' A S ` design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 418660 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 ir PA U L fabrication,handing,shipment and Installation of components. necessary. 9 P 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 111101 I III IIII VIII(IIII HII VIII 1E111 TPINVI cA in BCSI,copies of which will be famished upon request. it coincidendtwithzjoint anr Ines. EXPIRES: 12/31/2016 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) lIHI III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1-11-11 KOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing 1 '1 (LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" 10.00 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ 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, I Truss designed for wind loads in the plane of the truss only. rn 0 i O O N 01 c_ O PIAIMIIIIMIIIM O/- 1�� 31� M-3x4 ,1 ,1 2-00 PROVIDE FULL BEARING;Jts:1,3,2j JOB NAME : 5019-D POLYGON - S J5Scale: 0.7796 t.,.�`� �NOINEF� °2� WARNINGS: GENERAL NOTES,unless otherwise noted: �� :4,78 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: S J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d all BC. '• �sR ) m+ ( ) 9 OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' • -j/-"gay q.• �Q` 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. ,g a Y 1 SEQ. : 6203167 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� n`�`V design bads be appied to any component and are for"dry condition"of use. P ` TRANS I D: 418660 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 U L necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 TPIANTCA in BCSI,copies of which will be furnished upon request. it coincideiditwith joint te In Ines. EXPIRES: 12/31/2016 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) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-90) 74 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 129V -39/ 93H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -32/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -72/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 10.00 V AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. IDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a' Truss designed for wind loads cpi in the plane of the truss only. co 0 ri M-3x4 M Q' O o l►�� 3►�� )' y 2-00 1-11-11 PROVIDE FULL BEARING;Jts:1,3,21 ��-?oo Op4. JOB NAME •. 5019-D POLYGON - SJ6 Scale: 0.6361 �r�`. '..G�N��9 /02"7 WARNINGS: GENERAL NOTES,unless otherwise noted: ', 8 ". 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: SJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /' s-- �" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by t,,. !n continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 7 OREGON '- DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 15' "1' 2Q 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. : 6203168fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 919,E'4 RY .1 NI design loads be applied to any component. and are for"dry condition"of use. TRANS I 418660 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if -A U L R fabrication,handin,shipment and installation of components. necessary. g p po 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 III IIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPINViCA in BCSI,copies of which will be famished upon request, Digit coincidewith Joint anrche. EXPIRES: 12/31/201 9.Digits indicate size of platete in inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MiTekl) MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-410 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46042160 thru R46042189 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. P R 7GlN4\ 83640PE -v OREGON 0-yo 04RY 12,2O\-\ O SOON Di• il ture EXPIRATION December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46042160 PL15-410_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:35 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-huOn6uBARNZdmzBuephdGZCS83xUo0d2pG3Aj2yCcwl 1-0-0 1.15x3 II 1 3x4= 5 2 Scale=1:13.2 U 0 0 '�Irr ■ _y 4 =' 3 1.5x3 I I 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 '*"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress!nor NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:3-4=10,1-2=-100 Concentrated Loads(Ib) Vert:5=277(F) -\(c PROFF`S �c?;� `NC,1NEE'9 /�2 .640PE �r ro►► -v ORE lir ON Cay°Coq R Y 12 q-• \-\ ° sOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek0 connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall �{ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/iP11 QuaMy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042161 PL15-410_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:37 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11 