Loading...
Plans (2) /30,/ ell / )c 16'2 O7s rzoiJ-0.322 Milek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 7-D 8 INCH TAILS ROOF DESIGN INFO 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: K4457340 thru K4457379 My license renewal date for the state of Oregon is December 31,2019. 7 ��,NPF GLNE4\ 89200PE r 4 OREGONNtx 44,/Q <O4k 1'4, 2.0 4 �FRRIL�- April 9,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 24-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 53 2- 8=(-732) 1837 3- 8=( -171) 249 2x6 KDDF #1&BTR T2 2- 3=(-2843) 875 8- 9=(-858) 2138 8- 4=) -70) 768 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-2678) 905 9-10=(-642) 1513 8- 5-) -471) 371 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 695 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0`- 0.0" TO 8'- 0.0" V 5- 6=(-1911) 738 9- 6=( -161) 1156 •. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 24'- 8.5" V 6- 7=( -126) 150 6-10=(-2571) 1016 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V 10- 7=( -394) 273 . BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -632/ 2946V -172/ 300H 5.50" 3.91 KDDF ( 625) , ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 24'- 8.5" -985/ 2651V 0/ OH 5.50" 4.29 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 8.0" 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/189 ** For hanger Specs. - See approved plans MAX LL DEFL = -0.000" @ 0`- -8.0" Allowed = 0:067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed..=' -0.089" MAX LL DEFL = -0.059" @ 13'- 3.8" Allowed = 1:190" MAX TL DEFL = -0.099" @ 13'- 3.8" Allowed = 1.586" SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = -0.023" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.035" @ 24'- 5.0" 7-11-11 16-08-13 4' ' .f Design conforms to main windforce-resisting 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 system and components and cladding criteria. 1' 4' 4597.309 4' 1' 4' Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, 12.00 V -M-6x6 -M-6x6 M-3x6 9 End vertical(s) are exposed to wind, T2 -/ Truss designed for wind loads • in the plane of the truss only. , )5x31Y 30 0 0 m roO • wl it '411111limaimmilli11111111111i211 -/ O 1 0 M-3x6 M-3x8 0.25" 9 M-4x6 *10 M-7x8(5) y • b y �< c0D PROP . 7-07-08 8-05-10 8-07-06 J, ), y tiNGINEF9 d/� 0-08 24-08-08 244 f 9200PE r JOB NAME : POLYGON 7-D - Al . Scale: 0.2330 WARNINGS: GENERAL NOTES, unless otherwise noted: O "V 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 indNltlual �7OREGON Truss: Al end Wamings before construction commences. budding component.Applicability of design parameters and proper 7/ If_ t� 2.?tr4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. /.� -17a1 ,` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be latently braced at <0 -7 y 14, 270 �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at IC?o.c.respectively unless braced throughout their length by `'Y s (r DATE: 4/4/2018 the overall structure is the responsibility of the building designee continuous sheathing such as ptywood sheathing(TC)andbr drywall(BC). /^.�, 3.24 Impact bridging or lateral bracing required where shown e \ n 1 SEQ.: K4 4 5 7 3 4 0 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. ractor. /�R 1. fasteners are complete and at no time should any bads greater than s.Design assumes trusses are to be used In a non<onosive environment, design bees be applied to ancomponent. and are for^dry condition"of use. TRANS ID: LINK gray 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipmentcomponents. snary. aoteslaneafonsset8.pDesign sshallbassumes adequate drainage iotrussea. April 9,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of fuss,and placed so their center TPINV7'CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches, Mock USA,IncJCompuTrus Software 7.6.8(1L)-E 10.For basic connector piste design values see ESR-1311,ESR-1988(MINN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1086) 404 8- 9=(-423) 891 8- 3=( -105) 453 BC: 2x6 KDDF #10BTR 3- 4=( 0) 0 9-10=(-300) 639 8- 5=( -289) 90 WEBS: 2x4 KDDF STAND; LOADING 3- 5=( -736) 331 5- 9=( -228) 238 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -789) 324 9- 6=( -118) 556 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -127) 149 6-10=(-1049) 376 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA = LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES). NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1045V -165/ 291H 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 24'- 8.5" -179/ 1078V 0/ OH 5.50" 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. II-- OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans IC VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 13'- 3.8" Allowed = 1.190" 9-11-11 14-08-13 MAX TL DEFL = -0.041" @ 13'- 3.8" Allowed = 1.586" f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-11-08 3-09-12 2-02-07 3-04-02 5-06-09 5-10-01 f f ,( ,r ,r ,r f MAX HORIZ. LL DEFL = -0.011" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.016" @ 24'- 5.0" 8-00 f f Design conforms to main windforce-resisting 4 system and components and cladding criteria. 12 12.007 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 End vertical(s) are exposed to wind, M-3x4 M-3x4 M-1.5x3 Truss designed for wind loads • 6 T2 6 7 in the plane of the truss only. M-1.5x3 111/HAI\VA L LI\t 0 0 0 I rn o Imo# I!MEMMEMMEMEMMEMMEM61 -/ 1* 8 9 10 o M-3x4 M-3x8 0.25" M-3x4 M-7x8(S) 1 ,1 b b '<<,'SD 7-07-08 8-05-10 8-07-06 � D P REOFFs NGiNF s/0y y `• R 224-08-08 44.1 9� :92 OP t JOB NAME : POLYGON 7-D - A2 Scale: 0.2412 WARNINGS: GENERAL NOTES, unless otherwise noted: o 1.Builder and erection contractor should be housed of an General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: A2 and wamins before construction commences. bolding component.A Applicability of tern and �� OREGON a �� g pp kyo design parameters proper Vi Nx 2.2x4 compression web bracing must be installed where shown+, incorporation of component lathe responsibility of the building designer. 3.Addkional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O DIY 14 2° 4 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at itl o.c.respectivety unless braced throughout their length by s continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). t � ��VVt DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ fit SEQ.: K4 4 5 7 3 4 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fun n.besting at all supports showshim or wedge it EXPIRES: 12-31-2019 fabrication,handling, necessary. fabrication, shipment and Installation of components. 7.Design assumes adequate Is provided. Ap III .7,2018 6.This design is furnished subJed to the limkatlons set forth by e.Plates shall be locatedd onon both laces of truss,and placed so their center TPIIWrCA in 8101,copies of which wig be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompaTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 988 1- 7=(-289) 938 7- 2=( 0) 277 5-10=(0) 279 BC: 2x9 KDDF#16BTR SPACED 29.0" O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8=(-476) 339 WEBS: 2x9 KDDF STAND 3- 9=( -589) 509 8- 9=( -57) 600 8- 3=(-390) 392 LOADING 9- 5=( -879) 609 9-10=(-216) 789 8- 9=(-189) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1229) 989 10- 6=(-215) 791 4- 9=(-197) 901 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 9- 5=(-480) 337 -" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -162/ 1038V -302/ 302H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 29'- 8.5" -162/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 1$ LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. of THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 11-11-11 0-09-02 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1.190'• f f f f MAX TL DEFL = -0.046" @ 13'- 1.8" Allowed = 1.586" 6-02-08 5-09-03 0-/10-09 5-07-12 6-02-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' -r 1' 12 12 MAX HORIZ. LL DEFL = 0.017" @ 24'- 3.0" M-4x6 M-5x6 MAX HORIZ. TL DEFL = 0.026" @ 24'- 3.0" 12.00 7 a 12.00 44=4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, 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. M-3x44.1111111p111 M-3x4 /A1116 Al & rn eig18 0 o - M-3x4 M-1.5x3 0.25" M-1.5x3 M-3x4 o M-5x8(Sr-3x4 p �• ). 6-00-12 ), 5-07-12 1 OS-04 5-06 ), 6-00-12 ,I, '���D PnQrrA y y :5 cNG1NEF,9CU`��OA- 24-O8-OB �� 2v 200PE C' JOB NAME : POLYGON 7-D - A3 Scale: 0.2202 l - ,•�►- WARNINGS: GENERAL NOTES, unless otherwise noted: Q CC 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and is for an individual Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper yG/ ,�, OREGON �� z.z.a 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 O Y 1 n 0 �� is the responsibility or the erector.Additional permanent bracing or 7 continuous and a[1 V o.c.rety unless braced Throughout their length by a 4 A edging ne such as plywood ing(TC)and/or tlrywall(BC). MER ��{vh DATE: 4/4/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•* - 'i SEQ.: K 4 4 5 7 3 4 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry pandmon^oruse. 5.CompuTruc has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge It =nary. EXPIRES: 12-31-2019 fabrication,ihandling,shipment and he limitations of components. 7.Design assumes adequate drainage is provided. April 9,2018 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,and placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 919 1- 9=(-347) 821 2- 9=(-273) 253 7-14=(-1323) 435 BC: 2x9 KDDF_#1&HTR SPACED 24.0" O.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3=( -68) 342 14- 8=( -114) 68 WEBS: 2x9 KDDF STAND 3- 9=( 0) 0 10-12=( 0) 0 9-11=(-179) 642 LOADING 3- 6=( -633) 904 11-13=(-350) 957 3-11=(-101) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 13-14=(-346) 963 6-11=( -13) 316 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1029) 915 10-11=( 0) 52 TOTAL LOAD = 42.0 PSF 7- 8=( -98) 56 11- 7=(-360) 185 7-13=( 0) 257 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -228/ 1095V -234/ 282H 5.50" 1.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-09-02 MAX LL DEFL = 0.038" @ 19'- 8.5" Allowed = 1.190" MAX TL DEFL = -0.049" @ 14'- 8.5" Allowed = 1.586" 11-11-11 0- 9-02 8-06-11 3-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' f f f f 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX HORIZ. LL DEFL = -0.016" @ 24'- 5.0" f f T f . ,. . ,. MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" 10-00 f fDesign conforms to main windforce-resisting 9 6 system and components and cladding criteria. 12.00 12 12 M-5x6 mph,Wind: 190 h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 a 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 • load duration factor=l.6, 4,0Dg4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 „44\4/1M-5x10 M-1.5x3 w c1 AIL II CV � M .. a1, I o O _-�l�S lilt -7 0 1" 9 10 12 o M-11 35x3 **19 iiM-3x4 M-3x8 M-1.5x3 , M-3x4 M-5x8 * ) b b l y 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 y y y PRQFF� 15-01-12 9-06-12 9 y y c.:: NG 1 N Etc (SI/ O 16-01-08 0-11-12 8-07 L1 24-08-08 �� ,T f JOB NAME : POLYGON 7-D - A3V Scale: 0.1807 WARNINGS: GENERAL NOTES, unless otherwise noted: O fer 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,OREGON w� ', Truss: A3V and Warnings before construction commences. building component.Applicability of design parameters and proper N 2.2z4 compression web bracing must be installed where shown t. Incorporation of component is the responsibility of the building designer. 2�� �`` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at <O �Y y Is to responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c,respscti unless brecetl throughout their length by 1 Y's w DATE: 9/4/2016 the overall structure is the responsibility of the building designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). r NV 3.2x Impact oftr/a or thelaterelbrecmgregwredwmereshownte ` �+ SEQ.: K 4 4 5 7 3 4 3 4.No load should be applied to any component until after Sl bracing and 4.Installation truss is the responsibility of the respective contractor. /Z 1. 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 ID• LINK design loads be applied to any component. and arerordryaandRio Ocoee. 5.CampuTiushasnocontroloverandassumesnoresponsibility/Orme 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. necessary. .I p 7.Design assumes adequate drainage Is provided. Ap CII 9 ZQ 18 8.This design N furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center TP WJTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. B.Dlgks Indicate size of plate In Inches. Milk USA,Inc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x9 KDDF#19BTR SPACED 24.0" O.C. 2- 3=( -981) 378 7- 8=( -3) 16 7- 3=( -83) 393 5-11=( 0) 257 WEBS: 2x9 KDDF STAND 3- 9=( -633) 391 8-10=( 0) 0 7- 9=(-129) 637 5-12=(-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=( -8B) 98 12- 6=( -119) 68 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -98) 56 11-12=(-278) 963 4- 9=( -25) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"CC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -151/ 1045V -233/ 281H 5.50" 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -194/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 4-09-02 6-06-11 3-05 MAX LL DEFL = -0.031" @ 14'- 8.5" Allowed = 1.190" ' 1' T 4' T MAX TL DEFL = -0.049" @ 14'- 8.5" Allowed = 1.586" 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS ` MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 M-5x6 M-4x6 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" 12.00 7 3 N12.00 . Design conforms to main windforce-resisting 4:�' � system and components and cladding criteria. Wind: 140 mph, h=29.2ft, TCOL=9.2,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, Truss designed for wind loads in the plane of the truss only. M-1.5x3 • • M-5x10 M-1.5x3 6 qr I N 0 I M AI !21 o 7,9 r',. 