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Plans (144) 10709 svJ 6t fLpco oJ_6y � MsT20t9-;6008q, RECEIVED mit MAR 0 6 2019 CITY OF TIGA 1D M iTe kBUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B AGSE PATIO 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: K5644155 thru K5644204 My license renewal date for the state of Oregon is December 31,2019. ss �ke� �NGLNEF9 /�29 89200PE <' 7 A OREGON�� Alt, <0 4 ' 14 2p P'1- M R - January 23,2019 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. mit MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B AGSE PATIO 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: K5644155 thru K5644204 My license renewal date for the state of Washington is May 16,2019. ,RRILL&q J19 oo WAst11elt � ' 16 v_ " o• ie1 R 51398 0� �GISTER�C5 "ow January 23,2019 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 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 9=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -98/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x9 BRACING AT 24"0C UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 9'- 2.0" EONS. 2: Design checked'for net(-5 psf) uplift at 24 "oc soacina. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = -0.088" @ 6'- 0.0" Allowed = 0.950" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-11-11 3-02-10 5-11-1.1 Truss designed for wind loads +320# 4320# in the plane of the truss only. 12 12 6.00 Q 6.00 M-4x6 M-6x6 4-_ o LNG'NEF6 /22 89200PE 9v o l-I © 1 o OREGON �Q o I.. 5 6 •* 4 0 /O '9y A 2.ON �� M-3x5 M-3x4 M-1.5x3 M-3x5 I Y 111 RlLA- l ), 1 b EXPIRES: 12-31-2019 5-08-08 3-10-12 5-06-12 l 1 15-02 4 1v o WAS `tl, JOB NAME : POLYGON 3413-B AGSE - Al Scale: 0.9139 `'0 psi G„O WARNINGS: GENERAL NOTES, unless otherwise noted. ` ` fF 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 '5 Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper -�.i1 2.2r4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /y', sparary gstability g construction 2.Design assumes the top and bottom chords to be laterally braced et �'# 51398w 3.Additional[ern bracing to insure Burin is the responsibility of the erector.Additional permanent bracing of 2'n.c.and at 10'hin respectively ply unless braced throughout their length by ). continuous ridgegorstehasaongreuirething(TC)and/or whereshown+tlrywall(BC). Q� GI$DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ S E K5 6 4 415 5 4.No load should be applied to any component until after all bracing and a.Installation of truss is Me responsibility of the respective contractor. T 4 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ��`ONAL � and are for condition.'o TRANS I D•• LINK design bads be applied to any component. use. 5.CompuTrus has no control over and assumes no responsibility fa Me 8.Design assumes full bearing at all supports shown.Shim or wedge if scary. fabrication,handling,shipment and installation of components. T.Pefssslgn assumes caadequate othfageio truss,an January 23,2019 B.This design is famished subject to the limitations set tote by e.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines cdncide with joint center lines. 9.Digits indicate size of plate in inches. MITek 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 15'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-9=(-47) 587 9-2=(0) 353 . BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pig) II LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 osf_( uplift at 24 "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 lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.025" @ 7'- 7.0" Allowed = 0.950" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.ONED @ 9'- 0.2" Allowed =CONDITIONS SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-07 / 7-07 Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1 'f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 1 11M-4x4 Q 6.00 Truss designed for wind loads in the plane of the truss only. 4.0" 2 ,f-,( 1.1" ,((y0 PROpess ,��5 �NGINELcR /0�9 89200PE r' rn m • o ° o ��REGON�� [t,� l0 1e: q *o 3 �� 0 M-3x4 M-1.5x3 M-3x4 y 141 MFR R ILA- i, ), ). EXPIRES: 12-31-2019 7-07 7-07 l b 15-02 4 4) ov WAS 71, JOB NAME : POLYGON 3413-B AGSE - A2 'app.i,v'!„....,, c) .. �� 'Scale: 0.9139 . WARNINGS: GENERAL NOTES, unless otherwise noted: I F? tr 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: A2 end Warnings before construction commences. building component.Applicability of design parameters and proper r�-r 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at .'0� ,�51398 �,'CV i¢the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced throughout their length by DATE: 1/23/2019 is ther spssudura is the rector.AdiNonal permanent bracing continuous sheathing such as plywood sheathing(TC)andlor dryuall(BC). Q Q 3.2x Impact bridging or lateral bracing required where shown.. CIS No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of Bethe respective ntractor. SEQ.: KS 64 415 6 4.fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used ina non.orroslve environment, sSiONAL G TRANS I D• LINK design loads be applied to any component. and am fo'dry contlitian o use. 5.CompuTrus has no control over and assumes no responsibility for the8.Design assumes full bearing at all supports shown.Shim or wedge if - febrlcatlon,handling,shipment and installation of components. 7nary. .Petesshallbesadedone bthifagels truss,vided. January 23,2019 8.This design is furnished subject to me limitations set forth by 8.Plates shell be boated on both feces of truss,end placed co weir center TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate slut of plate in inches. MiTek 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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 KDDF #15BTR SPACED 24.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 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) ** For hanger specs. - See approved plans 0'- 0.0" -146/ 818V -57/ 144H 5.50" 1.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" I_ FOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.029" @ 4'- 0.0" Allowed = 0.472" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 1' ' •f '' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 � M-1.5x3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), F load duration factor=l.6, End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 ru iiiiro° o ��ED PR O�Fss ,�C7„� �NGI N�`c'9, /92 89200PE vT 111111111 1�� 5 ** 6 o OREGON 4, M-3x4 M-3x8 M-4x8 -7„ N & v/6 qy 14, 2° v-3- MRRIL\- 6 1, y +12104 t637# y 4-00 4-00 EXPIRES: 12-31-2019 b l • 8-00 R1LL .y JOB NAME : POLYGON 3413-B AGSE - AGIRD , =y 4��o Scale: 0.4660 - 4 tS~ WARNINGS: GENERAL NOTES. unless othenvisa noted: - • 'MOW 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: AGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper - f'7, 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. i�'; 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at �Y 1 51398 k,i is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'Ding such a plywoodly unless brawn throughout their length by DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 2x Impact sheathingginor such as acing re airedsheathing(TC)ereshown +drywall(BC). Q /1 Op.a.� ponsi ty g goer. 3.2z Impact bridging or lateral bracing required where shown++ � GIU 1 Ylk SEQ.: K5 64 415 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. ,�( c fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonomasive environment, SSI°NAL TRANS ID• LINK design bads be applied to any component and are for-dry condition'o use. 5.CompuTrus has no control over and assumes no responsibility for the necessary 8.Design assumes toll bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and instillation of components. .Design aeasmee adequate drainage is proordad January 23,2019 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 TPI/WTCA 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(1 L)-E 19.