dGWXXaDRy_pLOHLGIEk5L_IrvsX7GsYLHaYHoxyCcwG 0-1-8 H I 1-0-0 1 9-7-111 1-2-0 1(3-8-711 1-2-0 1 P-11-131 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 II 5x6 I I 4x6 II 5x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 O /.0\fi/\ o N NI_ ��TT • NA-' e 0 C- - I� CA MI 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 II 6x8 II 6x8=3x6 FP= 5x6 II 5x6 II 3x6 FP=5x6 II 6x6= 6x6= 6x6 = 5x6 II 1.5x3 = 11-8-3 I 10-6-3 1-11 1 234-0 I 10-6-3 7-0 11-11-13 0-7-0 Plate Offsets(X,Y)- [33:0-3-0,0-0-01,[35:0-3-0,0-0-01,141:0-1-,0-0-81,[42:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0,19 34 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0,30 34 >946 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 41=1737/0-5-4,26=1459/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2051/0,3-4=-2051/0,4-5=3812/0,5-6=-3812/0,6-7=-5347/0,7-8=5347/0, 8-9=-5347/0,9-10=6065/0,10-11=6065/0,11-12=-5950/0,12-13=5950/0, 13-14=5686/0,14-15=5686/0,15-16=5170/0,16-17=5170/0,17-18=-4309/0, 18-19=-4309/0,19-20=4309/0,20-21=3117/0,21-22=3117/0,22-23=1698/0, 23-24=1698/0 BOT CHORD 40-41=0/1092,39-40=0/2962,38-39=0/4608,37-38=0/4608,36-37=0/6012,35-36=0/6065, 34-35=0/6065,33-34=0/5950,32-3340/5950,31-32=0/5461,30-31=0/4820, 29-30=0/3743,28-29=0/3743,27-28=0/2438,26-27=0/906 WEBS 2-41=-2000/0,2-40=0/1848,4-40=1755/0,4-39=0/1638,11-34=-268/0,24-26=1676/0, 24-27=0/1526,22-27=1425/0,22-28=0/1308,20-28=-1207/0,6-39=-1533/0, 6-37=0/1423,9-37=1354/0,9-36=0/258,20-30=0/1090,17-30=985/0,17-31=0/673, 15-31=562/0,15-32=0/433,13-32=-493/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. �, �d P R OF'Cs 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �CrC?`Co ANG ti NEF9 /0?� of bearing surface. y 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to c- 8 .40 P E be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. dlIPP 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-5-12,and 177 lb down at 16-0-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. O 8)In the LOAD CASES)section,loads applied to the face of the truss are noted as front(F)or back(B). 7 OR ON r. ti 20 LOAD CASE(S) Standard C'''(-) RYA 2 O � 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 soO� Uniform Loads(ptf) Vert:26-41=-8,1-25=80 Digital Signature Concentrated Loads(Ib) Vert:9=965(B)17=-177(B) EXPIRATION DATE: 12-31-16 December 4,2015 P 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1V111- Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.for general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cillos Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042162 PL15-410_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:38 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-5T3wIwD3jIxCdRwTJxFKuBgOnGxW7FoUVEIrKNyCcwF I 1-7-0 1 I 1-9-0 I Scale=1:17.8 6x6= 3x6 II 3,6 II 3x6 II 3x6 II 3x6 II 1 11 2 3 4 12 5 13 6 e n e q g N N k e e e Ic,6 10 9 8 6x6= 5x6 II 3x6 II 6x6= 9-4-0 I I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1033/0,1-11=-770/0,2-11=-770/0,2-3=-770/0,3-4=-1123/0,4-12=1123/0,5-12=1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=-1068/0,5-8=0/476,48=-311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=-10,1-6=-100 �c 0 P R OF-66. Concentrated Loads(Ib) GINE 907_ Vert:4=-132(F)3= N F �132(F)2=-132(F)11=-276(F)12=-132(F)13=-132(F) c .�GJ 8 .40PE 9f i y7 ORE qNf7 o0 CyOC�gRY 12•o\-\ SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. hill• Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Wel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 __Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042163 PL15-410_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-ZfdlyFEh Uc33FbVftfmZRPNA2g9Qke0eku 1 OsgyCcwE 1 1-10-4 II 1-9-0 I 0-iji-8 Scale=1:41.8 1.5x3= 3x6 FP= 3x6 FP= 4x6 II 4x6 II 4x6 II 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 oe IJ W E� LJ LJ LJ ��� o 27 0 \ / \ / \ / \ 31 A °" e ''A 26 _ 25 24 23 22 21 20 19 18 17 1.5x3 II 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 23-11-12 23-11-12 Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1055/0,1-2=-1080/0,2-28=-1080/0,3-28=-1080/0,3-4=-2500/0,4-5=-2500/0, 5-6=-2500/0,6-7=-3276/0,7-8=-3276/0,8-9=-3416/0,9-10=-3416/0,10-11=-2918/0, 11-12=2918/0,12-13=-2918/0,13-14=-1785/0,14-15=-1785/0 BOT CHORD 23-24=0/1861,22-23=0/2951,21-22=0/2951,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=1373/0,15-18=0/1151,13-18=894/0,13-19=0/709,10-19=-438/0,10-20=0/266, 6-21=0/461,6-23=-637/0,3-23=0/904,3-24=-1104/0,1-24=0/1464 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. ��� P R OFF 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �CNG)NEz. Lyz_ LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 - 8 .40 P E -7 1"-- Uniform Loads OM Vert:17-25=-8,1-16=-80 Concentrated Loads(lb) Vert:28=20(B) v