11 2 " I. M-1.5x3 M-3x4 of 1... 8 10 o o M-3x4 M-3x8 M-1.5x3 0 M-5x8 y y ,1 1, )' b 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 /' b 1' 1' 15-01-12 /' 1' 9-06-12 y ���` .13 PRQFFss 16-01-08 0-11-12 8-07 1' y ENGINENJ €�, > 24-08-08 2.v JOB NAME : POLYGON 7-D - A4 r - Scale: 0.2287 WARNINGS: GENERAL NOTES, unless otherwise noted: Q It 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual I OREGON Ltd. Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper �w c✓ 2.254 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �j 3.Addklonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /Q -7 y 14, 2 o� 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 ,k *'F t v �(y 111 continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). //A a,� �� `- DATE: 4/4/2018 the overall structure is the responsibility ofthebuilding designer. 3.2x Impact bridging or lateral bracing required where shown++ -2 SEQ.: 044457344 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective connector. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK tleaignloads beapplied toany component. and are for"dry condition"of use. 8.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing atall supports shown.Shimorwedge if EXPIRES: 12-31-2019 fabrication,handling, snary. hd shipment otlealmiaonsf et fowneyn. 7.Pates shah elcated oneoth drainage Is ruslded. April 9,2018 6.This design le famished cabled to the limitations net forth by 8.Plates shaft be located on both faces of truss,and placed so their center TPI,WTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digks indicate size of plate In Inches. MITek USA,Ina./CompoTrus Software 7.6.8(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 24-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2933) 926 1- 8=(-683) 1898 2- 8=(-167) 242 10- 5=( 0) 516 2x6 KDDF #16BTR T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-1918) 729 9-11=( -24) 63 8- 4=(-687) 402 6-12=( 0) 404 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=(-2269) 926 10-12=(-817) 2264 9- 4=(-160) 229 12- 7=( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1385) 581 12-13=( -56) 99 9-10=(-791) 2222 7-13=(-2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 20'- 4.5" V 6- 7=(-1999) 733 4-10=( -85) 19 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 20'- 9.5" TO 24'- 8.5" V 11-10=( 0) 126 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 4.5" 0'- 0.0" -632/ 2492V -176/ 229H 5.50" 3.91 ROOF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5" -870/ 2757V 0/ OH 5.50" 4.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I ** For hanger specs. - See approved plans 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 = -0.062" @ 11'- 11.4" Allowed = 1.190" MAX TL DEFL = -0.104" @ 11'- 11.4" Allowed = 1.586" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.026" @ 24'- 5.8" MAX HORIZ. TL DEFL = 0.042" @ 24'- 5.8" - 7-11-11 12-05-02 4-03-11 T T f f Design conforms to main windforce-resisting 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 system and components and cladding criteria. 597.30# + 97.305 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,' 12 12 M-4x6 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 M-3x8 M-3x4 N 12.00 load duration factor=l.6, , 4 5 End vertical(s) are exposed to wind, /111 ,1,q1, 61/4111111, T2 Q� Truss designed for wind loads Iin the plane of the truss only. M-9x6 4� I o 0 I M M 11 :2 of o� -cr"10 I 12 13 `� M-3x10 M-3x4 o 1 ** 8 9 11 I I M-3x6 M-3x8 M-7x8 M-7x8 1 M-1.5x3 l ), b l 5 b y 7-07-08 4-05-10 3-10-10 y 4-09-04 3-11-08 y ��F�� PROFFS 16-01-08 8-07 1"t1 V!' U y y �5 ANG N EFR W0 24-08-08 �� 29 :9200PE r JOB NAME : POLYGON 7-D - A5 Ail.°� Scale: 0.2286 WARNINGS: GENERAL NOTES, unless otherwise noted: O 1Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: A5 and Wamingsbefore conatmctioncommences. building component.Applicability of design parameters and proper -yL ,OREGON Lit" . 2.244 compression web bracing must be installed where shown«. incorporation of component Is the responsibility of the building designer. �( ('� 3.Addklonal temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et �O -7 y ^ �v Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1E2 o.c.respectively unless braced throughout their length by '4 s ��11 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 4/4/2018 the overall structure is the responsibility of the building designer.bracing 3.2a Impact bridging or lateral bracing required where shown** ERR{1 SEQ.: K4 4 5 7 3 4 5 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respectoe contractor. I� 1 1� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"thy condition"afuse. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling, necessary. fabrication, shipment and installation of components. 7.Design assumes adequate drainage is provided April 9,20 1 8 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 TPOWTCA in BCSI,copies of which will be fumished upon request. lines coincide wkh Joint center lines. • 9.Digks lndloate size of plate in inches. MiTek USA,Ino/CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 16-06-08 GIRDER SUPPORTING 29-0B-08 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 66 2-10=( -796) 2862 10- 3=( -670) 2592 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-9114) 1130 10-11=(-1328) 5000 10- 9=(-3296) 936 BC: 2x12 KDDF #1&BTR 3- 4=(-2862) 824 11-12=(-1774) 6792 4-11=( -510) 2268 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-5290) 1486 12-13=(-1774) 6792 11- 5=(-2312) 608 2x6 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 5- 6=(-6112) 1688 13-14=(-1518) 5880 12- 5=( -484) 2289 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 7=(-3874) 1060 19- 8=( -959) 3874 5-13=(-1238) 309 TC LATERAL SUPPORT 4= 12"OC. UON. TC UNIF LL( 67.7H-DL( 19.0)= 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5544) 1964 13- 6=( -986) 2168 BC LATERAL SUPPORT 72"OC. UON. PC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 13'- 1.5" TO 16'- 6.5" V 8- 9=( 0) 66 6-19=(-3096) 890 BC UNIF LL( 0.0)+DL( 27.1)= 27.1 PLF 0'- 0.0" TO 16'- 6.5" V 14- 7=( -898) 3579 BC UNIF LL( 283.9)+DL( 193.0)= 476.9 PLF 9'- 0.0" TO 16'- 0.0" V NOTE: 2x4 BRACING AT 24.00 UON. FOR - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 68.6)+DL( 19.3)= 88.1 LBS @ 3'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 13'- 1.5" O'- 0.0" -883/ 3235V -88/ B8H 5.50" 5.18 KDDF ( 625) ADDL: BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1284/ 9953V 0/ OH 5.50" 7.92 KEW ( 625) OVERHANGS: 10.0" 10.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Design checked for net 5 J 4 (- psf) uplift at 24 "oc spacing. r ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: MAX LL DEFL = -0.000" @ 0'--10.0" Allowed = 0.083" XX\/�/ MAX TL DEFL = -0.000" @ O'--10.0Allowed = 0.111" 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL = 0.043" @ 8'- 3.2" Allowed = 0.781" 9•' c in 2 row(s) throughout 2x6 top chords, MAX TL DEFL = -0.085" @ 8'- 3.2'• Allowed = 1.04-2" 9•• oc.in 3 row(s) throughout 2x12 bottom chords, " 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = -0.000" @ 17'- 4.5" Allowed = 0:083" MAX TL DEFL = -0.000" @ 17'- 4.5" Allowed = 0.111" SEASONED LUMBER IN DRY SERVICE CONDITIONS ' • MAX HORIZ. LL DEFL = -0.008" @ 16'- 1.0" 3-04-11 9-09-02 3-04-11 MAX HORIZ. TL DEFL = 0.016" @ 16'- 1.0" • - 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 Design conforms to main windforce-resisting T 88.10# f f ,r 488.10# T system and components and cladding criteria. 12 12 12.00 M-4x8+ M-4x8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 M-3x8 M-3x5 N12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, 5 6 Truss designed for wind loads in the plane of the truss only. M-5x16 M-5x16 1 1 FT....AIIIIISIIIMML...Q. 1 , .1‘ 0 '-.. 15 11 12 13 19 1 OM-6x16+ M-3x5 M-4x12 M-3x5 M-6x16 9 0 M-4x8+ M-4x8+ M-4x8+ M-4x8+ M-4x8+ M-4x8+ M-4x8+ M-4x8+ y y y 16757# y y y 3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 'ik1 J P R QF o-08 16 06-OB o-08 �GINEc�/p2 Q� =92 OP yr JOB NAME : POLYGON 7-D - B1 Scale: 0.3356 4• t WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised stall General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: B1 and Wamingsbefore construction commences. building component.Applicability of design parameters and proper pL ,�OREGON 'Cj/ 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. �j 2.0 , - w 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at u -7)' 7 Is the responsibiley of the erector.Additional permanent bracing of 1 and at 10'oc.respectively unless braced throughout their length by 4a w Cje continuous sheathing such as plywoodaheathing(TC)and/or drywall(BC). : `` [Vh! DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v s R R 1 L\^' SEQ.: K4 4 5 7 3 4 6 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK 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 B.Design assumes full bearing at all supports shown.Shim orwetlge if EXPIRES: 12=31=2019 necefabrication,handling, scary. shipment and he of et forth components. 7.Design assumes adequate drainage is provided. April.7,2018 a.This design Is famished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so melt center TPI/WTCA In BCSI,copes of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MTek USA,Inc./CompuTnis Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-4908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 53 2-12=(-179) 751 3-12=(-197) 180 BC: 2x6 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-1099) 367 12-13=(-104) 654 12- 9=(-199) 383 WEBS: 2x4 KDDF STAND 3- 4=( -887) 901 13-10=(-192) 652 12- 6=(-173) 127 LOADING 4- 5=( 0) 0 6-13=(-173) 127 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=( -566) 341 8-13=(-149) 383 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -566) 341 13- 9=(-197) 180 TOTAL LOAD = 42.0 PSF 7- 8=) 0) 0 8- 9=) -887) 401 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 9-10=(-1049) 367 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 53 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 8.0" 8.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1000V -211/ 211H 5.50" 1.60 KDDF ( 625) 22'- 0.0" -227/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) 9-11-11 2-00-10 9-11-11 T T ,r T - . 4-00 3-10-04 2-01-071-00990-052-01-07 3-10-04 4-00 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. T T T 4 f T 4 4 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 8-00 8-00 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 1' 1' 1' 1' MAX LL DEFL = 0.020" @ 11'- 0.0" Allowed = 1.054" 12 6 7 12 MAX TL DEFL = -0.030" @ 11'- 0.0" Allowed =._ 1.406" 12.00 7 N12.00 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 4 M-3X4 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" O 6 4MAX HORIZ. TL DEFL = 0.011" @ 21'- 6.5"' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5X3 M-1.5x3 Truss designed for wind loads in the plane of the truss only. ,441 /1\111 a 12 13 -•le O o M-3x4 M-3x8 M-5x6(S) M-3x8 M-3x4 o iv b I, b 7-08-08 6-07 7-08-08 (�G ❑n Opp„ y 10-00 y 12-00 y `�° LD f i `c-9 o-oft 22-00 0 08 L,,c1GIN!~LcR /0,4_ �' 89200PE r JOB NAME : POLYGON 7-D - C2 Scale: 0.2409 �� ,, WARNINGS: GENERAL NOTES, unless otherwise noted: 4 1.Builder and erection contractor should be advised of all General Notes 1.Thlsdesign Isbased only upon the parameteroshown and isfor anindividuel "7G 4 7 OREGON - 4C/ Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.21,4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �( 2.0\ �'` 3.Adtl/ional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced al /O -T 1_ 1 1 Is the responsibility of the erector.Additional permanent bracing of continuous o.c.and at 10 o.c.respedWely unless braced throughout their length by 4, wcontinuous &. lnuous sheathing such as plywood sheathing(TC)and/or drywell(BC). { {Vh DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ R R 1�� SEQ.: K4 4 5 7 3 4 7 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 O.Design assumes trusses are to be used In a noncorrosive environment, design meas be applied to any component. and are for"try condition•of use. TRANS ID: LINK s.corn Trus 6.Design assumes full bearing at al supports shown.Shim or wedge it EXPIRES: 12-31-2019 pu sponsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,incJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-1088(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 53 2-10=(-449) 1626 3-10=(-175) 243 BC: 2x6 KDDF #1&BTR 2- 3=(-2523) 721 10-11=(-475) 1766 10- 4=( -74) 697 WEBS: 2x4 KDDF STAND LOADING 3- 4-(-2356) 751 11- 8=(-393) 1633 10- 5=(-362) 285 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1622) 584 5-11=(-341) 275 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1631) 588 6-11=( -64) 677 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0" V 6- 7=(-2367) 756 11- 7=(-174) 243 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8=(-2534) 726 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 53 - NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -510/ 2211V -209/ 209H 5.50" 3.54 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -514/ 2219V 0/ OH 5.50" 3.55 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 = -0.000" @ 0'- -8.0" Allowed 0..068 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 7-11-11 6-00-10 7-11-11 MAX LL DEFL = -0.046" @ 11'- 0.0" Allowed = 1.054" T T T f MAX TL DEFL = -0.077" @ 11'- 0.0" Allowed 1.406 9-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" 597.30# 597.30# SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 M-4x6 M-9x6 12.00 P7 M-3X9 12.00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" " MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 4eie Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.:;:DLP05 , =6. , ASCE 7-10, (All Heights), Enclosed, . 