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 6'- 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) 50 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-92) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -61/ 297V -7/ 47H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I� [PROVIDE FULL BEARING;Jts:2,3.4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP k'OND. 2: nesinn checked for net(-5 psf) uplift at 24 "nc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.195" 12 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" 6.00 MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.333" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. ' Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, " (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind to...- D icl, n the plane of they��ii'' ass ��J �NGINFF9 �O2 mf o� 2 - e 89200PE 9r M-3x4 may/ ,t, OR EGON 1,40 O 14, `4 Qa MFRR ILA- 1 1 H 0-08 6-00 EXPIRES: 12-31-2019 40.xRrLL WAs 11, JOB NAME : POLYGON 3413-B AGSE - AJ1 Scale: 0.6956 Of ; ', °' WARNINGS: -GENERAL NOTES, unless otherwise noted' ► / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper• y' / 2.2z4 compression web bracing t be'installed where shown incorporation of component theresponsibility of the building designer. y', • 3.Additional temporary bracing t stability during construction 2 Design assumesthetop and bottom hod to be laterally braced at A0 ,�51398 kiQ Is the responsibility of theerector.Additional permanent bracing of 2 o c and at 10 respectively b braced throughout their length by continuous sheathing n plywood sh thnq(TC)and/ordrywalkBC). Q� CIS DATE: 1/23/2019 the overall structure theresponsibility ofth building designer. 3.2x Impact bridging lateralbi erequiredwhere shown.. 4.No load should be applied to any component until after all bracing and 4.Installation of Truss is the responsibility of the respective contractor. SEQ.: KS 6 4 415 8 fasteners are complete and et no time should any loads greets than 5.Design assumes trusses are to be used in a non-corrosive environment, �...Q.-flDNALr,' TRANS ID' LINK design lads be applied to any component. and are forary condition'of use. 5.Co,npuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it - m.ny. fabrioation,handling.shipment and installation of components. na assumes ].Pl tl s shallbecaed on n bothifa ea is provided.rusisetl. 8.This design isfumishetl subject to the limitations set foMby 8.Platasshellbebcatedonbothfacesoftruss,and placed so their center January 23,2019 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. Musk USA,Inc./CompuTrus 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 6'- 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) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-61) 49 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" -33/ 296V -14/ 69H 5.50" 0.47 KDDF ( 625) 3'- 10.9" -100/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. II WROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP f:OND. 2: DesiGn che-ked for net(-5 net) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" 3-11-11 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" ,r ,r MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.105" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 12 MAX BC PANEL TL DEFL = -0.025" @ 3'- 1.4" Allowed = 0.333" 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFT. = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind to in the plane of the 4(1% dy.OROp o � 0NGINFF9 /O 2 o �,S./ 89200PE 9r 0 0 M-3x4 7Cr 4 OREGON a it/ /O Ali)" 14, 2°�6 P qqFR R ILA- ), J• ), EXPIRES: 12-31-2019 0-08 6-00 JOB NAME : POLYGON 3413-B AGSE - AJ2 �' p' • r:�. �11 • Scale: 0.6331 -r �g.��Yr • �• • WARNINGS: GENERAL NOTES, unless otherwise noted' .✓J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ2 and Warnings before constructionco building component.Appl' blity of design parameters and proper 41.. 2.2x4 compression web bracing t beinstalled whereshown+ incorporation f on component isthe responsibility of thebuilding uild designer.ing :Y 3.Additional temporary bracing to- stability during construction 2 Design u thetop and b do chordsto be laterally braced at A� A 51398 Av is theresponsibility of the to Additional permanent bracing of 2 d t torespectively I braced throughout their length by 1 • continuous sheathing h plywood sh M'g(TC)and/or drywall(BC) Q �C /I DATE: 1/23/2019 me overallstructure-toresponsibilityoftn building desgner. 3.2x Impact brdg'9lateralb grequiredwhereshown++ G$ SEQ.: K5 6 4 415 9 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. say 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, �V VIDNAL � • TRANS ID' LINK design loads be applied to any component. and arefo•arygolibea of sae. 5.CompuTrus has no control over and assumes no responsibility for Me 8.Design assumes full bearing at all supports shown.Shim or wedge if • nece.arY. fabrication,handling,shipment and Installation of components. 7.Design hassumes adequate drainage io truss,a • January 23,2019 8.This design is furnished subject b the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPIIWTCA 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,Inv./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-95) 68 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" -41/ 355V -21/ 100H 5.50" 0.57 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -70/ 160V 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. I_ 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP I VONT,. 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'- -8.0" Allowed = 0.089" 5-11-11 MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" f ' MAX TC PANEL TL DEFL = -0.091" @ 3'- 4.8" Allowed = 0.593" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 6.00 L" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. o ol �� p E PROPEct 89200PE , rh a 2►/o 4" 7 ,,ORE Ct GON�� Ito M-3x9 <0 L9y 14, 2° Q�` MFRRIL\-9) , ,. y EXPIRES: 12-31-2019 0-08 6-00 OLL B JOB NAME : POLYGON 3413-B AGSE - AJ3 4;�, • coo�is Scale: 0.5784 • • 4. WARNINGS: GENERAL NOTES, unless otherwise noted: �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ3 and Warnings before construction commences. building component Applicability of design parameters and proper -7ft•Ir 2.2x4 compression web bracing must be instated where shown a, incorporation of component is the responsibility of the building desgner. (+k r 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 15 51398,0 w is the responsibility of the erector.Additional permanent bracing of continuous ou at sheathing respectively unless braced throughout their length by ''r '"' l` DATE: 1 23 2019 the overall structure is the responsibilitycontinuous sneathfng such as plywood sheathing(r showsearywalNBc). Q� GJS 1.1° of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: KS 64 416 0 4.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, SSIONAL' TRANS ID' LINK design loads be applied to any component. and are for'dry condition'of use. 5.Canalrms has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge i/ fabrication,handling,shipment and installation of components. snary. 7.Pltisshallbelctledon drainage isbusised. January 23,2019 8.This tledgn is furnished subject b the limitations set forth by 8.Plates shell be boated on both faces of buss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with pint comer lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bests connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 ' TC: 2x9 KDDF 615BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-5=(0) 0 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 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" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 328V -27/ 123H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -147/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 18V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [PROVIDE FULL BEARING;Jts:2.5.3.4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. POND. 2: Design checked for net(-5 Bsf) unli ft at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" 12 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 6.00 MAX TC PANEL LL DEFL = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" 0 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" '' Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=l.6, o Truss designed for wind to-.