o -y ORE •N 0 C4, Lq RY A 2-,o\C� Li o soo14 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 iini A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based onlyupon parameters shown,and is for an individual building component.not ty a truss system.Before vse,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042164 PL15-410_UPPER FOS FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCdl1-ZfdlyFEhUc33FbVftfmZRPNCmglOkpdeku 1 OsqyCcwE I 1-2-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 L 0 a N 4 3 1.5x3 II 3x4= I 1-5-12 I 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incl. NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.18Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. rpR�FFS'sINEF /�40PE tet' r , 97 OREN o0 / , Ciq R Y 12-,O\C? V SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 ► AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. NI"Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property dunnage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042165 PL15-410_UPPER F07 GABLE 1 1 Job Reference(ootionaj) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:38:40 2015 Page 1 ID:c531KNt9S8dZANgLpvMEnZkyCdl1-2rBg9bFJFvBwtl4rOMHozcwNZ4eeTGNnzYnxPGyCc WD 0t8 Scale=1:39.4 3x6 FP— 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 0 t I 0 9 9 0 t 0 0 ' 2 0 t, 0 0 S a 42 0 0 d o N a a d a „ a 5 a a g ,a i 6 a a a o 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-140-_00 1 9-4-00 1 10-8-0 1 12-0-00 I 13-4-0 1 148-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 121-40 i 22-8-0 123-11-12 1-4-0 1-40 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 23-11-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. PR ROF� -\(<5'‘° � S0 ���\� ANG.40P�R / OZv -v OR SON 000 04,,0gRY V2.O\C? O SOON Digital Signature C EXPIRATION DATE: 12-31-16 December 4,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI" Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042166 PL15-410_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:41 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-W212NxGx0DJnUvf1_3o1 WgSZdT_uCjdwCBWVxiyCcwC 0- 8 Scale=1:38.9 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 o 5 9 9 S 8 0 q 9 o d _71= s 9 a 9 9 42 Yt g0 d N N a 41_o o c o a e a a o 4 e p o o i luuuuuuuuuVVVvvVvvvvv /vVVu- uvVV-VV uVuu�uuu� uuVuuuuuuu\ \,(Vv uu�uS< - 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 i 4-0-0 1 5-4-0 1 6-8-0 I 8-0-0 1 9-4-0 I 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 [ 17-4-0 I 18-8-0 { 20-0-0 i 21-4-0 I 22-8-0 123-8-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:111 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-8-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,34,33,32,31,30,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. r\o G1NE�,9 �O.4OPE mac" dir c. Or OR SON o. may,-, -1 R Y 12.eJA OAC? Li sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �w a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek' is always required for stability and to prevent collapse with possible personal injury and property damage. For gen_!ai gi+idcr.ue regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042167 PL15-410_UPPER F09 Floor Girder 1 1 Job Reference joptionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:42 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl l-_EJQaH GZnXRd62 E EYnJG21?fptJ Ux8a4QrG2T9yC cwB 2-6-0 I I 1-8-12 I I 1-8-12 I 01113 Scale=1:17.6 3x4 II 3x4= 1.5x3 II 3x6= 3x4 = 1 2 3 4 5 o , 0 e e I e — 11 1.5x3 = d d 0 N N = 1.5x3 = 10 o e 9 8 7 6 1.5x3 I I 3x6 = 3x5= 3x6= 7-2-129.4-0 I I 7-2-12 2-1-4 Plate Offsets(X,Y)— [1:Edqe,0-1-81,[5:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc% NO WB 0.18 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 9-4-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=118/7-4-4,8=204/7-4-4,7=999/7-4-4 Max Uplift 9=-34(LC 4),8=-74(LC 4) Max Gray 9=183(LC 3),8=340(LC 3),7=999(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/280,34=0/280,4-5=0/500 BOT CHORD 7-8=-500/0 WEBS 4-7=-507/0,2-8=-381/0,4-8=0/339,5-7=-699/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 9-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5kEpPROre LOAD CASE(S) Standard `� SrS' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �,-N ANG NEF/9 u/.-,"7 Uniform Loads(plf) Vert:6-9=8,1-4=80,4-5=180(F=-100) 8 :4-OPE r" Concentrated Loads(Ib) Vert:5=-336(F) ...te 0 y OREN �� X/ Ciq R Y 12, \C? On 0 sooty Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability arid to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,devery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and BCSI Building Component li Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042168 PL15-410_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:38:42 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-_EJQaHGZnXRd62EEYnJG21?kKtK6xAr4QrG2T9yCcwB 1 2 3 4 5 6 Scale=1:12.8 ,e e e e e e 14 0 0 ry • e _ — 13 e e e e o e ♦..............