3 ,4141 M M o r.arir rr o 1 10 11 0 o M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 o • J' )' k y 7-08-08 6-07 7-08-08 y l 10-00 l 12-00 b `Co' tNGI EF�S`�•�O 0-08 22-00 0-08 , 3' '9 IL :9200PE r JOB NAME : POLYGON 7-D - C1 �� ). Scale: 0.2529 WARNINGS: GENERAL NOTES, unless otherwise noted: Q CC . 1.Builder and erasion contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual to Truss: Cl and Wamin sbeforeconstructioncommences. buddingcomponent.A Applicability of parameters yL ,�OREGON S. 8 PP tyo tin Pare me proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �j 3.Additional temporary bracing to insure stability tludng construction 2.Design assumes the top and bottom chords to be laterally braced at /O '41)'' 7 y 1^ 2 i Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at la o.c.respectively unless braced throughout main length by Y s L continuous sheathing such as plywood shealhing(TC)anNor drywall(BC). iii { DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ FR R I�� SEQ.: 4 4 5 7 3 4 8 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are or"dry condition.'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design necessary. es full bearing at all supports shown.Shim or wedge It EXPIRES: 12-31-2019 fabrication.handling, ry. r� p edismeecao t installation mialon sf components. T.Design assumes adequate ton boththinage Is toss, April9 2� 8 8.This design Is famished subject to the limitations set forth by 8,plates shall be located feces of trues,and placed so their center TPIM?CA in SCSI,copies of which w111 be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate sae of plate in Inches. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see 655-1311,ESR-7988(MIME) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 53 2- 8=(-93) 839 3- 8=(-378) 348 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1099) 258 8- 9=(-52) 597 B- 4=(-248) 616 WEBS: 2x9 KDDF STAND 3- 4=) -989) 941 9- 6=(-93) 711 9- 9=(-246) 616 LOADING 4- 5=( -989) 441 9- 5=(-378) 398 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1099) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 53 TOTAL LOAD= 92.0 PSF OVERHANGS: 8.0" 8.0" - 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" -173/ 1000V -298/ 298H 5.50" 1.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -173/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 f T '' MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = .0.067" 5-07-10 5-04-06 5-04-06 5-07-10 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0,089" MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" MAX TL DEFL = -0.043" @ 7'- 5.1" Allowed = 1.44." 12 12 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" 12.00 V M-4x612.00 MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089;' 4.0" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9 MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" �� MAX HORIZ. TL' DEFL = 0.019" @ 21'- 6.5" 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, (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-1,5x3 M-1.5x3 ro M O 1 T uc �I/- N /"I EIB '� �� O 8 9 • I M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 I 0 ,1 b ), )• 7-05-01 7-01-13 7-05-01 b to oo , 12-00 , .<01E PROP 0 oe 22-00 0-08 �c 0NGINE�cR /v29 :9200PE r JOB NAME: POLYGON 7-D - C3 Scale: 0.2199 Z 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 Indivldual y OREGON to Truss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper A t 2 2x4 compression web bracing must be installed where shown«. incorporation of component is the responsibility of the bulking designer. L %�j 2 �'` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at /O -7 y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at l0'o.c.respectively unless braced throughout their length by a �A DATE: 4/4/2018 the overall structure is the responsibility ofthe braiding tlesl continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l P ty g gner. 3.2a Impact bridging or lateral bracing required where shown«« - R[] ` SEQ.: K4 4 5 7 3 4 9 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. I l 1<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 ID: LINK design loads be applied to any component. and are for dry conditionof use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handling, ssery. shipment and ellrneahonsmamp°nems. 7.Plates assumes adequate drainage is provided. April 9,2018 B.Ibis design Is furnished subject b the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPNNICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate stye of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24-08-08 FROM 10-00-00 TO 16-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 52 2-10=(-748) 3566 10- 3=( 0) 202 BC: 206 KDDF #1&BTR 2- 3=(-5448) 1176 10-11=(-750) 3564 3-11=( -176) 208 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5194) 1234 11-12=(-714) 3548 11- 4=( -564) 2520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4102) 1092 12-13=(-674) 3598 4-12=(-2030) 594 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-4104) 1092 13-14=(-956) 4728 12- 5=(-1478) 5530 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7=(-5268) 1256 14- 8=(-962) 4756 12- 6=(-2176) 636 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 283.9)+DL( 213.0)= 496.9 PLF 10'- 0.0" TO 16'- 0.0" V 7- 8=(-7246) 1594 6-13=( -618) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 52 13- 7=(-1556) 442 OVERHANGS: B.O. 8.0" 7-14=( -530) 2578_.. ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0" ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED-BRG AREA II ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"0.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -941/ 4280V -297/ 297H 5.50" 6.86 KDDF-( 625) nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -1262/ 5664V 0/ OH 5.50" 9.06 KDDF (•625) "A' "9oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOHD. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 2 row(s) throughout 206 webs. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -B.0" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" 11-00 11-00 MAX LL DEFL = 0.061" @ 14'- 1.7" Allowed = 1:054" f f f MAX TL DEFL = -0.126" @ 14'- 1.7" Allowed = 1.406" 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 MAX LL DEFL = -0.000" @ 22'- 8.0'• Allowed = 0.067" MAX TL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.089" f f f f 1 f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 14-4x6 MAX HORIZ. LL DEFL = -0.015" @ 21'- 6.5" 12.00 V 12.00 MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" 4.0" 5 , r, • N , Design conforms to main windforce-resisting system and components and cladding criteria. 1 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 M-3x5 (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), 9 load duration factor=1.6, •� Truss designed for wind loads in the plane of the truss only. M-3x6 M-3x6 3 li M-5x10 m ALI I 0 III II® ee . �f�� 0 10 11 12 13 14 - I M-5x10 M-3x8 M-6x8 0.25" M-6x8 M-3x8 to 0 J' J' 2651#M-7x,(S) )' 12442# y �(�ED PROFEss 4-00 3-10-04 3-01-12 3-01-12 3-10-04 J 4-00 �Ca ENGIN FFR "O J‘ i' bl C? 0-08 22-00 0-08 Qw X92 OP 9' JOB NAME : POLYGON 7-D - C4 ir Scale: 0.1904 • e;,..r-C----r WARNINGS: GENERAL NOTES, unless otherwise noted: Q CC 1.Builder and erection contractor should be advised eta General Notes 1.This design is based only upon the parameters shown and is for an individual -�^)ala mings before construction commences, balding component.Applicability of design parameters and proper 7// �� �O�N N �4✓ 4 Truss: C4 and. 2.2o/4 compression web bracing mus[be Instated where shown+. incorporation of component is the responsibility of the building designer. Li 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at Q Y 1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.antl at 10'o.c.respectNeN unless braced throughout Meir length by a continuous sheathing such as plywood sheeming(TC)and/or tlrywall(BC). �Y � V DATE: 4/4/2018 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown+ MC + RR1A- SEQ.: K4 4 5 7 3 5 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design mads be applied to any component and are for dry mntlmmn'aruse. 5.DnmpaTmahas nocontrol over and assumes noresponsibility for the G Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrlcatlon,handling, necessary. g,shipment and installation of components. 7.Design assumes adequate drainage is prodded. • 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 9,2 018 TPWSTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTnus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 214 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG-AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 4.00 D LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. - I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.009" @ 2'- 7.0" Allowed = 0.279" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" • MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, Truss designed for wind loads I in the plane of the truss only. 0 ti • un f 1 I11110.1'. in 0 I 0 9�� 3� M-3x8 b l 3-00 y y ,``,0) P R 0p6'0 4-00 [`� C C� .NG,INEFR �� 2 ° 89200PE 9t JOB NAME : POLYGON 7-D - E2 �� Scale: 0.9259 /-" WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 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 ofdesign parameters and proper -yL ,OREGONA t1t, 2.2x4 compression web bracing must be Installed where shown s. incorporation of component Is the responsibility of the building designer. w0♦ ��^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords la be laterally braced al <O 9Y 14, ^, 2. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout[hair length by ''F ,S DATE: 4/4/2018 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). {JV1 p ty Ig 3.2x Impact bridging Dilaters'bracing required where shown•t a . R (1 SEQ.: K4457351 4.No load should beapplied toany component until after agbracing and 4.Installation of truss Is the responsibility or the respective contractor. I In fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition-of use. 5.CompuTlus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 nemssaR. rubrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. A0192018 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 Rein center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with join)center lines. B.Digits Indicate sae of plate In Inches. MiTek USA,IncJColnpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-9=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=( -7) 3 WEBS: 2x9 DF STAND; 2x9 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) JT 1: Heel to plate corner = 5.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.004" @ 2'- 5.2" Allowed = 0.239" .( ,( SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 4.00 D MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 2 3 -/ Truss designed for wind loads in the plane of the truss only. II ti r A o ti ti f I001101 1011 _I r"111 0 M-3x8 M-1.5x3 1 b 3-00 l l 4-00 <<-� D P R°F�ss �<5 �cNGINEF9 /0 Lf :9200PE r JOB NAME : POLYGON 7-D - El Scale: 0.6335 -- - " WARNINGS: GENERAL NOTES, unless otherwise noted: © Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran Individual Truss: El and Warnings before conabuctioncommences. builtlmgcomponent.Applicability ofdesign parameters and proper yL ,�OREGON tlV 2.2x4 compression web bracing must be Installed where shown*. incorporetion of component Is the responsibility of the building designer. �j 2O �`'` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 '.1)'T Y ^ ••,{1,- is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.recpectivety unless braced throughout their length by �f `'F f A DATE: 4/4/2018 the overall structure is the responsibility f the building tlesi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). N?, apons ty c g gner. 3.Zit Impact bridging or lateral bracing required where shown++ -R R i 0- SEQ.: K4457352 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. (�I7 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, tlasi loads be applied ta an and are for'dry condition-of use. TRANS ID: LINK s.Ioep Tauenasnuntraloxe component. meenare 8.Design assumes full bearing atall supports shown.Shim orwedge i( EXPIRES: 12-31-2019 pu responsibility for the necesaery. (� p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 9 .I8 2 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in Inches. Muck USA,InciCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2- 8=(-237) 1261 3- 8=1-311) 219 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=1-1504) 340 8- 9=(-103) 834 8- 4=(-110) 492 WEBS: 2x4 KDDF STAND 3- 4=1-1318) 395 9- 6=1-256) 1261 4- 9=1-110) 492 LOADING 4- 5=(-1318) 345 9- 5=1-311) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1504) 390 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD = 42.0 PSF OVERHANGS: 6.