- a, in the plane of the�� yr� ty.PROp CI ONGINEF9 /O* ct 89200PE r M O o ' S ' 7 427 M-3x4 ',OREGONN� lti /O l9y 14 2° Q. � RFt 10'0 /' /' 1' 1' EXPIRES: 12-31-2019 0-08 6-00 1-05-15 xo LL& 4P of wAs 41-f>, JOB NAME : POLYGON 3413-B AGSE - AJ4 tor. Scale: 0.5768 ��/� `�,A_, WARNINGS: GENERAL NOTES, unless otherwise noted: ��• 411P,i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper11�, 2.2s4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. ,y', 3.Additional temporary bracing to insure stability during construction 2.Design assumes Na cop end bottom chords to be laterally braced al �'� A 51398 q,'� is Na responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l� DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. continuous ridging or such as p bracing reyeood uired here s ownand/•drywall(BO). O �C /I STp 3.2z Impel bridging or lateral Macing required where shown�� C$11a SEQ.: K 5 6 4 4161 4.No load should be applied to any component until after all bracing and 4.Installation of truss is to responsibility of to respective contractor. .' 1 fasteners are complete and at no bee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��IONAL � design loads be applied to any component. and are for'dry condition'of use. TRANS ID: LINK 5.Design assumes fug bearing at an supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the maces fabrication,handling,shipment and installation of components. nary. ,.Design sshallb located odthifage is provided. January 23,2019 6.This design is famished subject to the limitations sat forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIIW TCA in BCSI,copies of which wit be furnished upon request. Tines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC CORNER GIRDER SETBACK 6-0-0 FROM END WALL LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 24"oc CHORDS: 2X4 KDDF #1SBTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf M-5x8 12 4.24 M-3x6 / PROVIDE SUPPORT l 0 2-02-02 M-3x6 0 M-3x6 ��0 PRope M-3x8 0 ��' GINEcR s/O2 �� 89200PE -9% 0 -71 '1OREGON�� 40 /O 'If' 14, 2° P MFR R 10- y y EXPIRES: 12-31-2019 1-08 8-05-13 OR/Mt, 8 44) of WAS. `1-f), Scale: 0.7505 / �f•'I- �`•' ;C��tt JOB NAME : POLYGON 3413-B AGSE - AR ' -r .trs. • WARNINGS: GENERAL NOTES, unless otherwise noted: • .✓/ ., 1.Builder and erection contractor should be advised of all General Notes 1.This design is basal 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 _ffug� / 2.2c4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of Me building designer. '; 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 51398 'q'� is She responsibility of the erector.Additional permanent bracing of c'n n and al ea10'hin.respectively unless braced throughout their length(.b '1'��" ,.` DATE: 1/2 3/2 019 the overall structure is the responsibility continuous sheathing such l b plywood aired in ere s ownand/+drywan(Bc). >[r . S' ty of the building designer. 3.2z Impel bridging or lateral bracing required where shown++ � G1 U No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : KS 6 4 4 162 4.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment VS/ G TRANS I D• 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 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7. a sign as necessary. ates shall be:cried on both is Inns,a. January 23,2019 6.This design is famished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,end placed co their venter TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 1o.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 27'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 - TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5858) 1184 1- 9=(-1000) 5041 2- 9=( -66) 547 12- 7=(-56) 303 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5967) 1202 9-10=(-1315) 6836 9- 3=( -235) 1424 BC: 2x6 KDDF #1&BTR 3- 4=(-5329) 1101 10-11=(-1099) 5917 9- 4=(-1878) 401 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-6862) 1425 11-12=(-1099) 5917 4-10=( -27) 362 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3890) 762 12- 8=( -713) 3833 10- 5=( -373) 1582 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4393) 831 11- 5=( 0) 129 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4426) 846 5-12=(-2499) 549 6-12=( -260) 1532 LL = 25 PSF Ground Snow (Pg) NOTE: 2x9 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -631/ 3256V -71/ 70H 5.50" 5.21 KDDF ( 625) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 27'- 9.5" -412/ 2321V 0/ OH 5.50" 3.71 KDDF ( 625) ADDL: BC CONC LL+DL= 1490.0 LBS @ 12'- 4.0" ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.165" @ 12'- 4.3" Allowed = 1.323" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.375" @ 12'- 4.3" Allowed = 1.769" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.049" @ 26'- 11.0" MAX HORIZ. TL DEFL = 0.114" @ 26'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, 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. T 7-10-03 T 11-06-10 T 7-11-11 T �fyst0 PROp�An 3-11-04 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 1"R C7V T '1 '1y598# T T T T T 1.0 4NGINE -1 /� 12 12 y 6.00 � M-5x12 M-5x8 Q 6.00 M-3x6 M-3x12 �' 89200PE 9% T2 wm M-1.5x3 M-1,5x3 + /n + CfOREGONI. lCr M-5x12 /O '9y 14 21' n `_ I �- 1 n 9 10 11 12 **8 M-4x8 0.25" M-1.5x3 M-3x12 M-5x6 0 EXPIRES R R: 12-31-2019 M18HS-7x8(S) y y *1440# y y 7-03-04 5-01 ' 2-08-04 4-11-04 7-04-12 1 y 27-04-08 lajiL , 4$) •V WAS 7�, JOB NAME : POLYGON 3413-B AGSE - B1X rs Scale: 0.2587 r t4 WARNINGS: GENERAL NOTES, unless otherwise noted: j 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 Truss: B1X and Warnings before construction commences. building component.Applicability of design parameters and proper -�7/ 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. 4' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et �� 51398, r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BO). QA /y1 TBI DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ Y+" Clg j IS�� SEQ. : K5 64 4163 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. Qom( 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, ZONAL e'1 G • goal beds be Led to and are for'drycondition-of use. TRANS ID: LINK design applied ycomponent. 5.GompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports mown.Shim or wedge if micessary. fabrication,handling,shipment and installation of components. 7.Design shall belcded oneoth face is busis,a January 23,2019 6.This design is famished subject to the limitations set forth by B.plates shall be boated on both faces of truss,and placed co their center TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com Tors Software 7.6.61L-E 0 For basicts imioonelmrp of ate eign val pu ( ) 1.Forncate size plate in design valuesas.ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-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 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIE Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" II__ ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc snacina. -sr- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = 0.011" @ 3'- 0.0. Allowed = 0.359" nails staggered: MAX TL DEFL = -0.023" @ 3'- 0.0" Allowed = 0.472" 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" ** For hanger specs. - See approved plans Design conforms to main windforce-resisting 6-02-11 1-09-05 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-01-12 3-00-15 1-09-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .1 f 'I' ' load duration factor=l.6, 12 End vertical(s) are exposed to wind, Truss designed for wind loads 6.00 in the plane of the truss only. M-4x6 M-3x5 ,e��ED PROFFS M-3x6 tVC?N 0NGINEE9 S/0 cr 89200PE 9r 144-.. 