•.................................... 12 11 10 9 8 7 1-4-0 I 2-8-0 4-0-0 I 5-4-0 I 6-2-12 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(LL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. • (<-')`° R 0FF6 's 8 ,4OPE --9 c--- i yq O ORE �o C �t✓qyR ,O\-\ sooty Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with MiTekt connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this desim gn into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITTPII Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. suite 109 __- Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042169 PL15-410 UPPER F11 Floor 12 1 Job Reference Lophonal) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdll-SQtpodH BYgZUkCoQ6UgVbFXsJHZngVCDfV?c?byCCWA 0-1-8 H I 1-8-12 I I 2-2-0 I 2-6-0 Scale=1:39.0 3x4 = 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 20 ,� \ Z—IN"--VNI411r "' NINO' VNININ44‘ a 0 N a ►� 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x8= 3x5= 3x6 = 3x4= 2-2-12 I 1-11-12 2-1 22-4-12 1-11-12 0-118 20-2-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.12 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.20 14-15 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-17. REACTIONS. (lb/size) 12=849/0-2-12,17=1434/0-5-8 Max Gray 12=878(LC 4),17=1434(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/411,2-3=0/411,3-4=1688/0,4-5=-1688/0,5-6=-2365/0,6-7=236510,7-8=1815/0,8-9=-1815/0, 9-10=1815/0 BOT CHORD 16-17=122/874,15-16=-122/874,14-15=0/2167,13-14=0/2232,12-13=0/1066 WEBS 1-17=-573/0,10-12=-1321/0,10-13=0/928,7-13=517/0,5-14=0/295,5-15=-642/0,3-15=0/1060,3-17=1289/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard P R OFC 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��NG(NE� 'LS' Uniform Loads(plf) Co Vert:12-18=-8,1-11=80 Concentrated Loads(Ib) 1C 8 ,40 P E 91--- Vert:1=-336(F) OP / -7 A.URE e N dir a.•. C 0. /Yr)l1gRY A2-'(-- 4• o soot Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI,: Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek' is always required for stability-and-to prevent collapse-'with possible personal injury and property damage. For general guidance regarding the _ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042170 PL15-410_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SQtpodHBYgZUkCoQ6UgVbFXtmHdGgcSDfV?c?byCcwA I 0-6-4 4x4 1-2-0 I I a8-7 .ixd A 1-2-0 1 I 0-6-1 I 1 2 3 4 5 4x4 = 6 Scale=1:12.9 J 13 0 4 N >e e e e s s e - 4x4 = 4* 12 11 10 9 8 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 I 4-11-4 I 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— [2:0-1-8,Edge],[4:0-1-8,Edgel,f5:0-1-8,Eddel.17:Edge,0-1-81,f10:0-1-8,Edgel,112:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. R ` REO P OFE`S" co ‘AGIN - .$ a40PE --44 � dir , 40111 ":"7�ORE 00 C�3,,CigRY 1Z_O� © SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ....- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury-.and property damage.For general guidance regarding the . fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPil Quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss 'Truss Type Qty Ply POLYGON R46042171 PL15-410_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14.38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SQtpodHBYgZUkCoQ6UgVbFXrvHbWga4DfV?c?byCcwA 1 0.6-4 1 1 1-2-0 { I 0-8-7 I I 1-2-0 11 1-5-1 1 2-6-0 Scale=1:16.4 1.5x3 II 4x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 H 1 2 3 4x4= 4 5 6 7 • • • • I e y 0 0 ry ee e e e A e e e 3x4= 13 12 11 10 9 8 1.5x3 II 1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 13-5-11 1 4-0-11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edgel,[9:0-1-8,Edgel,[10:0-1-8,Edgel,[13:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF StudlStd(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 3=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=-262/0,2-13=-620/0,3-10=0/446,6-8=-437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��. -� P R oFFss ..;. ANG I N EFR �'-' c 8 .40PE c--- W.W y2 OR SON o� 0'7/-\ R Y t -,\-\ O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 tl _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not tY a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D5B-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042172 PL15-410_UPPER F16 FLOOR 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:44 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdil-wcRB?zIgJ8iLLMNcfCMk8S41 thuiPuMNu919Y1 yCcw9 I 2-5-S II 2-fi-0 I Scale=1:40.5 1.5x3 I I 4x5= 1.5x3 I I 3x4 = 1.5x3 II 3x4— 1.5x3 II 3x4= 3x6 FP= 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 