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -110/ 1555V -106/ 106H 5.50" 1.60 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -110/ 1000V 0/ OH 5.50" 1.60 EDRF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. n 5 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.093" @ 14'- 5.8" Allowed = 1.054" MAX TL DEFL = -0.073" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting f T . .( . system and components and cladding criteria. 12 12 6.00 p M-4x6 Q 6.00 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 � Truss designed for wind loads in the plane of the truss only. M-1,5x3 M-1.5x3 m O C � la Cb e>eAllrill1111111111116 2 8 = I oI M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 Y Y Y Y 7-06-03 6-11-11 7-06-03 Y 12-00 Y 10-00 )' .`�e`Ed PRpF�ss Ili Y Y Y Y �5 �NGINEFR /�2 0-08 22-00 0-08 ,C? :9200PE 9r' JOB NAME : POLYGON 7-D - G1 Scale: 0.2529 WARNINGS: GENERAL NOTES, unless otherwise noted: fl C/1CC 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is bran individual �� A OREGON 4(( Truss: Cil and Warnings before construction commences, balding component.Applicability of design parameters and proper '( � 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsiblllly of the building designer. �j 2�� ��+\ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 -7 y y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10.c.c.respectively unksa braced throughout their length by �„/ 1`'F x w DATE: 4/4/2018 the overall structure is the responsibility ofme building deal continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). 41NV p ty g gner. 3.2x Impact bridging or lateral bracing required where shown++ P R I L� SEQ.: K4457353 4.Neloadshould beapplied toany component until after albracing and 4.Installation of truss ismeresponsibility ofthe respective contractor. I� 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 ID' LINK design made be applied to any component. and are for dry condition"oruse. 5.CompuTmshas nocontrol over and assumes noresponsibility for the 8.Designassumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 4. 7.Design assumes adequate reinage is provided. April 9,2 018 0.This design is furnkhed subject to the limitations set forth by 8.Plates shall be locatteddonon both faces or truss,and placed so their center TP WJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InoJCompuTms Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 1 12 p IIM-4x4 1z 6.00 Q 6.00 3 • • 2 2 M i t 1 PVI //////////////////////////////////////////////////.//////////////////////Jl//////////////////0 I I 0 M-3x5(5) o M-3x9 M-3x9 b y y • 1 y 12-00 10-00 Ep PREF 0-08 22-00 ,`c �' • 0GINEF9 ` 0/ x. 89200PE -r JOB NAME : POLYGON 7—D — GGE Scale: 0.3909 4_ -.%�'-'` WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder end erection contractor should be advlsed of all General Notes 1.This design is based only upon the parameters shown and is for an lndNidual Truss: GGE and Wamings before construcgon commences. building component.Applicability of design parameters and proper �� ,OREGON �, �l(/ 2 204 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. ed 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ib -1 r 1^ AO Is the responsibility aline erector.Additional permanent bracing of con2'o.c.and at10 eathin.respectively unless braced throughout their length by �„/ s (� wA DATE: 4/4/2018 - the overall structure Is the responsibility ofme buildingdesigner. 20Impact sheathing or aron as plywood sheathing(TC)wheresl w,ar arywan(8c). {,JV1` pone ty 3.20bridging or late rel bracing required shown++ -R R I I—� S EQ.: K4 4 5 7 3 5 4 4.No load should be applied to any time mponenl until after all bracing and 4.Installation of buss is the responsibility of the respective connector. �1 rt fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used m a non-corrosive environment, design meas be applied to am component. and are for"dry condition"of use. TRANS ID: LINK 6.Design tellsu 5.Dom Tmehasnocontroloverandassumesnore g pparisshown.Shimorvretlgelf EXPIRES: 12 31-2419 pu responsibility for the necessary y p fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. Ap n l 9,2O.I1(J 6.This design is furnished subject to the limitations sot forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIIWICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,IneiCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 52 2-5=(-82) 107 3-5=(-219) 89 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -90) 83 5-6=( 0) 0 WEBS: 2x4 KDDF STAND 3-4=(-100) 35 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 SEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 1'- 0.0" -78/ 388V -41/ 72H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -88/ 29V 0/ OH 1.50" 0.05 KDDF ( 625) 3'- 5.0" -29/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1-11-11 1PROVIDE FULL BEARING:Jts:5,4,6 I ANDTOM CHOBOTTOMECCHORDCLIVECHEKEDFLLOADSPACTLIVE LOAD. TOP NON CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 ••oc spacing. 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" 12.00 7 MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.069" MAX LL DEFL = -0.011" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.013" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.040" 4 MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.6" Allowed = 0.072" MAX BC PANEL LL DEFL = 0.003" @ 2'- 0.5" Allowed = 0.075" MAX BC PANEL TL DEFL = 0.004" @ 2'- 0.5" Allowed = 0.100" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 ' MAX HORIZ. LL DEFL = -0.023" @ 1'- 10.9" 7 ' 3 MAX HORIZ. TL DEFL = -0.029" @ 1'- 10.9". A . II I�� I Design conforms to main windforce-resisting o sysem ad copoents and cladding criteria. I N Wind: 14f; ; m!; mph, ,closedCat.2, Exp.BMWFRS(D2 vertical(s) are exposed to wind, N AIIIIIIIIIII Truss designed for wind loads in the plane of the truss only. 0 M-3x4 M- .5x3 J'' 01 2-05 b )' )' 0-08 3-05 �, .1) P R Ore , 74GlNE4\ ,.- .89200PE yr JOB NAME : POLYGON 7-D - BJ1 Scale: 0.6698 -'- /� ---�. 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 to parameters shown and is for an indkldual /� Truss: BJ1 and Wamingsbefore construction commences. buklingcomponent.Applkabilityofdesgnparameters and proper �L OREGON N���`V 2.2x4 compfesalon wan bracing moat be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.AdddionaI temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O 9Y 14, A O is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at i0 o.c.respactivey unless braced throughout their length by s w DATE: 4/4/2018 the overall structure is the res onsibiG f the building tlesl continuous sheathing such as pywoatl sheathing(TC)and/or tlrywell(BC). MSR RIO- and ��VV'f p y o g gner. 3.2v impact bridging or lateral bracing required where shown n+ --/`h SEQ.: 1544 5 7 3 5 5 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 noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry contldion''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 EXPIRES: 12=31-2019 fabrication,handling,shipmentssery. andmetanauonssetf 7.Design assumes adequate donboremageisprovided. April 9,2018 8.This design h furnished subject to me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so Meir center TPIM/ICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In Inches. MiTek USA,IRC./CompoTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(0) 0 BC: 2x9 KDDF 1#1&BTR SPACED 24.0" O.C. 2-3=(-154) 87 3-4=( -44) 0 • 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: 8.0" 6.7" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 253V -56/ 155H 5.50" 0.91 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 91V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.0" -133/ 198V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,5,3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 12 MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.056" 12.00 MAX TL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.074" 3 MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.4" Allowed = 0_283" MAX TC PANEL TL DEFL = 0.026" @ 2'- 1.9" Allowed = 0.425" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 0 MAX HORIZ. LL DEFL = -0.001" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.001" @ 3'- 4.3" Design conforms to main windforce-resisting a, system and components and cladding criteria. e, Wind: 190 mph, h=21.2ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, a, Truss designed for wind loads in the plane of the truss only. rn/ 0 o Pill o I /o 1 �� M-3x4 J, k )' k 0-08 3-05 0-06-11 • .<�,i0 P R O�Fss ,,NGI INE. , /G, 2 r...._."4.1 89200PE of JOB NAME : POLYGON 7-D - BJ2 Scale: 0.5805 /` WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of at General Notes 1.This design k based only upon the parameters shown and is for an Individual -9t. ",OREGON �i(/ Truss: BJ2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.b4 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 m be latera IN braced at I/� -7 Y 2O �� is the responsibility of the erector.Additional bracing of 2•o.c.and at 10 o.c.respectively unless braced throughout their length by �f y continuoussheathing such lbas acwg re ufred where shown �^R O,YV1 DATE: 4/4/2018 the overall structure is the responsibility Ad of the buildingpermanent designer. 3.c2so Impact bridging or lateral bracing required where)hand/and/or d C SEQ.: K4 4 5 7 3 5 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 8.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are roc"pry ronaition or use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Designassumesssumesfull bearing atall supports shown.Shim orwedge g EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. 7.Plates s assumes b el etled o ne drainage e to truss, d.and April 9,2 018 8.This design b lumhhed subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placatl so their center TPIAWTCA In SCSI.copies of which will be furnished upon request. linea coincide with joint center lines 9.Digits Indicate eke of plate in Inches. MiTek USA,Inc./CorllpuTrse Software 7.6.8(1 L)-E 10.For basic connector plate design values sea E5R-1311,ESR-1 988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-300) 249 3-9=( -76) 51 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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: 8.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 244V -88/ 209H 5.50" 0.39 •KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 9.3" -194/ 293V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -52/ 73V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc.spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO 4 -/ MAX LL DEFL = -0.000" 8 0'- -6.0" Allowed--- 0.067" MAX TL DEFL = -0.001" 8 0'- -B.0" Allowed'=. 0.089" J MAX TC PANEL LL DEFL = 0.009" 8 1'- 8.3" Allowed 0..283" �� MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed = .0.925" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" 12.00 MAX HORIZ. TL DEFL = -0.003" 6 5'- 10.9"' Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=22.2ft, TCDL=9.2,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 (� o in the plane of the truss only. o ,- N 0 M-3x4 y y y y 0-08 3-05 2-06-11 c\V P R OFF �� ssi �5 � G►NEF'' � C. o, � `t' 89200PE JOB NAME : POLYGON 7-D - BJ3irop Scale: 0.9560 _ . 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 -p� A OREGON *_ 4'00 Truss: BJ3 and Wami before construction commences. building component.Applicability of design parameters and proper (� R 2.2x4 compression web bracing must be installed where shown 4. Incorporation of component Is the responsibility of the building designer. A 2�� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O is the responsibility of the erector.Additional permanent bracing of 2•ntinc.ou at 1 a0.hin. uch as ply woods braced throughout their dry length).by A �Y f continuous sheathing suchras plywoodre uired sheathing(TC)s and/or tlryvrall(BC). SIA�R �� DP,TE: 4/4/2018 the overall structure Is the responsiblRty of the building designer. 3.24 Impact bridging or lateral bracing required where shown«r �/ SEQ.: K4457357 u No load should be applied to any component until after all bracing and 5.Installation oftinfusthhe restobausneotoheneno disc evictor. nt, fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 8.CompuTmshas rwcontrol over and assumes noresponsibility for the 8.Design ssumesfull bearing atall supports shown.Shim orwedge i EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 S.