1 mi'll I o r,-, 6 6 , Qei_ . o M-3x4 M-3x4 M-7x8 M-3x8 MFR R ILAVP - II EXPIRES: 12-31-2019 Jr *1210# +637# k +2330# }, 3-00 2-09-12 2-02-04 Jr k 8-00 OR-RILL 40 'WAS 1-1), JOB NAME : POLYGON 3413-B AGSE - BGIRD Scale: 0.4713 j', �� °11• Ar WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper -..'T 2.2x4 compression web bredrg must be installed where shown+. incorporation of component is the responsibility of the building designer. �e 1I / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords tobe laterally braced at Y`J 51398 t� 2'o.c.and at 10.o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ GI$ 4.No load should be applied any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. l SEQ.: KS 6 4 4164 to are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, SSIONAL a 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 or wedge if fabrication,handling,shipment and installation of components. 7. ssary. Platessail besaded on both Page is truss,d.an January 23,2019 8.This design is famished subject to the limitations sat forth by 8.Plates shall be boated on both faces of truss,and placed co their center TPI/WTCA in BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate alas of plate in inches. MiTek USA,I nc./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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-25) 19 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" -43/ 165V -4/ 28H 1.50" 0.26 KDDF ( 625) 0'- 11.2" -12/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -12/ 13V 0/ OH 1.50" 0.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I_ [PROVIDE FULL BEARING;Jts:2.4.4 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP F=ON". 2: Design checked for net(-5 pnf) uplift at 24 "cc spacing, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2. 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, 0, Truss designed for wind loads o in the plane of the truss only. 0 ��, 0 $tip PROF? �� GINF �/Q� �� .� 89200PE 9r 1 -3x4 174 'f OREGON I)' i <O�Y 2 1a, °�C- R R IO- EXPIRES: 12-31-2019 1 1 1 0-08 1-00 oLL & 4) o''WASF, 7T. 0 JOB NAME : POLYGON 3413-B AGSE - BJ 1 �Q Scale: 1.1876 t-AV, WARNINGS: GENERAL NOTES, unless o0wrwise 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 4 Truss: BJ and Warnings before construction commences. building component Applicability of design parameters and proper )47' 2.br4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /.+a'I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top bottom chords to be laterally braced at A� 51398 k'� is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10.o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywaluec). Q .? DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Is g SE : K5 6 4 416 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. Q. 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, s810NAL G tlesign loads be applied Many component. and are for"dry huD beo'of use. TRANS ID: LINK s.cpm Tma has no control over and assumes no responsibility 6.Design assumes full bearing at all supports shown.Shim or wedge if W ponsibility for thenecossary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 January 23,2019 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate am of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bads connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 KDDF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 4.24 M-3x6(S) M-5x8 014 M-3x6+ 11 PROVIDE SUPPORT @ 48" O.C. AND AT END / )' 8-00-13 M-3x6- 1� rc( PROP s M-3x6- „, �N,GIN�Lr9 /Ol9 89200PE 1. M-3x6- M-3x8 VOA o F— OREGON a /.0 L/�'9Y 14 2()) MRRILA- EXPIRES: 12-31-2019 b 1 y 1-07-12 11-02-07 0,12.R1LL $q �� ,v WAS ), JOB NAME : POLYGON 3413—B AGSE — BR i'I /i ^'r �� Scale: 0.4418 -, O An WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �' ` Truss: BR and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. /�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the rep and bottom chords to be laterally braced al �, 51398 Q,� s the responsibility of the erector.Additional permanent bracing of 2'o.c.and et ig'o.c.respectively unless braced throughout their length by continuous ridging or such as plywoodacing re sheataired here s and/own«drywall(BC). O p- DAT E: 1/2 3/2 Q 19 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown�« � CISTEg 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. Sy , SEQ. : K5644166 aaronenaareo omvlereandetnoumeano�danybadsgreeterthan 5.Design assumes trusses are to be used in a noncorrosive environment, V�1ONAL�(l TRANS ID• LINK design loads be applied to any component. and are for'dry condition'ouse 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. scary. 7.Design shallassum aadedon othdrafacelo truss, January 23,2019 8.This design is furnished subject W the limitations sat forth by 8.Plates shell be located on both feces of W ss,and placed so their center TPIIW TCA 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,Ins./CompuTrus Software 6.2.3(1 L)-Z to.For basic connecter plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss—BC Refer to CompuTrus rafter detail for complete specifications. 12 4.24 M-3x6- o �� p PROFFss 0NGINE,c9 /O >C �� 89200PE 9r ' OREGON � � l/O 9r14, 2`' Q, MFR R IL\- EXPIRES: 12-31-2019 BILL o..q�� y 3-00 1 S� o'WASi1 t�, JOB NAME : POLYGON 3413—B AGSE — BR2 -.�� c`',-AScale: 1.3784 / `/"•[f T// �r� WARNINGS: GENERAL NOTES, unless otherwise noted. .1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 Truss: BR2 and Warnings before construction commences. building component.Applicability of design parameters and proper >Y�'' 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. /` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at A p is the responsiNlity of the erector.Additional permanent bracing of 22''n.c.and at 10.o.c.respectively unless braced throughout their length by 51390 54, DATE: 1/23/2019 3/2 019 the overall structure is the responsibility continuous shggior lateral l b ac ng aplywood mead here s and/or drywan(ec>. O��'��vls g,� / por.Addry of the building designer. 3.2x Impact bridgingsheathing lateral bracing required where shown r d• 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor p r SEQ.: K5 6 4 416 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, s'SIQNAL i TRANS ID• LINK design loads be applied to any component. and are cond 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 fabrication,handling,shipment and installation of components. 7. szery' Pate shallbeacaedoneothifageiopross,an January 23,2019 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both taws of truss,end placed co their canto TPllWTCA 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,Ind./CompuTrus Software 8.3.2(1 L)-2 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 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.o0 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-264B) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF#18515 T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x4 KDDF #1&BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0.- 0.0" TO 34'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 404 17- 5=( -330) 2134 2x4 KDDF #1&BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF B'- 0.0. TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2588) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0. TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"OC. UON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1234 11-12=( -6882) 1862 20- 8=( -724) 422 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=(-1136) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 13-14=( 0) 50 21-10=( -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. 34'- 0.0" -900/ 3801V 0/ OH 5.50. 6.08 KDDF ( 625) vertical members (uon). Attach 2 ply with 3"x.131 DIA GUN ' nails staggered: I 9" oc in 1 row(s) throughout 2x9 top chords, COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. 9" oc in 2 row(s) throughout 2x6 top chords, PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR 9" oc in 1 row(s) throughout 2x9 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TO FABRICATION OF TRUSS. 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.319" @ 13'- 4.7" Allowed = 1.654" MAX TL DEFT, = -0.515" @ 13'- 4.7" Allowed = 2.206" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ 35'- 0.0. Allowed = 0.133" 2-09-12.( 4-04-03 .( 5-01 .( 1-02-14 3-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-09 -09-122 � 0-0�5--,y05 A2-08-08�f3-04-02 i T 4' 4-05-08 -r i' 'r MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" MAX HORIZ. TL DEFL - 0.2 .