7 m e aN-7 e e e 0 - V 0 -7—N\1444N N -c, 18 17 16 15 14 13 12 1.5x3 I I 4x8= 3x6 FP= 3x5 = 3x5 = 3x8= 3x4= I 23-2-S 23-2-8 _ Plate Offsets(X,Y)— [1:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.20 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.33 14-15 >837 360 BCLL 0.0 Rep Stress Inc: YES WB 0.80 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=1015/Mechanical,12=1015/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-1009/0,1-2=1276/0,2-3=-1276/0,3-4=-2808/0,4-5=2808/0,5-6=-3111/0,6-7=-3111/0,7-8=2188/0, 8-9=-2188/0,9-10=2188/0 BOT CHORD 16-17=0/2177,15-16=0/2177,14-15=0/3100,13-14=0/2791,12-13=0/1252 WEBS 10-12=1552/0,10-13=0/1159,7-13=-748/0,7-14=0/396,5-15=362/0,3-15=0/782,3-17=-1117/0,1-17=0/1576 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. yED PROr c�� GVF � G.--) 04G .4OPE r Or illr `e- dr,L ORE o� 0 0. ,y, R Y 12,,_,\-\ Li O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. hill' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall R� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria.051-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45042173 PL15-410_UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:45 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd 11-Op_ZDJJS4SgCzWypDvtzggdBN5DT8MGW6pUi4TyCcw8 0-7-41 2-6-0 i 0-1.T8 Scale=1:40.7 4x6 = 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 m n 21 0 is 7 Ns xr d cved, iiiis. 7 N\SN...4 7 a �1►i Nsir m s- 20 SI 19 18 17 16 15 14 13 4x4 = 4x8= 3x6 FP= 3x5 cv 3x5= 4x6= 3x4 = 0-1 8 23-11-12 0-I1-8 23-10-4 Plate Offsets(X,Y)— El9:Edge,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1581/0,3-4=-1581/0,45=3040/0,5-6=-3040/0,6-7=-3266/0,7-8=-3266/0,8-9=-2265/0,9-10=-2265/0, 10-11=2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,1415=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=796/0,8-15=0/444,6-16=314/0,4-16=0/731,4-18=1077/0,2-18=0/1492, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. •�s 0 PROFA- �C ?�5 NGINEcR /�-V 8 .40PE f -ile Af -7 ORE •N po O3, CogRY A2.OAC' o SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek. is always required-for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Butte 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042174 PL15-410_UPPER F18 Floor 4 1 Job Reference(optionat) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:45 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-Op_ZDJJS4SgCzWypDvtzggdBU5Df8M7V pUi4TyCcw8 0-1-8 0-13-i3 2-6-0 Scale=1:40.1 6x6= 3x4 = 3x4 = 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 20 liN d d N ' N 47 • CIII 19 18 17 16 15 14 13 6x6 = 4x8 = 3x6 FP= 3x5= 3x5 = 4x6= 3x4 = I 23-8-0 I 23-8-0 Plate Offsets(X,Y)— [19:Edge,0-1-8],[19:0-1-8,0-0-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.21 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.35 15-16 >803 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.07 13 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:120 lb FT=D%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1032/Mechanical,19=1027/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1461/0,3-4=-1461/0,4-5=-2950/0,5-6=-2950/0,6-7=-3206/0,7-8=-3206/0,8-9=-2235/0,9-10=2235/0, 10-11=2235/0 BOT CHORD 17-18=0/2345,16-17=0/2345,15-16=0/3219,14-15=0/2862,13-14=0/1276 WEBS 11-13=1581/0,11-14=0/1188,8-14=-777/0,8-15=0/426,6-16=333/0,4-16=0/750,4-18=1095/0,2-18=0/1511, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. <<,WD PROFFss ��5 NGINEF.q z� 2 Q- 8 940P yr te , *yti ORE N oO CO,g C� ,yORY12,O\ • SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 it I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111▪ 1, Design valid for use only with Milek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the •• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042175 PL15-410_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14.38:46 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-s?YxQfK4rly3bgX?ndOCDt9PJUh2t_rfLTEGcwyCcw7 Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 0 0 0 e e 0 0 0 0 0 o d o N N 0 e o e o .e OI & 0 0 20 19 18 17 16 15 14 13 12 11 I 11-4-8 I 11-4-8 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 11-4-8. (lb)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. r8G �ED P R°Fe' sss,51 NER o2„144-OPE (-- 1W y,,y OR SON o0 C�yO Cog RY 12.o,C-\ soo1A Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Null Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek* ,is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46642176 PL15-410_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-s?YxQfK4rdy3bgX?ndOCDt9NOUhHt_gfLTEGcwyCcw7 1.5x p 0-7-12 I 2-6-0 105x3 I I 1 2 4x4= 3 Scale=1:13.0 • 0 0 ry 5 4X 4x4= 3.4= 0T1- 3-4-12 l 0-1-8 3-3-4 Plate Offsets(X,Y)— [5:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. D P R oFFss 8 .40PE i . OR SON 0y0 0q R s00N Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek• is always requied for stability and to prevent collapse with possible personal injury and property damage. For'general guidance regarding the r fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042177 PL15-410_UPPER F22 Floor2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14.38:46 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl l-s?YxQfK4rty3bgX?ndOCDt9NJUeOtvyfLTEGcwyCcw7 I 1-3-12 1 2-6-0 I Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 UO 6 0 \N._ 7,_,N _ 7,_.