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAMFCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,InniCormpuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-l311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(0) 0 BC: 2x4 KDDF #1&HTR SPACED 24.0" O.C. 2-3=(-436) 346 3-4=(-172) 90 TC LATERAL SUPPORT <= 12"OC. DON. LOADING• 4-5=( -44) 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: 8.0" 6.7" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -10/ 231V -115/ 286H 5.50" 0.37 KDDF ( 625) 3'- 2.2" 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3" -264/ 325V 0/ OH 1.50" 0.42 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 5.0" -144/ 179V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,3,9 5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.000" @ 7'- 11.7" Allowed - 0.056" 0 MAX TL DEFL = -0.000" @ 7'- 11.7" Allowed = 0.074" MAX TC PANEL LL DEFL = 0.005" @ 2'- 2.7" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.006" @ 2'- 4.0" Allowed = 0.425" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.005" @ 7'- 4.3" 12.00 7 MAX HORIZ. TL DEFL = -0.005" @ 7'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. ti Wind: 140 mph, h=23.2ft, 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, Truss designed for wind loads co in the plane of the truss only. • M i u, r� M-3x4 0-08y 3-05 y 4-06-11 y S���NG P EF�s�0 ,� R die :9200PE r' JOB NAME : POLYGON 7-D - BJ4 Scale: 0.3819 . ►- • WARNINGS: GENERAL NOTES, unless otherwise noted: O Q" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for anIndMidual "L 4,OREGON X44/ Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.Zt4 compression web bracing must be installed where shown 4. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during nsWctlon 2.Design assumes the top and bottom chords b be laterally braced at co /O ,,_-1) Y 1 4 A v Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'pc.respectivey unless braced throughout their length by a [r OF.continuous sheathing such as plywood sheathing(TC)an4/or d,ynell(8C). DATE: 4/4/2018 the overall structure is the responsibibly of the building designer. 3.2s Impact bridging or lateral bracing required where shown 4 4 &- {R 1 L\- SEQ.: K4 4 5 7 3 5 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the onrespecthe contractor. fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used in a nonaonasive environment, TRANS ID' LINK design loads be applied to any component. and ars osuarycondinon of use. 5.CompuTrus has no control near and assumes no responsibility for the 8.Design assumes fun bearing at all supports shown.shim or wedge if EXPIRES: 12-31-2019 ssary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April .7,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNATCA In BIS!,copies of which will be famished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTras Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-20) 88 • • 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: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -23/ 223V -30/ 83H 5.50" 0.36 KDDF ( 625) 1'- 10.9" -179/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 RODE ( 625) -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR 10PSF 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 = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -B.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed 0.147" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.007" @ 3'- 6.6" Allowed = 0:354" 1-11-11 MAX BC PANEL TL DEFL = -0.054" @ 4'- 4.8" Allowed = 0.472" f f SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. 3 �' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, VTruss designed for wind loads in the plane of the truss only. c ,-t0 N m ,y- O N oO M-3x4 y )' y 0-08 8-00 ���Ea PRO �,��0 �NGINER /02_ ,..--.89200PE JOB NAME : POLYGON 7-D - J1 �� Scale: 0.5930 WARNINGS: GENERAL NOTES, unless otherwise noted: IP CC 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 374. 4, OREGON I), 4,/ Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper } 2.2a4 compression web bracing must be installed where shown v. Incorporation of component Is the responsibility of the building designer. �O` �1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at y 'Y1+ lathe reeponelbllity of the erector.Additional permanent bracing of T o.c.and at 10•o.c.respectively unless braced throughout their length by /O • e DATE: 4/4/2018 the overall structure is the resonsibill ofdesi consshgorstehlbraangas e required hors hownadryvrall(BC). ``1 p ty o building goer. 3. Impactbridging er lateral breGng where shown �R R 1 l..\' SEQ.: K4 4 5 7 3 5 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss usses are to bebilsed In a nespecinslvcontractor. ntract amen[, fasteners are complete and at no time should any loads greater than lin assumes TRANS ID' LINK design loads be applied to any component. and are for"dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the E.Degassumes full bearing etall suppodsshown.Shim orwedge if EXPIRES: 12-31-2019 ry fabdcetmn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIIMCA in BC SI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Dig to indicate sue of plate In inches. M)Tek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-84) 113 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 309V -58/ 145H 5.50" 0.49 KDDF ( 625) 3'- 10.9" -202/ 183V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 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 MAX LL DEFL = -0.000" @ 0'- -B.0" Allowed = 0.067" 3-11-11 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed =- 0.089" 1 f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" -/ MAX TC PANEL TL DEFL = -0.046" @ 2'- 2.3" Allowed = 0.503" 12 MAX BC PANEL TL DEFL = -0.082" @ 4'- 1.4" Allowed = 0.472" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS lir MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 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, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ti load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. o f N M-3x4 b b b 0-08 8-00 ��p,Ep PROFFss ',�. ��g �NGINE�°4 /029 `t 89200PE t' • JOB NAME : POLYGON 7-D - J2 Scale: 0.5555 WARNINGS: GENERAL NOTES, unless otherwke noted: C' I.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for anindlvidualJL % OREGON ^\OREGON Truss: J2 and warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component re the responsibility of the building designer. j �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O '<l}" �T y y O 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 1 d ,S continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). {{ NV DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �R R 1`1-k- SEQ.: K4 4 5 7 3 6 0 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than S.Design assumes tresses are to be used in a non-corrosive environment, TRANS ID: LINK design roads be applied to any component. and are or condition"of use. 6.Dampg7roe has no control over and assumes no responsibility kr the 6.Design assumes full bearing at supports shown.Shim or wedge If EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIIWI OA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InoJCompuTrus Software 7.6.8(tL)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-146) 154 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0•- 0.0" -20/ 377V -88/ 208H 5.50" 0.60 KDDF ( 625) 5'- 10.9" -195/ 220V 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. (PROVIDE FULL BEARING:Jts:2,3,4 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 krijmimilm T f MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 3 -, MAX TL DEFL = -0.001" @ 0'- -6.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 11/e=4 MAX TC PANEL LL DEFL = 0.249" @ 3'- 2.0" Allowed = 0.524" MAX BC PANEL TL DEFL = -0.192" @ 4'- 1.4" Allowed = ,0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORZZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,yload duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. o /- IiI 1 .t4 -f0 y0-081 8-00 y `�4Ep PR0p6. ,� �N�'NEFR s�s2 '92 0 vT JOB NAME : POLYGON 7-D - J3 Scale: 0.4590 _' WARNINGS: GENERAL NOTES, unlessotherwise sated: ® Q" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an indNidual y OREGON [t, Truss: J3 and Warnings before construction commences. balding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown a, incorporation of component Is the responsibility of the building designer. L �� r� 3.Additional temporary bracing to Insure stability during consamction .52.Design assumes the top and bosom chords to be laterally braced at /O Y i A Q" Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.respectively cha ess braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 4/4/2018 the overall structure is the responslbi8ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a -R R{l S EQ.: K4 4 5 7 3 61 4.No Toed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibil ty of the respective contractor. I� 1 l� fasteners are complete and at no time should any loads greater than 5.Design a non- corrosive trusses are to be used in a nonorrosive environment, TRANS ID• LINK design loads be applied m any component. and are ry condition'or use. 8.D 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge It EXPIRES: 12-31-2019 sery fabrication,handling, um (� p shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,20.1 18 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAN0CA In 13051,copies of which all be furnished upon request. lines coincide with joint center lines. S.Digits Indicate size pplataininches. MiTek USA,Inc./Com uTrus Software 7.6.6(1L}E 1O Farbasic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(-177) 185 3-5=(-267) 255 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-267) 125 WEBS: 2x4 KDDF STAND 3-4=(-121) 85 , 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 BEG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -43/ 939V -118/ 276H 5.50" 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.5" -87/ 240V 0/ OH 5.50" 0.38 KDDF ( 625) 7'- 11.7" -88/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !PROVIDE FULL BEARING;Jts:2,5,4 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. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 7-11-11 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" / / MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 1 MAX TC PANEL LL DEFL = 0.015" @ 6'- 2.7" Allowed = 0.350" 4 MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12.00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 ,,y I 0 r"I O I o M-3x4 M-1.5x3 F Ea PROF s J, 8-00 b C?� GINFR s/0, `4: :9200PE 9r' JOB NAME : POLYGON 7-D - J4 / Scale: 0.3586 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 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 -9L 4"OREGON �(/ Truss: J4 and Warnings before conshuction commences. building component.Applicability of design parameters and propert. 2.2x4 compression web bracing must be installed where shown+, incorporation of component la the responsibil8y of me building designer. �f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et /<O -7 y 1 A 2O\ ��� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectWety unless braced throughout their length by 1 ei1's ,S 1 DATE: 9/4/2018 the overall structure la Me responsibility ofine building deal continuous sheathing such as pNwood sheathing/7C)and/or dryxall(oC). ,e, P ty g gner. 3.2x Impact of truss or lateral bracing required where shown++ -R R i 1 SEQ.: K4 4 5 7 3 62 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� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry ao itio baa °rase. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components.te 7.Design assumes adequate drainage is provided. April 9,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPII'WTCA In SCSI,copies of which will be furnished upon request. Ones coincide with Joint center lines. 9.Digits indicate sloe of plate in Inches. MiTek LISA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MRM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-158) 183 3-6=(-263) 227 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-347) 125 WEBS: 2x4 KDDF STAND 3-4=(-327) 125 LOADING 4-5=(-159) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 404V -137/ 3810 5.50" 0.65 KDDF ( 625) 7'- 9.5" -64/ 232V 0/ OH 5.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -326/ 408V 0/ OH 1.50" 0.52 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (PROVIDE FULL BEARING:Jts:2,6,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f 1' MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL DEFL = -0.044" @ 9'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = -0.028" @ 6'- 8.1" Allowed= 0.350" MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 MAX HORIZ. LL DEFL= -0.007" @ 7'- 10.9" - MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" r 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 P Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASGE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads • I in the plane of the truss only. cr M-3x5 0 M O I Oz -.6 -/ O M-3x4 M-1.5x3 �4 c D PR OFFS 0-08 8-00 y 1-11-11 y � oNGINEFR si2 `.� 89200P r JOB NAME : POLYGON 7-D - J5 . , ,-.411. ., Scale: 0.3118 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 A- Truss: J5 and Warnings before construction commences. componen.A Applicability of proper -yL 47 RECON Ot 44/ buildingt pd lye designparameters 2.2s4 compression web bracing must be instaried where shown«, incorporation of component is the responsibility of the building designer. �j 3.AtltlHbnal temporary bracing to insure stability during construction 2 Design assumes Me top and bottom chords to be laterally braced al IQ -7 y y A 2O A4 is the responsibilRy of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c,respectively unites braved throughout their length by /'Y'f w T'1 DATE: 4/4/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). .*13,:i µV` 3.2a Impact bridging or lateral bracing required where shown.« �R R I LA- SEQ.: K4 4 5 7 3 63 4.No load should be applied to any component until alter ail 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!mews are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are ro wry 5410 oruce. 