� 8-10 ,,(( �M-9x4+ 8-10 ��p R0p i597.30# i597.30# 1. Design conforms t *i y'� 6.00 usf 12 M-3x8 12 46.00 system and compo t.`A�'f 'y3'i M-3x6 3x6+ Wind: 140 mph, h=22. f L=4.2,BCDL=6.0, ASCE 7 3x6 `., M-3x6 • (All Heights) ik sad, FRS load duratio fac =1.6, � � M-4x10 M-5x6 Truss design wind loads '` ` in the plane of the truss only. M18HS-5x16 -Al M-3x4 - M-2.5x4 or a adr non-structural diagonal i te. M-1.Sx3 �J il° M-3x8 12_ •OREGON�� ki M M-4x10 � ` �_. --= -� M ,O '9r 14 2� P a, i"`� 16 17 0 19 o 'L O 1 '2 M-3x4 M-3x8 18 20 21 22 `\4 o 4RR10- , M-1.5x3 M-3x10 0.25" M-3x8 M-3x8 0l . 3 5 M-7x10 M-5x8(s) EXPIRES: 12-31-2019 12 1 1 l l 1 l l y b 2705-08 2-09-12 2-11-08 5-02 ,, 4-11-08 3-07-10 3-09-06 8-02-12 y . 2;05-08 10-09-08 20-09 * 1 .RILL 0-08 34-00 0-08 ,.�O w _ $q 4, JOB NAME : POLYGON 3413-B AGSE - Cl i' ��I ' r) �' Scale: 0.1500 (,.a: h WARNINGS: GENERAL NOTES, unless otherwise noted: t /,-, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Cl and Warnings before construction commenoes. building component.Applicability of design parameters and proper -'7 2.2v4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 1 y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom chords to be laterally braced at �G'51398 40 ' 's the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'c.c.respectively unless braced throughout their length by DATE: 1/2 3/2 019 the overall structure is the responsibility of the building deal continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). Q - CISTE designer. 3.2z Impact bridging or lateral bracing required where shown++ SE K5 64 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 416 8 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ssjONAL TRANS ID• LINK design bads be applied to any component. end are for'dry coMition'o use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all wppods shown.Shim or wedge if ' necessary fabrication,handling,shipment and installation of components. 7.PIaessaln l,beeadequate othfageio truss,rused.r January 23,2019 8.This design is famished subject b the limitations set forth by 8.Plates shall be located on both feces of and placed co Nair center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrUs Software 7.6.8(1 L)-Z 10.For be::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 34'- 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) 50 2- 9=(-907) 2139 3- 9=(-252) 179 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2511) 516 9-10=(-282) 1795 9- 4=( -14) 946 WEBS: 2x9 KDDF STAND 3- 4=(-2275) 491 10-11=(-272) 1796 9-10=(-642) 235 LOADING 4- 5=(-1612) 437 11- 8=(-920) 2193 10- 5=(-235) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1611) 494 10- 6=(-699) 235 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2278) 516 6-11=( -39) 452 TOTAL LOAD= 42.0 PSF 7- 8=(-2514) 597 11- 7=(-256) 199 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG 'REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0. -237/ 1546V -179/ 185H 5.50" 2.47 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 34'I- 0.0" -199/ 1428V 0/ OH 5.50" 2.26 KDDF ( 625) I"OND 2• Design rherked for net(-5 psfl uplift at 24 "or sparing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.115" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.193" @ 17'- 0.0" Allowed = 2.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 17-00 17-00 1' 1' 1' Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T T T f T T 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 177' M-9x6 Q 6.00 (A11 Heights), Enclose. . - c MWFRS(Dir), load duration facto PROP 4.0" Truss designed f• � cis 5 45f in the plane o�` , - I ,6- 6> 04 j: 2 M-5x�(§)5" .AR-595c6(S) ?' 89200PE 9I (n O N , o M-1.5x3„If\ /IN) M-1.5x3 (� Cr ,�OREGo co i <O gr144291Q. 0 0 } r _L_ � I 2 9 10 11 $ EXPIRES: 12-31-2019 ,.--� o -9x9 M-3x4 . M-5x0(S2)55" M-3x4 -M-9x9 0 l 1 1 1 l 8-09-09 8-02-12 8-02-12 8-09-04 ' l l ,KRILL &1-00 39-00 OV w� „�`� JOB NAME : POLYGON 3413-B AGSE - C2 }(!�-^.�_^. �0 '� Scale: 0.1850 �"✓`_j:' - to WARNINGS: GENERAL NOTES, unless otherwise noted: 'Ir 1 C ; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C2 and Warnings before construction commences. building component Applicability of design parameters and proper 71/ 2.2z4 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 by and bodom chords to be laterally braced at it 51398 Ctr4 is the responsibility of the erector.Additional permanent bracing of 2'continuous at 10.o.c.respectively unless braced throughout their length by DATE: 1/23/2019 the overall structure is the responsibility of the building designer. xImpact riging orsuerlbh as acing reuirewher sownsdrywelNSC). O, �GISTt sponsi ty 9 guar. 3.2z Impeci bridging or lateral bracing required where shown.. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 51 SEQ.: KS 6 4 416 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a Ion-conosiue environment Vvl ONAL5 TRANS I D: LINK design loads be applied to any component. and are for'dry conditio of use. 5.ComW Trus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shorn.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. I.Pltisshallbelctledonbthfageio boss,ed. January 23,2019 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.9(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 34'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 33 2-11=(-794) 4293 11- 3=( -208) 1398 7-16=( 0) 906 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4872) 931 11-12=(-695) 3691 3-12=(-1247) 324 16- 8=(-206) 157 WEBS: 2x9 KDDF STAND 3- 4=(-2797) 552 12-13=(-384) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 496 19-15=( -8) 54 9-13=( -754) 181 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 585 15-16=(-296) 1872 5-13=( -295) 202 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 435 16- 9=(-392) 2127 19-13=( 0) 29 • TOTAL LOAD = 42.0 POE' 7- 8=(-2278) 496 13-15=( -194) 1319 OVERHANGS: 8.0" 8.0" 8- 9=(-2501) 519 13- 6=( -303) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 33 15- 6=( -57) 916 15- 7=( -691) 237 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -222/ 1504V -184/ 184H 5.50" 2.41 KDDF ( 625) 34'- 0.0" -222/ 1504V 0/ OH 5.50" 2.91 KDDF ( 625) EOND. 2: Design checked for net(-5 osl) 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 = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL DEFL = -0.303" @ 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.000" @ 39'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 34'- 8.0" Allowed = 0.089" 17-00 17-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 12 12 6.00 AIM-6x6 .. 6.00 Design conforms to main windforce-resisting 6.0" system and components and _ eria. 6 ^R EPRRO/� Wind: 140 mph, h=23.4ft, tODL=l5l4„//S 0, '� (All Heights), En 4•at 'r), M-1.5x3 M-5x6(S) load duration far pI``• �,t- Truss designed �A .• 3�� O M-5x6(S) 0.25" in the plane o ;Z uss only. •(�/ 0.25" 4ct 89200PE '-• M-1.5x3 M-3x6 OREGON I, 4/ c �Y 11 12 r 13 ee r 14, O 4 s L (],A� 0 2 M-3x4 0 14 15 16 a9 o p 1 V[ i M-5x8 M-5x8 M-4x8 0.25" -M-9x4 to ��I'>t R y� Wedge with(2)M-1.5x4 typ. M-1.5x3 - 3.75 M-5x6(S) EXPIRES: 12-31-2019 12 b , l l )v 1 1 -05-08 5-03 5-08-04 3-07-04 8-02-12 8-09-04 y , y l Y-05-08 10-09-08 20-09 l RRIlLL 0-08 34-00 0-08 A O w '':1 ), JOB NAME : POLYGON 3413-B AGSE - C2C `''e _- qou 4; Scale: 0.1653 j r- - A WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C2C and Wamings before construction commences. building component Applicability of design parameters and proper -er 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /i I 3.Additional temporary braang to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �Tp 5139$ '�1� 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� continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). Q .� DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� CISTE iC' SE : K5 6 4 417 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. Q. 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, SSIONAL E TRANS ID: LINK design bads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design� assumes full bearing at all supports shown.Shim or wedge i( , fabrication,handling,shipment and Installation of components. 