„44444Nis\_ 0 d d N kI 110 9 g A/ 3x4 = 3x5 = 3x5 = 3x4 = 0-1 14-3-12 0-1-8 I14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress'nor YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-977/0,3-4=-977/0,4-5=-1120/0,5-6=-1120/0 BOT CHORD 10-11=0/427,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/497,4-10=-264/0,2-10=0/682,2-11=-721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. icc),-;,6 PROFFs_ �NGINE�/4 c29 :..640PE r" Olt ri, 4111, -v ORE o 03 i1 f y A 2,o�� sooty Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ` ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personul injury and property demage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing at trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042178 PL15-410_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:47 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-KB6Jd?Kic34wCg6BLKvR15iXiuxecJLpa7zp8MyCcw6 10-8-4 i 1 2-6-0 I 0-1148 Scale=1:36.6 4x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 7.ik O e D \ Z 'SIN .•,,,o0, NN—V .N V ..NN ..z 20 O d N P o m 0 19 18 17 16 15 14 13 12 4x5 = 3x6 FP=3x6 = 3x5 = 3x8 = 3x4= I ___ 21-6-12 21-6-12 Plate Offsets(X,Y)- 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incl. YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-949/0,1-2=-414/0,2-3=-414/0,3-4=-2170/0,4-5=-2170/0,5-6=-2686/0,6-7=-2686/0,7-8=1975/0, 8-9=-1975/0,9-10=1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=495/0,3-15=0/908,3-17=-1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -\��Eo P R OFFss 8 94-OPE �("" 411., 0 -7,LORE •NQJ 0yO&gRY 12•oo \C? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11- Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall A '` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance ragarding the, • fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane ' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042179 PL15-410_UPPER F24 Floor Girder 1 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:48 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-pOgirKLKNN CngzhOu2QglI FgEIMgLs5ypnjNhoyCcw5 0-1-8 H I 1-8-12 1 1 2-0-8 1 2-6-0 I Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 3x6 FP= 3x4= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 20 \lir/#0"frAit •Zig A 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 INI ih i.,,,ti, i•••,,Aiiiih,I., 1.7 1.°. ,10,.c 0 O N N a 18 17 16 15 14 13 12 1.5x3 II 3x6 = 3x6 FP= 3x5= 3x5= 3x5 = 3x6= I 2-1-4 1 22-4-12 I 2-1-4 20-3-8 LOADING(psf) SPACING- 1-7-3 CS,. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 20-5-0. (lb)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/496,2-3=0/497 BOT CHORD 16-17=301/21,15-16=-301/21 WEBS 2-17=-303/0,1-17=694/0,3-15=-111/271,3-17=-364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard - �"\(C -D N�F�Ss/ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase-1.00 �,N �N F> O9 Uniform Loads(pff) Vert:12-18=-8,1-2=-180(F=-100),2-11=-80 8 .40 P E t--- Concentrated Loads(Ib) Vert:1=336(F) ..ice -7 ORE .N o0 Cy,.., Ry 12-O\C? Li SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 111111111.Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Cu Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citruse 109 Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042180 PL15-410_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:48 2015 Page 1 ID:c53KNt9S8dZ4NgLpvMEnZkyCdl1-pOgirKLKN NC ngzhOu2QglIFkOINSLuKypnjNhoyCcw5 Ole Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 o a 0 0 o o a 0 0 0 0 0 0= e a o a O a a N A _ _ _ _ - - - - - 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 1 4 0 4 2- 8-0 1 4-0-0 i 5-4-0 I 6-8-0 I 8-0-0 1 9-4-0 I 10-8-0 I 12-0-0 1 13-4-0 I 14-8-0 1 16-0-0 I 17-4-0 I 18-8-0 1 20-0-0 I 21-6-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 21-6-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ,�p,ED PR OFR. �C,�S �NG4N��R :4?..0___57r� ��OPEyy ORE•N �'~ C,y�GgNY 11*O CA 0 sooty Digital Signature ` EXPIRATION DATE: 12-31-16 December 4,2015 4 a a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2085 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �J a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web.and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Qualify Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042181 PL15-410_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:49 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-HaE42gMy8gKeS7GaSIxvrWnsCib64AU61 RSwDFyCcw4 110-4 1 2-6-0 I 0-48 Scale=1:41.5 4x6= 3x4= 3x4 = 3x4 = 3x6 FP= 4x5= 1 2 3 / ; :: 5 6 7 8 9 10 11 12 ii o ❑ d Z�/ N. Z N r, Nisiiii 0.,o 19 18 17 16 15 14 13 3x4 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 0-I1r8 24-4-12 I 0-1-8 24-3-4 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1782/0,3-4=-1782/0,4-5=3190/0,5-6=-3190/0,6-7=-3366/0,7-8=-3366/0,8-9=-2315/0,9-10=-2315/0, 10-11=2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=-1631/0,11-14=0/1238,8-14=-827/0,8-15=0/475,6-16=283/0,4-16=0/699,4-18=-1045/0,2-18=0/1464, 2-19=-1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -\<(-1LO PROFFS" ,..a ANG I N E'9 /O- Q 8 .40PE c--- ie i -v ORE qNJ7 0o C�yO Coq R Y,�2-,OAC? o sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. NI, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile k is always required for stability anddo prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042182 PL15-410_UPPER F27 Floor 2 1 Job Reference{optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-ImoSGONau_SV3Hrm0ST8NjK3g6?vpkOFG5CTIhyCcw3 I 1-7-4 I 2-3-0 I 0148 Scale=1.23.3 1.5x3 II 1.5x3 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 = 1 2 3 4 5 6 7 O O ON 1011/ NIIII%" •41/ IN- O N N 11 7 13 12 e o - 12 10 9 3x4= 3x5 = 3x5 = 3x4= I 13-5-12 I 13-5-12 _ LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Inc( YES WB 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=-958/0,5-6=-958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=783/0,6-9=0/450,2-10=01546,2-11=-697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. ' P R 0 FFss ,,,c,..;.:, 8 �40PE f y,LORE qo3 C�4,,Uq R Y Va,„\-\ so0\A Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent colkspse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042183 PL15-410_UPPER F28 FLOOR SUPPORTED GABL 23 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-ImoSGONau_SV3Hrm0ST8NjK5d621 poLFG5CT1hyCcw3 I 1-0-8 I 1.5x3 II 1 3x4 = 2 Scale=1:13.2 0 0 N 4 ♦.♦♦♦.♦.•�.� 1.5x3 II 3x4= J 1-3-8 D Q 3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -\��ED PREF-Ss mac;. ANG NE'9 vQ* 8 •40PE t---- 0 , -7A ORE � 00 0yO0gRY 12,,s\-\ O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN` Design valid for use only with Mick®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Owns Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042184 PL15-410_UPPER F29 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ImoSGONau_SV3HrmOST8NjK5k622poLFG5CTIhyCcw3 0-10-12 l 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 N N r 4 • •* 1.5x3 II 3x4= 1-1-12 03 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Inc( YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18,Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=28/1-1-15,3=28/1-1-15,3=28/1-1-15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���` P R 0Fe. 0 5 G4NEL.,'9 /�Z� ct" .40PE edir y..GREG o �yOCigY SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M flee. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042185 PL15-410_UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-ImoSGONau_SV3Hm10ST8NjK5x624poLFG5CTIhyCcw3 1.5x3 I I 1 454 = 2 Scale=1:13.3 0 0 ri ^1 4 3 1.5x3 II 4x4 = II 0-9-12 I 04-4 0-9-12 Plate Offsets(X,Y)— [1:Edge,0-1-81,[3:Edqe,0-1-8) LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina' YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=19/0-10-0,3=19/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P <C\ R OF�Ss 444 -7 :..640PE c-- dr dr dr -7,L OREo CyO Coq R Y 12-,OAC? sooty Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 1 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 141111'" Design valid for use only with MTek®O connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042186 PL15-410_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DzMgTMNDflaMhRQyaA_NwxtGNVOGYFbPV1y117yCcw2 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 • • ♦♦♦♦♦♦♦♦♦♦♦♦♦♦ ` 4 • Nav ♦����������� 1.5x3 I I 3x4= II 1-3-8 0-0-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. :. 640PE of OREC yO�q R Y 12 0 ��? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/012015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek. is always required-for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.USB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Il Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042187 PL15-410 UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DzMgTMNDflaMhRQyaA_NwxtGOVODYF3PVly 117yCcn2 1 2 3 4 Scale=1:13.0 0 0 N • 8 7 6 5 I 3-7-0 I 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �C?