5.CompuTmehas nocontrol over and assumes noresponsibility krthe 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. nmry r� p 7.Design assumes adequate drainage is provided. April 9,20.I 18 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 TPIAn,TCA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center Ines. B.Diggs Indicate size of plate in eches. . M7ek USA,IncJCompuTms Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,655-1880(MEek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-148) 173 3-6=(-249) 213 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-399) 303 WEBS: 2x4 KDDF STAND 3-4=(-37B) 313 LOADING 4-5=(-124) 88 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 TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0" -36/ 420V -1B0/ 423H 5.50" 0.67 KDDF ( 625) 7'- 9.5" -87/ 223V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -260/ 333V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 11.7" -94/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,4,5 !COND. 2: Design checked for net(-5 ps£) uplift at 24 "oc spacing. 11-11-11 f f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180- MAX LL DEFL = -0.000" @ 0'- -B.0" Allowed'= 0.067" 5 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.343'" /1111111 .111.11111.. MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0472" SEASONED LUMBER IN DRY SERVICE CONDITIONS o MAX HORIZ. LL DEFL = -0.009" @ 11'- 10.9"MAX HORIZ. TL DEFL = -0.009" @ 11'- 10.9"Design conforms to main windforce-resistingsystem and components and cladding criteria. •Wind: 140 mph, h=25.2ft, 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. cr I cr 0 I N ~• rn otN1o . ��,W) PR 0E6- <c, (9.0 ), J, ), y ,J lNGIN ' <p 0-08 8-00 3-11-11 ,� .,,‘AG 2 89200PE 7r- JOB NAME : POLYGON 7-D - J6jig P e' Scale: 0.2678 -'� /I- . WARNINGS: GENERAL NOTES, unless otherwise noted: O 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: J6 and Warnings before construction commences. budding component.Appikabilityofdesign parameters and proper Y4- ,OREGON ��! 2.Zs4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer..Additional temporary bracing to insure stability tludng construction 2.Design assumes the top and bottom chords to be laterally braced at /O Al-7 y 1 4 2O 4 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a !� eS P continuous sheathing lateral bracing alywg dre aired ire re sho n 4 drywall(BC). M��R 1 LL NV DATE: 9/9/2 016 the overall structure is the responsibility of the builCing designer. 3.co Impact bsheatg or(such spwo required where shown r♦ S E Q.: K4 4 5 7 3 64 4.No load should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. 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 ID• LINK design mads be applied to any component. and are for dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, awry. fabrication, shipment and installation of components, 7.Design assumes adequate drainage is provided. April 9,2018 6.This design la furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIAS'lCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits indicate size of plate in Inches. Milk USA,Inc./CompwTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-150) 176 3-6=(-254) 216 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-328) 246 WEBS: 2x4 KDDF STAND 3-4=(-308) 256 LOADING 4-5=( -89) 62 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -38/ 423V -165/ 386H 5.50" 0.68 KDDF ( 625) 7'- 9.5" -87/ 227V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -220/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 0.0" -65/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,4,5 l 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ` 11-00 f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 5 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" -/ MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.019" @ 1'- 11.2" Allowed - 0,343" r) MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0.472') SEASONED LUMBER IN DRY SERVICE CONDITSOO1 MAX HORIZ. LL DEFL = -0.007" @ 10'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 10'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 I� Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 7 (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. o O N 1 M-3x5 ,,-1 r o 1 _. ..=.6 . M-3x4 M-1.5x3 �<< c O PRop S./ J, k y , . GINE /0 0-08 8-00 3-00 �� �'i '4 n- `z' :9290' r 0p .... JOB NAME : POLYGON 7-D - J7V ,,,-- - Scale: 0.2861 ..„„e' WARNINGS: GENERAL NOTES, unless otherwise noted: O Z 1.Builder and erection contactor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 7. /'74 OREGON �'�. Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed whereshown+. Incorporation of component is the responsibility of the building designer. �j a� 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at I' -7 y 1 Av Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at id o.c.respectively unless braced throughout their length by a �L ^P continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). MSR TR ILA- SEQ.: � NV DATE: 4/4/2018 the overall structure is the responsibility or the building designer. 3.rax Impact badging or lateral bracing required where shown.. SEQ.: 044573 65 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastener:are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component and are for"dry condition"aruse. 8 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing etaAsupports shown.Shimorwedge lf EXPIRES: 12-31-2019 ry fabrication,handling, sn as edismenc otielimlaianssetfoahbyts. 5.Plteshallbeladequate 05thfaceiooiseApril 9,2018 a.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both laces of toss,and placed so their center TPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide with jest canter Ines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTlus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-72) 116 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-213) 0 5-7=(-93) 198 5-3=( 0) 71 WEBS: 2x4 KDDF STAND; 3-9=( -21) 34 3-7=(-163) 103 2x9 KDDF #1&BTA A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSE • TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 339V -58/ 195H 5.50" 0.54 KDDF ( 625) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -143/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) 8'- 0.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180'3-11-11 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" T f MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed =-0:089" 9 MAX LL DEFL = 0.008" @ 2'- 9.2" Allowed=' 0.170" 12 MAX TL DEFL = -0.009" @ 2'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 12.00 V ,di MAX BC PANEL TL DEFL = -0.023" @ 5'- 0.2" Allowed = 0.290" M-4x6 V SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.012" @ 7'- 7.6'. 3 MAX HORIZ. TL DEFL = 0.019" @ 7'- 7.6" # o Design conforms to main windforce-resisting OI system and components and cladding criteria. Il m of Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, r"1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. g 11 oisillIlIllilldilHi:--417 -/E 1W "" M 1.5x3 N O 0 1 N�3x4 c' • M-3x4 M-3x5 • • • l .6 y 2-09-04 5-02-12 l y i' )' 0-08 2-11 8-00 5-01 Ok oNGINEF1 90<, ,w :9200PE ter' JOB NAME : POLYGON 7-D - J8 lair"4.1.111 / Scale: 0.5305 WARNINGS: GENERAL NOTES, unlessothervdse noted: Q Q" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndNidual Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and properOREGON t 2.204 compression web bracing mull be installed where shown 4. 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 L<o�-7 y 'i 4 v •., is the responsibility of the erector.Additional permanent bracing of T continuousoa.and at ea o.c,rsuch as ply unites braced throughout melt length by , w DATE: 4/4/2018 the overall structure Is the responsibility of the building sheathing such as plywootl cited where)and/or tlrywall(BC). �A VV1 D ty designer. 3.9t Impact bridging or lateral bracing required shown++ "•I 6.�n �� SEQ.: K4 4 5 7 3 6 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fl fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are o ary eonalnon of use. • 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. T.Designlasshall b assumes adequate drainagetis provided. April 9,2018 6.This design IS furnished subject to the limitations set forth by 8.Plates shall be toasted on both faces of truss,and placed se their center TPDWfCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate site of plate in inches. MiTek ek USA,InoJCompuTrus Software 7.8.8(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-121) 185 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-284) 43 5-7=(-156) 236 5-3=( 0) 71 WEBS: 2x4 KDDF STAND; 3-4=( -87) 73 3-7=(-261) 172 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 391V -88/ 209H 5.50" 0.63 KDDF ( 625) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -134/ 124V 0/ OH 1.50" 0.20 RODE ( 625) 8'- 0.0" -18/ 157V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2 a4,7 ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 _ MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0,067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 4 -/ MAX LL DEFL = 0.012" @ 2'- 9.2" Allowed = 0.270" MAX TL DEFL = -0.015" @ 2'- 9.2" Allowed.= 0.359" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" f1 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.019" @ 7'- 7.6" 12.00 MAX HORIZ. TL DEFL = 0.022" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, t # N Truss designed for wind loads in the plane of the truss only. • a. 1111 M p. . O f 1 "m. I M-1.5x3 o larilil 10 1 143x4 0 M-3x9 M-3x5 Y 1 b 2-09-04 5-02-12 b y l b .a .. PROP 0-08 2-11 8-00 5-01 �r1GINEcR `P/O 2 ,� :9200PE. 1T JOB NAME : POLYGON 7-D - J9 / Scale: 0.4181 1 - . WARNINGS: GENERAL NOTES, unless otherwise noted: Q Q^' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indNidual yL OREGON w� ,;0Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.2r4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. �7 3.Additional temporary bracing to Insure stability during consimclion 2.Design assumes the top and bottom chords to be laterally braced at IO "7 . 1 4 AO �4 is me responslbillly of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless Lunless braced throughout their length by I . continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 4/4/2018 the overall structure Is the responsibility of building designer. 3.24 impact bridging or lateral bracing required where shown** 4'1 ,.R R 11 SEQ.: K4 4 5 7 3 6 7 4.No Toed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fl 1 \, fasteners are complete and at no bme should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design bads be applied to anycemponent. and are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication.handl) necescary. �.ah pment and ms anagen ar nts. t torch T.Design assumes adequate drainage is provided. April 9,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(7 L)-E is.For basic connector plate design values see ESR-1311,ES12-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-215) 271 6-5=( 0) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 75 5-7=(-276) 345 5-3=1 0) 71 WEBS: 2x4 KDDF STAND; 3-9=(-158) 118 3-7=(-382) 305 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 431V -118/ 276H 5.50" 0.69 KDDF ( 625)'' ' OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 7.6" -56/ 202V 0/ OH 5.50" 0.32 KDDF ( 6251 _. 7'- 11.7" -119/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PROVIDE FULL BEARING;Jts:2,7,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" T 1' MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed =.0.089" 4 -1 MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed = 0.359" MAX TL DEFL = -0.021" @ 2'- 9.2" Allowed = 0.972" p SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, co Truss designed for wind loads of in the plane of the truss only. o, 0 I M-4x6 r 3 • IN r, of 7►_� ,r -m M-1.5x3 oMb3x4 to M-3x4 M-3x5 l y y p 2-09-04 5-02-12 ac PR0FF A 0-08 2-11 y 8-00 5-01 1 ��s.. , NG1NE. ',V�O� 44.; :9200PE 9C JOB NAME : POLYGON 7-D - J10 �. • Scale: 0.3456 =_ .. WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised stall General Notes 1.This design is based only upon the parameters shown and Is for an indlidual 7G 4,OREGON 4/ Truss: J10 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 Me top and bottom chords to be laterally braced at �O -7 y Ao� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70 o.c.respectively unless braced throughout their length by 14 s (�. w A DATE: 4/9/2016 meoverallstmcture isms re or.Additional of build deli ner. continuous sheathing such as plywoodaheathing(TC)and/ordrywall(ec). VVI` responsibility o 9 9 a 2x Impact bridging or lateral bracing required where shown++ �R RIO- 1 SEQ.: K4 4 5 7 3 6 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (�17 1 L. 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 ID• LINK design loads be applied m any component. am areo dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for me 6.Design ssumesfull baaringatall suppodsshown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling, ry. .�1 .I p edismeect to of components. 