's T.Designlshaaumeocaedtioneothifageio trusised. January 23,2019 6.This design is furnished subject to the limitations sal forth by 8.plates shall be located on both feces of truss,and placed so their center TPUWTCA in BC81,coples of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate sim of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1950(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2471) 538 1- 8=(-907) 2094 2- 8=(-228) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2299) 509 8- 9=(-278) 1777 8- 3=( -30) 429 WEBS: 2x4 KDDF STAND 3- 4=(-1601) 442 9-10=(-277) 1787 3- 9=(-630) 232 LOADING 9- 5=(-1601) 942 10- 7=(-918) 2134 9- 4=(-239) 1060 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2268) 513 9- 5=(-649) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2504) 545 5-10=( -39) 452 TOTAL LOAD = 42.0 PSF 10- 6=(-256) 199 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" -195/ 1423V -176/ 176H 5.50" 2.28 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 33'- 10.5" -199/ 1423V 0/ OH 5.50" 2.28 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 = -0.112" @ 16'- 10.5" Allowed = 1.648" MAX TL DEFL = -0.189" @ 16'- 10.5" Allowed = 2.197" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.099" @ 33'- 5.0" MAX HORIZ. TL DEFL = 0.082" @ 33'- 5.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 16-10-08 1' 17-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, 5-10-13 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 Truss designed for wind loads I 1 '1 1' 1 '1' 1 in the plane of the truss only. 12 12 6.00 M-9x6 46.00 4.0" 'eiEp PROP?94, s M-5x6(S) 9 M-5x6(S) S�5 0GINe& /g2 ., 89200PE 9r 0.25" 0.25" M-1.5x3 M-1.5x3 ti 47 OREGO N <0 'O gy14, 2°� P+� P o MFRR10- 6 1 B lO ' EXPIRES: 12-31-2019 o -M-4x4 M-3x4 0.25" M-3x4 -M-4x4 0 M-5x8(S) l )' 1 y 1 8-07-12 8-02-12 8-02-12 8-09-04 y y .6 0RRrLL 33 10 O8 44 •F WAS 14, JOB NAME : POLYGON 3413-B AGSE - C2X /�%.^ �o �. Scale: 0.1886 WARNINGS: GENERAL NOTES, unless otherwise noted: - r-/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: C2X and Warnings before construction commences. building P t Applicability of design parameters and proper -'Tr 2.2K4 p web bracing must beinstated where shown+. incorporation ofcomponent'M responsibility of the building designer. /y 1�f 3.Additional temporary bracing to insure during construction 2. 2 Design u the top and bolb chords to be laterally braced at .0� 51398 'w� is the responsibility of me erector.Additional permanent bracing of , d t tosiptily braced throughout their length by DATE: 1/23/2019 to 11 structure is the responsibility of thebuilding designer. continuousrh sheathing h plywoodsheathing(TC)tesho n+tlrywall(BC) 0� .�/1T�,s,n 3.2 Impact bridging lateral b grequired here shown++ ll! ll G��i�- S E K5 6 4 4 171 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, SStONALE�G TRANS ID• LINK design bads be applied to any component. end are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components, necessary. 7.Pessshallbelocdedoneothifapeisprusis,a January 23,2019 8.This design is tarnished subject b the limitations set forth by 8.Plates shall be located on born feces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sin of plate in inches. MiTek USA,Inc./CompuTNs Software 7.6.8(1 L}E to.For basic connector plate design values see ESR-1311,ESR-1g35(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 33 2-12=(-535) 2154 12- 3=( 0) 269 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 690 12-13=(-537) 2151 3-13=(-570) 192 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 656 13-14=(-437) 1708 13- 4=(-135) 542 LOADING 4- 5=( 0) 0 14-15=(-555) 2151 13- 6=(-183) 136 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1644) 624 15-10=(-553) 2154 6-14=(-182) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1644) 624 8-14=(-135) 542 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-570) 192 8- 9=(-1944) 656 9-15=( 0) 289 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2528) 690 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 33 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -279/ 1504V -148/ 148H 5.50" 2.41 KDDF ( 625) JT 2, 10: Heel to plate corner = 1.75" 34'I 0.0" -279/ 1504V 0/ OH 5.50" 2.41 KDDF ( 625) IONS. 2: Desian checked for net(-5 osf) 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.191" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.000" @ 34'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 34'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main wi ' ting 1' 1' ' v system and components 1.O( CVa dII�Vir e ' . 7-03-04 6-05-04 2-03-03 1-00-052-03-03 6-05-04 7-03-04 1-''UO- S Wind: 190 mph, h=23.2ft _ _ (All Heights), E itAk '9!� �,- ), 14-00 1-'11-'114-00 load duration - .6 ` A_ '� '� 7 T 'r Truss designe d 1 ads !�/ 12 M-4x6 M-9x6 12 in the plane M 3x4 truss8`�• 00P E 6.007. Q6.00 M-3x4 M-3x4 7 . OR EGON R 4" 'OMy14, ZnP+� FRR 1I.,\- (h 0-, 1 -- 0 EXPIRES: 12-31-2019 2 12 13 14 15 0 o M-4x4 M-1.5x3 0.25" 0.25" M-1,5x3 -M-4x4 to M-5x8(S) M-5x8(S) 1 J. 1" l y l 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 l b R.I�,L 0-08 34-00 0-08 4^0 W� $A-), JOB NAME : POLYGON 3413-B AGSE - C3 Scale: 0.1778 _�,,�Y, /t jt,;C�+0� r� •-tf. WARNINGS: GENERAL NOTES, unlessoferwise noted: '✓/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: C3 and Warnings before construction commences, building component Applicability of design parameters and proper -s, 2.2c4 compression web b g 1 b installed here sh n.. rig ation of component s Me respons bit ty of to bu lding designer. y I 3.Additional temporary bracing to insure stability during construction 2 2.Dad ..and at 10 ssumes the top and bottom chords to be laterally braced at o.c.respectively unless braced throughout their length by ft0'f fJ 4,F 51398, 1�,'� 's the responsibility of theerector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q -oI$TER DATE: 1/23/2019 the overall structure is theresponsblityof the building d sgnsr. 3.2xImpelbrdgngorlateralbracingrequiredwhereshown++ C SEQ.: K5 64 417 2 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. T 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. ��`ONA1/ � TRANS I D• LINK design loads be applied to any component and are far nary mrhdloai or see. • 5.CompuTrus has no control over and assumes no responsblity for the 8.Design assumes full bearing al all supports shown.Shim or wedge if y. fabrication,handling,shipment and installation of components. sna assumes 7.Deesshallb adequate drainage is ofbussad.n January 23,2019 5.This design is famished subject to the limitations sal forth by 8.Plates shell be located on both feces of buss,and placed co their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 18.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 39'- 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) 33 2-10=(-399) 2154 10- 3=( 0) 289 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 539 10-11=(-401) 2151 3-11=(-570) 208 WEBS: 2x9 KDDF STAND 3- 4=(-1949) 496 11-12=(-266) 1708 11- 4=(-101) 542 LOADING 9- 5=(-1644) 492 12-13=(-421) 2151 11- 5=(-174) 93 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 492 13- 8=(-919) 2154 5-12=(-174) 93 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 496 6-12=(-101) 542 TOTAL LOAD = 92.0 PSF 7- 8=(-2528) 539 12- 7=(-570) 208 8- 9=( 0) 33 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -209/ 1504V -148/ 148H 5.50" 2.41 KDDF ( 625) 34'- 0.0" -209/ 1504V 0/ OH 5.50" 2.41 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" BOND. 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 = -0.119" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.191" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.000" @ 34'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 34'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 1 1 1 1' Wind: 140 mph, h=22.7ft, TCD .. KDDDIA:-- 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Encl..