�5 �NG1fVEE-R ip2-57 8 940PE r —411.r. i -7 ORE `N .. C�'5•��''� Y 12.O�� SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component.not tall. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights — CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042188 PL15-410_UPPER F40 Floor Supported Gable 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl l-DzMgTMN DfIaMhR OyaA_NwxtGGVOGYFbPVIy 117yCcw2 0-9-12 1.5x3 I I 1 3x4 — 2 Scale=1:13.2 0 0 N ........ .....♦ice. .?..�.�.�./.. 1.5x3 II 3x4= 1-0-12 1-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-0-12 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=52/1-0-12,3=52/1-0-12,3=52/1-0-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. r8PRC33-4-F,440PE yr y ORE is � C�,yO CoqR Y1 OC? OSOO� Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Tek. is clways required for stebitty and to prevent collapse with possible personal injury and property damage. For general guidance regarding+h^ fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/ 1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane ANSI/M1 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042189 PL15-410_UPPER F41 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:52 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-h9wChiOrQbiDJb?97tVcS8PQAvkPHirYJPhagZyCcw1 1-3-8 15x3 i I 1 3x4= 2 Scale=1:13.2 0 0 N 4 �•ik. 1.5x3 II 3x4= I 1-6-8 1 1-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=78/1-6-8,3=78/1-6-8,3=78/1-6-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,((_w) P R QF6ss �G. ANG,N�'� /02-9 4z- 8 .40PE OP y ORE 40N A. O C�,yo Ciq RY 12-',JCS s001 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall �{ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Criteria,05I-89 and ICSI building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 3j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 a offsets are indicated. (Drawings not to scale) Damage or Personal Injury IN= Dimensions are in ft-in-sixteenths. liqk Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'/16„ wide truss spacing,individual lateral braces themselves TIEIL 141 14111114°P4Alli may require bracing,or alternative Tor I _ p bracing should be considered. ORMAN, Oz 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�e co.? C5-6designer,erection supervisor,property owner and plates 0-14v' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that .'",111°j#. Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. ■■■ reaction section indicates jointLIIM1.1.1 El number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. iii ilili40 18.Use of green or treated lumber may pose unacceptable ►_ environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal hill 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTell( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/IPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 J2 MAIN 12-7-15 Roseburg 7:55am A Forest Products Company 1 of 1 CS Beam 421.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 7 7 0 10 2 0 11 6 0 2930 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 238# -- 2 7' 7.000" Wall DFL Plate(625psi) 3.500" 3.500" 706# -- 3 17' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 889# -- 4 29' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 334# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 193#(145p1f) 45#(33p1f) 2 562#(421p1f) 145#(108p1f) 3 690#(517p1f) 200#(150p1f) 4 262#(196plf) 72#(54plf) Design spans 7' 4.375" 10' 2.000" 11' 3.375" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 801.'# 3640.'# 21% 23.95' Odd Spans D+L Negative Moment 935.'# 3640.'# 25% 17.75' Adjacent 2 D+L Shear 474.# 1420.# 33% 17.75' Adjacent 2 D+L End Reaction 334.# 1316.# 25% 29.25' Odd Spans D+L Int.Reaction 889.# 1935.# 45% 17.75' Adjacent 2 D+L TL Deflection 0.0580" 0.5641" L/999+ 23.95' Odd Spans D+L LL Deflection 0.0473" 0.2820" L/999+ 23.95' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Stmllig'� Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 .11 MAIN 12-7-15 4 Roseburg 7:53am M. .I-orest Products Compan} I of I CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 T T 17 8 0 O O 17 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 617# -- 2 17' 8.000" Wall DFL Plate(625psi) N/A 1.750" 617# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 475#(356plf) 142#(107plf) 2 475#(356plf) 142#(107plf) Design spans 17' 9.750" Product: DBL 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2750.'# 7280.'# 37% 8.83' Total Load D+L Shear 617.# 2840.# 21% 0' Total Load D+L TL Deflection 0.2633" 0.8906" L/811 8.83' Total Load D+L LL Deflection 0.2026" 0.4453" L/999+ 8.83' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663