7.Designassumesbe oneoth face Is Losse April 9�LO18 8.This design is furnished subject to the Ilmketlans set forth by B.Plates shall be located on bons feces of truss,and placed so their center TPINWCA In KM,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits Indicate size of plate In inches. MRek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-7=(-207) 271 7-6=( - 0) 23 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-354) 75 6-8=(-265) 345 6-3=( 0) 71 WEBS: 2x9 KDDF STAND; 3-4=(-199) 118 3-8=.(-382),293 2x4 KDDF #16BTR A LOADING 4-5=( -43) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 4= 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 6.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 429V -129/ 305H 5.50" 0.69 KDDF ( 625) 7'- 7.6" -57/ 202V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -171/ 211V 0/ OH 1.50" 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1PROVIDE FULL BEARING;Jts:2,8,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 8-06-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0' f 1' MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.019" @ 2'- 9.2" Allowed = 0.354" 4 MAX TL DEFL = -0.021" @ 2'- 9.2" Allowed = 0.472" MAX LL DEFL = -0.000" @ B'- 6.5" Allowed = 0.054" MAX TL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.030" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" 12 7 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. rn o Wind: 190 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads m in the plane of the truss only. • M-9x6 M Ar . INEIFIMIM:,_ mmillimmm M-1.5x3 of 1 M23x4to o M-3x4 M-3x5 l 3' 2-09-04 5-02-12 Q, r/: 0-08 2-11 y 5-07-08 y <(.. ..1) ( �� PRQr"s y 8-00 0-06-0s �\�j� GIN�FIRUcSjp� �� 92 OP vc� JOB NAME : POLYGON 7-D - J114111P . Scale: 0.3137 • WARNINGS: GENERAL NOTES, unless otherwise noted: - O 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual y 7" OREGON �t Truss: J11 and Wamings 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. y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at <O y 1 w A O is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respedivey unless braced throughout their length by L}r f� DATE: 4/4/2018 the overall structure is the responsibility /the building tlesl continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). {,Vh P N o g gner. 3.2a Impact bridging or lateral bracing required where shown++ 6- 1") SEQ.: K4457369 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. R 1= fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. De are for"dry condition"of use. 5.ComPUTrushasnoconiroloverantlaswmeanoresponsibilityPorthe 6.Deessiignassumes full bearing atall suppodsshown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling, ry r� qp edlsjec tootl the Installation of components. 7.Designassumesbe onaoth face is truss, April 9,L�18 6.This design Is famished subject limitations set fadh by B.Plates shall be located on both faces of truss,and placed so their center TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a.Digits indicate sbe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-198B(Wok) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=(-11) 53 2-4=(0) 0 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-57) 51 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: 6.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -29/ 228V -30/ 83H 5.50" 0.36 KDDF ( 625) 1'- 9.2" -11/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -41/ 49V 0/ OH 1.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Sts:2,4,3 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 1-11-11 MAX LL DEFL = 0.001" @ 0'- -8.0" Allowed = 0.067" f f MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.197" MAX TC PANEL TL DEFL = -0.003" @ 1'- 2.9" Allowed = 0.220" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=l.6, Truss designed for wind loads I in the plane of the truss only. I • 0 N M f O I N O M-3x9 ,k )' b 0-08 2-00 A��E� PRQF�ss �NGINEFR /G, 2 �w 89200PE 9' JOB NAME : POLYGON 7-D - SJ1 • Scale: 0.6597 /`. WARNINGS: GENERAL NOTES, unless otherwise noted: O Gc 1.Builder and erection contractor should be advised stag General Notes 1.This design a based only upon the parameters shown and Is for an indNiduel -yL 4i OREGON �to Truss: S Jl and Warnings before construction commences. building component.Applicability of design parameters and proper z.z.a compression web bracing mast be installed where shown.. incorporation of component is the responsibility or the banding designer. ,(j (� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to x laterally braced at /O -7 ' 14 Zv ppp���'� is the responsibility of the erector.Additional permanent bracing of e'^.c.and at l0'o.c.respectWety unless braced throughout their length by a ,S y. continuous sheathing such as ptywood sheathing(TC)andlor drywall(BC). NV DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shawl.. �R R i ta`, SEQ.: K4 4 5 7 3 7 0 a.No load should be applied m any component until after so bracing and 4.Installation of truss is the responsibility of the respectNe contractor. r l(l fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosNe environment, TRANS ID• LINK design loads be applied to any component. andaeor^aryconmgon"crass. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforth� 8.Design assumes mllbearing etail supports shown.Shim orwedge lf EXPIRES: 12-31-2019 fabrication,handling,shipment end Installation of components. as T.Plates slimes adequate dboth is rusised. April 119,2018 5.This design Is famished subject to the limitations set forth by S.Plates shell be located on both meas of truss,and placed so their center I+ TPWJICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sde of plate in inches. MTek USA,IncJCompuTrus Software 7.5.6(1 L)-E 10.Far basic connector plate design values see ESR-1311,ES12-1000(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. LION. 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 252V -58/ 195H 5.50" 0.90 KDDF ( 625) 1'- 9.2" -25/ 6BV 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -87/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,3 I BOTTOM CHORD CHECKED FOR 10PSF 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 = -0.000" @ 0'- -8.0" Allowed = 0.067" 3 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12.007 SEASONED LUMBER IN DRY SERVICE CONDITIONS 'p) MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ti load duration factor=l.6, I Truss designed for wind loads o • in the plane of the truss only. Cr • rn O I 1.0 o v 4 0 O 1 M-3x4 • 1, b l b • • 0-08 2-00 1-11-11 00 pROpe,s, �NGINEFR /� 2 cc :9200PE 9 JOB NAME : POLYGON 7-D - SJ2 44111111 ?: ✓1---, Scale: 0.5805 WARNINGS: GENERAL NOTES, unless otherwise noted: t3 Ct' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran individual y/ _I OREGON Dt to TrussTruss: , : S J2 and Warnings before construction commences, building component.Applicability of design parameters and proper ` v L/ 2.2a4 compression web bracing must be installed where Chown+, incorporation of component b the responsibility of the building designer. j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /Q '1)'. 7 Y 1 A f}O �� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respective h/unless braced throughout their length by 4 s v 1 continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). DATE: 4/4/2018 the overall structure tithe responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown++ )4,i - PRO- SEQ.: 1'] K4457371 4.No load should be applied b any component until eller all bracing and 4.Installation of truss Is the responslbllfy of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID• LINK design mads be applied b any component. and are for"dry condition"or use. 5.CompuTlus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, ry edismentaoamaWuatbnofcompt by T.Design assumes adequate drainage io truss, April 9,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MiTek USA,Ino✓CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-167) 136 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: 8.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -29/ 237V -8B/ 208H 5.50" 0.38 KDDF ( 625) 1'- 9.2" -109/ 178V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -129/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,9,3 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 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -B.0" Allowed = 0.089" 3 -/ MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.072" W SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" ' 12 12.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. . Wind: 190 mph, h=22.2ft, TCDL=9.2,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. I • O O f 0 O M-3x9 y y y 1- 0-08 ���ED PROp4..„ 2-00 3-11-11 ��c� %-: G I N EF9 /� 2 tic, 2��, 9r JOB NAME : POLYGON 7-D - SJ3 Scale: 0.9560 ...- WARNINGS: GENERAL NOTES, unless otherwise noted: © "C 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an Individual IG 4,OREGON 1,, i Truss: SJ3 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 duringconetmcllon 2.Design assumes the top and bottom chords to be laterally braced at Y 2 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced throughout ihairlength by O 7 4, continuous sheathing such as plywood shed where s an d/or drywall(SC). MFR R �� DATE: 4/9/2018 the overall structure is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown+« v. SEQ.: K4 4 5 7 3 72 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility o/the respective contractor. Fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used h a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are or tlry fidlbomoruae. 5.CompuTrus has no control over and assumes no responsibility for the 6.DB�iS�ssumesmllbeanngeleAsuppartsshown.Shimorwadgeif EXPIRES: 12-31�2Q19 fabrication,handling, ry. r� ,t p shipment and limitations Installation of components. 7.Design assumes adequate drainage is provided.. April 9,n 0 1 O 5.This design Is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center TPUWPCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 53 2-4=(0) 0 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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: 8.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -31/ 252V -58/ 145H 5.50" 0.90 KDDF ( 625) 1'- 9.2" -25/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -87/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180' MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed,= 0.067" 3 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting - - system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE. „ 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=l.6, I Truss designed for wind loads m, in the plane of the truss only. I. rvl/ O Bi- N r O =301 410:31 O 1 M-3x9 k k k Y 0-08 2-00 1-11-11 ��� �D PR pe. C��� GIN EFR ;p 2 ,-89200PE yr JOB NAME : POLYGON 7-D - SJ4 Scale: 0.5805 WARNINGS: GENERAL NOTES, unless otherwise noted: © �_ I.Builder and erection contractor should be advised elan General Notes 1.This design Is based onty upon the parameters shown and Is for an Individual 7� % OREGON � .4tti; Truss: S J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compresskn web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. �Q 3.Additional temporary bracing to insure stability during censtructlon 2 Design assumes the lop and bottom chords to be laterally braced at //� I y y^ 2- is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 15 o.c.respectivety unless braced throughout their Nngih by v t e'F s ��i continuous sheathing such as plywood sheathing(TC)endlor drywall(BC). DATE: 4/4/2018 the overall structure is the responsibiAty of the building designer. 2 2s Impact bridging or lateral bracing required where shown++ �R R �� SEQ.: K4 4 5 7 3 7 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7' 1 fasteners are complete and at no time should any mads greater than s.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design mads be applied to any component. and are for"dry condition"of use. B.O 5.CompuTfushasnocontroloverandassumesnoresponsibilityforthe essassumes full bearing etall supports shown.Shim orwedge lt EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. p 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 9 2 .I8 1 TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate Baa of plate in inches. MiTch USA,IncJCompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-9=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-167) 136 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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: 8.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -29/ 237V -88/ 208H 5.50" 0.38 KDDF ( 625) 1'- 9.2" -109/ 178V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 11.7" -129/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed.= 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 3 MAX SC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed= 0.059" MAX BC PANEL TL DEFL = 0.006" @ 1'- 0.1" Allowed'= 0.072" • 0104/ /0 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" •---..,. 12 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. - ' Wind: 190 mph, h=22.2ft, 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. I 13 o1 • o /--- ,-, 'N I�- o M-3x4 y0-08 b 2-00 y 3-11-11 y 'c<cQ, p PROP, , r, 51 .\ 04 �NGINEFR '10 ,.._-"../ �� 89200PE L JOB NAME : POLYGON 7-D - SJ5 '' Scale: 0.4560 WARNINGS: GENERAL NOTES, unless otherwise noted: tn Cr 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 y OREGON k✓ Truss: SJ5 and Wa mings 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 lop and bottom chords to be laterally braced at Leo Y 1 f �Q� � Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ID'o.c.respectively unless braced throughout their length by `'F s ?xi?,1 DATE: 4/4/2018 the overall structure Is the responsibility of building designer. continuous or etehasptywg reod uired here hown.)and/or tlrywall(BC). V1 p ty o g goer. 3.2x Impact bridging or lateral bracing required where shown+« �R RIO- I 1 SEQ.: K4 4 5 7 3 7 4 4.Na load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility or the respective contractor. n L fasteners are complete and at no time should any leads greater than 5.Design assumes tresses are to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component. and are or dry condition'or use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe B.Design assumes full bearing atall supports shown.Shim orwedge k EXPIRES: 12-31-2019 fabrication,handl) shipment and installation or cold ry handling, p components. 7.Design hallbosadedttoneofagelofMised. April9,2018 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of Miss,and placed so their center TPINJfCA In BCS(,copies of which wtll be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-36) 48 3-5=(-184) 136 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 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: 8.0" 0.0" 0'- 0.0" -59/ 335V -24/ 70H 5.50" 0.54 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 243V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 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 = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed= 0.309" 5-04-04 0-05-12 MAX TC PANEL TL DEFL = -0.063" @ 2'- 10.6" Allowed =. 0.463" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3". 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" Design conforms to main windforce-resisting • system and components and cladding criteria. M-1.5x3 4 Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. . 0 M 0 N ti f I 1 m M o I 21111011 �5 0 M-3x4 M-1.5x3 1 3' k 5-04-04 0-05-12 1 b b 0-08 5-10 �(�S P R OFFss �,� �NGINELcR L29 89200PE e' . JOB NAME : POLYGON 7-D - Z2 Scale: 0.5944 /`:: � WARNINGS: GENERAL NOTES, unless otherwise noted: © Q' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for anindlldual y471:'.' OREGON �� Truss: 22 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2114 compression web baling must be installed where shown*, incorporation of component k the responsi bility of the building tlesigner. �.j • 3.Addklonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I -T y y,1 �O �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ee15 o.c,respectively as ly unless braced throughout their length by O +4 5 continuous sheathing such as plywood ing(TC boos r drywell(BC). NV DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown** ��1") 1 SEQ.: K 4 4 5 7 3 7 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibillly of the respective contractor. Il lr fasteners are complete and at no time should any loads greater than 5.Design assumes trueses are to be used in a non-corrosive environment, TRANS ID• LINK deGgn made be applied to any component. end are for"dry condition.of 5.CompuTrus has no control over and assumes no responsibilky for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12=31-2019 fabrication,handling,shipment end installation of ry isep components.h by7.Designassumesbe on both is trussded., April 9,2018 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both facosoltass,and placed so their center TPI/MCA In BCSI,copies of which will be furnished upon request. lines coincide wkh joint center Ones. 9.ISfts indicate eqe of plate In inches. USA,IncJCom uTrus Software 7.6.6 1L-E /o For b sconnector plate design see ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 24 2-5=(-35) 48 3-5=(-186) 191 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4=(-10) 4 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: 8.0" 0.0" 0'- 0.0" -56/ 334V -24/ 72H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 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/1B0' .•. -"s.` AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -B.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -B.0" Allowed'= 0.089" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" 5-04-04 0-05-12 MAX TC PANEL TL DEFL = -0.061" @ 2'- 10.6" Allowed'= 0,463" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 190 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 -7 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, 511/ Truss designed for wind loads in the plane of the truss only. 0 Nrn Co N▪ / m rn 1 _� 0 M-3x4 M-1.5x3 b . ). 5-09-04 0-05-12 ,I, b b 0-08 5-10 <cY`" P R o�Fss �� �NG1NEF'Y /'''* :9200PE JOB NAME : POLYGON 7-D - Z1 P��, Scale: 0.5999 t WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder anderectioncontractor should be advised of all General Notes 1.This design is based only upon ma parameters shown and is for an Individual -yL 4,OREGON �<, Truss: Z1 and Warnings before construction commences. bolding component.Applicability of design parameters and proper A 2.914 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of me building designer. 1' t O` �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T is the responsibility of the erector.Additional permanent bracing of o.c.and at 10'o.c.respectively unless braced throughout their length by /O , DATE: 4/4/2018 the overall structure Is the responsibility of the buildingdesi continuous sheathing such as plywood required ing(TC)shoand/wn sr tlrywell(BC). p ty designer. 3.2x Impact bridging or lateral bresng where shown++ R 11-\- 1-\„+ SEQ.: K4 4 5 7 3 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no the should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. 0.Dm15 for mncearmfuteilaa supports r 5.Compurrushas mmntrolover and assumes noresponsibimy for the necessary.S assumes bearing at ppo wedge EXPIRES: 12-31-2019 p fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 9,20 18 8.This design is furnished subject to the limitations set forth by 8.Plates steal be located an both faces of truss,and placed m their center TPI,'WTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. S.Digits indicate size of plate in inches. MITek USA,Ino✓Comp9Trus Software 7.6.8(1 L)-E 10.For basic connector plate design values see 658-1311,ES12-1988(MiTek) .. This design prepared from computer input by Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X4-2 DF #1SBTR TOP CHORD LL + DL = 32.0 PSF M-3x6(5) 11-01-15 0 • '( 1/71/? M-5x8 12 8.49 p PROVIDE SUPPORT AT 48" O.0 AND AT END OF EXTENSION.). y 6-01-08 M-3x6+ 40. M-3x6- 10. M-3x8 M o AI Io /— ��¢E� PRoxess �� ,NG�NEFR �02 P •y y l 91 y 1-08-09 11-03-07 y .adillP/ JOB NAME : POLYGON 7—D — AR 19-01-07 . Scale: 0.3678 WARNINGS: GENERAL NOTES, unless otherwise noted: 171 % OREGON �zo 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 utrerr-5 -7 y y A 2U 4 webng mustIncorporation of component is the responsibility of the building designer. I'+ ^A 2.2.3 compression bract be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at /21 " s I s 3.Additional temporary bracing to insure stability during construction Teo.and at tS o.c.respectively unless braced throughout their length by n 8 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Ti DATE: 4/9/2018 the overall structure s the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ S E 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4 K4 4 5 7 3 7 7 fasteners are complete and at no time should any loads greaterthan 5.Design assumes trusses are to be used in a non-corrosiveenvironment, EXPIRES: 12-31-2019 design loads be applied to any component. and are assumesor-dry null condition- use. TRANS I D: LINK s.CompuTrua has no control over and assumes no responsibility for the 6.Design full bearing m as supports shown.shim or wedge if April 9,2018 ssary fabrication,handling,shipment and installation of components. 7.Plates assumes ated oneoth face is truss, 6.This design Is furnished subject to the limttations sat forth by 8.Plates shag be located on both faces of tmsa,antl placed so their center TP W1?CA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of plate In Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 9-08-19 FOR 3-0-0 SETBACK LOAD DURATION INCREASE = 1.15 CHORDS: ! LOADING 2X4-2 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF 12 8.99 M-5x8 M-3x6 ' PROVIDE SUPPORT�/ 4 M-3x6 1111# M-3x6 M-3X8 44011' M-1.5X4 OR EQUAL AT NON—STRUCTURAL MEMBERS. o i •/..CAIMMaillilliMN oI • ���ED P R QFFs. w�,� �NGI NEER X0 b b yb- b 1-07-02 4-08-14 2-09-14 a- 89 200 P E y y 9-02-10 JOB NAME : POLYGON 7—D — BR ---ild illi. 1.. Scale: 0.6778 Q ' `�+./}. WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON to 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual u Y Truss: BR and warnings before construction commences. building component.Applicability of design parameters and proper 2 ` �{. incorporation of component is me responsibility of the building designer. !i 111 2.2x4 compression web bracing must be InsGiled where shown+. 2.Design assumes the top and bottom chords to be laterally braced at /O/,�[A� s O 0. 3.Additional temporary bracing to insure stability during construction 2.o.c.end at 1tl o.c.respectively unless braced throughout their length by -!6F.R R`�� V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheethingfTC)endlor drywall(BC). 1 DATE: 4/5/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S E 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 K 4 4 5 7 3 7 8 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment. EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. s.compurmshas nocontrol over and assumes noreaponsmntyronne 6.nesssary.umesfullbearingettasupportsshown.Shimorwedgeif April 9,2018 fabrication,handling,shipment and installation of components. —Design—,assumes 7.Design hallassumes caed on bdoth face is provided. and This design is furnished subject to the limitations set forth by g.Plates shall be located on both(aces of truss, placetl so their center TPIAVICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate age of plate in inches. Muck USA,InoJCompuTrus Software 6.2.3(1L)-Z t0.For basic connector plate design values see ESR-1311,ESR-1986(MRak) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR B-0-0 SETBACK LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X9-2 DF #16BTR TOP CHORD LL + DL = 32.0 PSF M-3x6(0) 40 11-02-04 T T M-5x8 4,4 • 12 M-3x6- 8.49 V PROVIDE SUPPORT M-3x6+ • M-3x6- M-3x6- M-3x8 -‹��Eo PR OFFs ENGINE -„ 0/4, :9200PE V 1-07-02 11-03-12 4-02-03 JOB NAME POLYGON 7—D — CR 17-01-01 Scale: 0.4096 © f1+ WARNINGS: GENERAL NOTES, unless otherwise noted: 7/ " OREGON 1.0 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 00'20' Truss: CR and Warnings before construction commences. building component.Applicability of design parameters and proper -7 Y 2.204 compression web bracing must be installed where shown e. Incorporation of component la the responsibility of the building designer. pression g 2.Desi the topd bottom chords to be laterallybraced at a 3.Additional temporary bracing to Insure stability during construction Design assumesan Is the responsibility of the erector.Additional permanent bracing of 2'ntinand at 10i in respectivalyunlessbracedthroughout Meir length by �RR`\ DATE: 4/9/2018 the overall structure is the responsibility of the buildingdesl continuous ous shggiog such i bracing sheathing(TC)hereshownand/or tlrywall(BC). 7� p y goer. 3.za Impact bridging onateral breGng required where shown„ SEQ.: K4457379 4.No load should be applied to any component until after at 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, EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"^ruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge ifn �3 .t p ce fabrication,handling,shipment and Installation of components. ssary. April 9 L O I O 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 oth faces of truss,and placed so their center TPVWICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plats design values see ESR-1311,ESR-1888(MiTek) Symbols Numbering System O General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I;b1‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing, TOP CHORDS 9 g,is always required. See BCSI. ,� 2. Truss bracing must be designed by an engineer.For 0'1/16 4 wide truss spacing,individual lateral braces themselves ❑ may require bracing,or alternative Tor I ❑ bracing should be considered. r O 5 3. Never exceed the design loading shown and never a0 �. d stack materials on inadequately braced trusses. F p 4. Provide copies of this truss design to the building c�-s C6-7 C5-6 designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS ~ all other interested parties. p p y plates 0- ild'from outside 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. 4,41' / bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. hMN reaction section indicates joint 111=.11111 III IIII number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN NM y, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. isnot sufficient. DSB-89: Design Standard for Bracing. II R; k, BCSI: Building Component Safety Information, lvi'��Mil 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIITPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013