- .,• ,FE 1 -(Dir), T . '( load duration fac s •. LNEF s% 12 12 Truss designed f• 6.00 M-4x6 M-4x6 46.00 in the plane of V� y. R 2 M-3x4 s 89200PE 9% M-3x4 M-3x4 ,�OREGO. tl[� /0gy14, 2P P"# MFR R I LA-9) rt co o 0 2 10 11 1 r -2 13 EXPIRES: 12-31-2019 o M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 -M-4x4 0 M-5x8(S) M-5x8(S) 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 k ), - l l RRIL j 0-08 34-00 0-08 44)OA W 1t1)' OV Scale: 0.1903 r sa � . . %.� JOB NAME : POLYGON 3413-B AGSE - C4 /� WARNINGS: GENERAL NOTES, unless otherwise noted: • '' / ._ • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper ---,or _ , 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 inure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced et 398 �a, is the responsibility of the erector.Additional permanent bracing of c'o.c.and at hin.such as respectively wood s bread throughout and/or Their oellenkBh).b O DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. continuousxIpatsheathing:s such lb acinplywg re curedsheat her s own a drywan(Bc). Q4{+ �'G•I$,I,E,ponsi ty hhg goer. 3.2z Impact bridging or lateral bracing required where shown.. No load should be applied to any component until after all bracing and 4.Installation of Truss is the responsibility of the respective contractor. SEQ.: K5 6 4 4 17 3 4.fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment S'SIONAL�I TRANS ID: LINK design loads be applied to any component. and aro o"dry mndltion"ofuu. 5.CompuTrus res no control over end assumes no responsibility far the 8.Design assumes full bearing at all supportsshown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design hassumes adequate ofhleceio hiss,a. January 23,2019 8.This design is furnished subject to the limitations cat forth by 8.Plates shall be braced on both faces of hiss,and placed u their enter TPUWTCA in SCSI,copes of which will be furnished upon request lines coincide with joint enter lines. 9.Digits indicate size of plate in inches MiTek USA,Inc./CompuTrus Software 7.6.8(SL)-E 10.For basic connector plate design values sae ESR-1311,ESR-1988(Mirek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-644) 2131 3-11=(-174) 159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2499) 793 11-12=(-723) 2504 11- 4=( -98) 624 WEBS: 2x4 KDDF STAND 3- 4=(-2262) 728 12-13=(-723) 2504 11- 6=(-646) 278 LOADING 4- 5=( 0) 0 13-10=(-643) 2087 12- 6=( 0) 242 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1964) 683 6-13=(-659) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1948) 683 8-13=( -98) 616 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 13- 9=(-150) 159 8- 9=(-2244) 730 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2463) 794 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" -- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0.- 0.0" -290/ 1540V -100/ 106H 5.50" 2.46 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 33'- 10.5" -256/ 1422V 0/ OH 5.50" 2.28 KDDF ( 625) FOND. 2: Design checked for net(-5 lost) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1.- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.147" @ 17'- 0.0" Allowed = 1.648" MAX TL DEFL = -0.245" @ 17'- 0.0" Allowed = 2.197" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.058" @ 33'- 5.0" MAX HORIZ. TL DEFL = 0.096" @ 33'- 5.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2 : • ASCE 7-10, (All Heights), Enclosed - ,,�re.p, FRS(Dir), load duration factor �.C� UU 11-11-11 9-02-10 12-08-03 Truss designed forf�Zda. Fss .� .� ,� ,f in the plane of�C . V ]&'N�'• .49 /O"� � 5-01-08 � 4-07 2-03-03� 5-00-05 � 4-02-05 �3-01-03 � 4-07 � 5-00 � 10-00 9-10-08 �' 89200PE �% 12 12 6.00 M-9x6 M-3x8 M-4x6 Q 6.00 6 OREGON 1„, �� M-1.5x3 + + M-1.Gx3 9`<O�'91' 14, `Z°\ .(1 MFR R 10- v M 2 11 NI 4 3 s1D EXPIRES: 12-31-2019 12 o M-4x4 M-3x8 0•25" M-3x8 -M-4x4 r M-5x6(S) J. 1 1 1 1 1 1 1 9-06-12 7-05-04 7-05-04 9-05-04 `�9 QTtr I 1-00 33-10-084.9 l`��"'w`'+M 1 >� JOB NAME : POLYGON 3413-B AGSE - C5X 4 �QO • ca 1' Scale: 0.1811 A .� WARNINGS: GENERAL NOTES, unlessotherwise noted: all'*--7,' • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C5X and Warnings before construction commences. building component.Applicability of design parameters and proper �fiPaf, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /�e-i 3.Additional temporary bracing toinsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and et 10.o.c.respectively unless braced throughout their length by �16 l 51398 {V� l5 the responsibility of the erector.Additional permanent bracing of .f continuous sheathing such as plywood sheathing(TO)and/or drywall(BC). 9 , 4.01STSW ttl��`''' DATE: 1/2 3/2 019 the overall struGure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ Yv, SEQ.: K5 6 4 417 4 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. pl'O fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s N A{ TRANS ID• LINK design loads be applied to any component. end are for"tlrycondition'ouse. Al 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if • • necessary. fabrication,handling,shipment and Installation of components. 7.Designlsshall b ea adequatedrainage is provided. January 23,2019 8.This design is famished subject a the limitations se[forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CornpuTrus 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 33'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-533) 2131 3-10=(-176) 188 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2999) 649 10-11=(-538) 2504 10- 4=( -83) 624 WEBS: 2x9 KDDF STAND 3- 4=(-2262) 568 11-12=(-538) 2504 10- 5=(-646) 233 LOADING 9- 5=(-1969) 547 12- 9=(-530) 2087 11- 5=( 0) 242 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1948) 559 5-12=(-659) 202 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-12=( -77) 616 TOTAL LOAD = 92.0 PSF 7- 8=(-2249) 583 12- 8=(-152) 174 8- 9=(-2463) 654 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -224/ 1540V -100/ 106H 5.50" 2.46 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 33'- 10.5" -193/ 1922V 0/ OH 5.50" 2.28 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �OND. 2: Design checked for net(-5 nsf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.197" @ 17'- 0.0" Allowed = 1.648" MAX TL DEFL = -0.295" @ 17'- 0.0" Allowed = 2.197" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.058" @ 33'- 5.0" MAX HORIZ. TL DEFL = 0.096" @ 33'- 5.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (A11 Heights), Enclosed, Cat. B MWFRS(Dir), • load duration factor=l. ^ Truss designed for w' P RO FeC in the plane of th C 9-11-11 13-02-10 10-08-03 w�`0 0 INFF9 ifil '...'',. 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-00 9 9-10-08 $9200PE f 1 I 12 M-4x6 M-4x6 12 1 M-3x8 6.00 5 46.00 OREGON w M-1.5x3 + + M-1.5x3 9G/�-9y 14 ON MF'RRi t�-�P 0 . 2 O ED 11 4 12 g EXPIRES; 12-31-2019 I o M-4x4 M-3x8 0.25" M-3x8 -M-4x4 0 M-5x6(S) b l b b l y y 9-06-12 7-05-04 7-05-04 9-05-04 y ` La 1-00 33-10-08 JOB NAME : POLYGON 3413-B AGSE - C6X i' dam � Scale: 0.1811 46 "4�r . WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual Truss: C6X and Warnings before construction commences. building component Applicability of design parameters and proper M/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. I r 3.Additional temporary bracing to insure stability during construction 2.Daspn assumes the by and bottom chords b be laterally braced at �Y fJ A 51398 Q, is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 1f ,.{� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Qk 'C /1Tn,r,RO�' DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Vf U 1 T.tlr SEQ.: K5 64 417 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. (y 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, �y/ONAL EG TRANS ID• LINK design loads be applied toany component. and are for.dry condition.ease 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 necessary. fabrication,handling,shipment and installation of components. Design7. shaall beecaed onaothifaceiopmssed. January 23,2019 6.This design is fumishetl subject to the limitations set forth by 8.Plates shall be located on both feces of buss,and placed co their center TPIIWTCA in BCSI,copes of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 10.5" 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) 50 2-13=(-1558) 7776 3-13=( -78) 440 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-8972) 1824 13-14=(-1534) 7848 13- 4=( -670) 2886 WEBS: 2x4 KDDF STAND 3- 4=(-9042) 1848 14-15=(-1252) 6902 4-14=(-1794) 472 LOADING 4- 5=(-7760) 1582 15-16=( -976) 5656 14- 5=( -350) 1900 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7198) 1474 16-17=( -534) 3416 14- 6=( -538) 1006 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-6352) 1170 17-12=( -576) 3330 6-15=( -846) 310 TOTAL LOAD= 42.0 PSF 7- 9=(-3502) 648 15- 7=( -148) 1206 8- 9=( 0) 0 7-16=(-2484) 506 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3798) 694 9-16=( -156) 1116 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3854) 680 16-10=( -68) 404 11-12=(-3902) 694 10-17=( -124) 38 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 17-11=( -14) 190 OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL- 3191.0 LBS @ 6'- 4.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1006/ 4911V -79/ 85H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 33'- 10.5" -359/ 2141V 0/ OH 5.50" 3.43 KDDF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 bottom chords, OND. 2: Desian checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" TO FABRICATION OF TRUSS. MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.648" MAX TL DEFL = -0.297" @ 13'- 10.8" Allowed = 2.197" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.034" @ 33'- 5.0" MAX HORIZ. TL DEFL = 0.080" @ 33'- 5.0" Design conforms to main windforce-resisting system and components and {[�► P' -R//��' aria. Wind: 140 mph, h=21.4ft, to YCDL=6l11•J A 0, (All Heights), En •r • :ni.•_ . t/•'r), 7-11-11 17-02-10 8-08-03 load duration fa, ` 1 F 1 ' f 1 Truss designed '�TA s C *g1 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-02-04 2-11-10 3-05-02 in the plane o �JM uss only. 9 T 4 ,f ,f ,f 'f ,f ,f ,f T42- 1-01-03 89200PE I 7-10-08 i598# T 12 M-5x8 M-4x6 12 6.00 M-3x9 M-3x4 M-3x6 6 '''''''' ",,,,,,..:...,.....,...„.,..,j.1, M-3x9 Q6.oD :yy 41 OREGONNI, '4Q M-1.5x3 + M-1.5x3 /Q '9r 1 4 2°0.- re t\E( '''''''''''.... MFRRO- M N 2 13 4 l6 6 4, EXPIRES: 12-31-2019 o M-5x6 M-7x8 0.25" M-3x8 M-3x4 0 M-3x8 M-7x6(S) M-3x4 1 *319j# ,, , , 1 y y 6-02-12 1-04 9-05-04 9-05-04 1-04 6-01-04 yLL 1-00 33-10-08 T��'•• y� ...1P ,V WAS `7"), JOB NAME : POLYGON 3413-B AGSE - C7X 10 � w�� r0 Scale: 0.1811 / z� y WARNINGS: GENERAL NOTES, unless otherwise noted: _- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C7X and Warnings before construction commences. building p t.Applicability of design parameters and proper 7.c f 2.2x4 compression web bracing must be installed where shown+. incorporationof oomponent is the sp biI ty of the building designer. r ', N 3.Additional temporary bracing to insurestability during construction 2.Design u the top M bottom chords b be laterally braced at �by r�i 51398 '� 's theresponsibility of the erector.Additional permanent bracing of 2 en d t 10 i sc livply braced throughout their length). DATE: 1/2 3/2 019 the overall structure is the responsibility of ene buildingtlecontinuous sheathing h as plywoodsheathing(TC)herea and/or drywall(BC). Q� CIS sponsi ty sgner. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component unlit after all bracing and 4. nsa ation et truce is the responsibility of the respective contractor. ay SEQ.: KS 6 4 417 6 fasteners arecomplete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, SSIONAL to' TRANS I D: LINK design bads be applied to any component and are for'dry condition'of use. 5.Com Truer has no contra over and assumes no responsibility a.Design assumes full bearing at all supports shown.Shim or wedge if Pu ponsibility for the necessary. (� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 23,2019 B.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,copes of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate ore 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-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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 2-6=(-29) 112 6-5=( 0) 18 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-69) 219 5-3=( 0) 58 WEBS: 2x9 KDDF STAND 3-4=( -19) 35 3-7=(-221) 65 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" -36/ 310V -19/ 69H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -145/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I� 1pRDVTDF ruts, RFARTNG-,Ttc•2 4 7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP FOND. 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'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.008" @ 2'- 9.7" Allowed = 0.170" 3-11-11 MAX TL DEFL = -0.015" @ 2'- 3.8" Allowed = 0.226" f f MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.012" @ 4'- 0.2" Allowed = 0.173" Ii 1' 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 6.00 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 Truss designed for wind 1s -- in the plane of th�� pplP poPes� m 1) fl �G�`� �NGINF<c9 /may Q 89200PE 9r ii o M t r M-3x4 1 o C o - o 0 2 M-3x4 M-3x6 3x4 ,�OREGON <ti <O 9y14, 2° P MRR►0-6 J, ), ), ). EXPIRES: 12-31-2019 2-03-12 3-11-15 1-08-05 b J. ). l 0-08 2-05-08 5-06-08 l 8-0o L a 4) Ov 9JAS `t% JOB NAME : POLYGON 3413-B AGSE - CJ2 /' p f % .� �$�114 Scale: 0.5805 ` -,.'O. :7- ''• v WARNINGS: GENERAL NOTES, unless othenvise noted. •�1..) ._ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 Truss: CJ2 and Warnings before construction commences. building po t.Applicability of design parameters and proper f1I f 2.2x4 p web bracing t be installed ha shown incorporation of component-Mresponsibility of the building designer. /•'�, 3.Additional temporary bracing to' stability during construction 2 Design m the top M bottom chords t be laterally braced at �Y fl 51398 �,'`� is the responsibility of be erector. p permanentbracing of 2 .. d t10 ..respectively braced Mroughou[therlengM by continuous sheathing h plywood h M'g(TC)and/or drywall(BC). Q Tb.a.QQ�e,+{�� DATE: 1/23/2019 the II structure is the responsibility of thebuilding d g 3.2xImpact bridginglateralbracing required here shown«« A� Gla)l Y>- SEQ.: K5 6 4 4 17 7 4.No load should be applied to any component until after all bracing and 4.Installation of Buss is the responsibility A the respective contractor. p/� *�+,�:( ♦♦♦��, 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, IONAL S design bads be applied to any component. and are for'dry condition'of use. TRANS I D: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the nets fabrication,handling,shipment and installation of components. 7. snary. Design shallassum aetledaon bdoth elo truss,d. January 23,2019 8.This design is furnished subject to the limitapons set forth by 8.Plates shall be located on both(aces of truss,end placed so their center TPIIWTCA in BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate dm of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-Z 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-6=(-100) 239 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-320) 55 5-7=(-207) 477 5-3=( 0) 64 WEBS: 2x4 KDDF STAND 3-4=( -50) 46 3-7=(-483) 209 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" -41/ 364V -22/ 100H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LL 8'ROVTDF FULL BEARING:Jts:2.4.7 BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP LOND. 2: Design checked for net(-5 psfl 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" 5-11-11 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" ,1 ' MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" 2-03-12 3-07-15 MAX TL DEFL = -0.033" @ 2'- 9.7" Allowed = 0.359" MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" MAX TL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 1;7. MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 o Truss designed for wi R r N in the plane of the��sQ .PROFFss �,�� c., �--NGI N, ,, o ©L1 �� 89200PE 9r M 11 Wm M-3x4 o M-3x4 0 2 11... 4 6 0l M-3x4 M-3x6 Uy OREGO N b <(/� G<O M y 14, 2°�P+� FRRILA- 1 1 1 1 2-03-12 3-11-15 1-08-05 EXPIRES: 12-31-2019 1 1 1 Si. 0-08 2-05-08 5-06-08 1 Si, 8-0o o,RRILL 4, ' JOB NAME : POLYGON 3413-B AGSE - CJ3 i' '� :^ .��' Scale: 0.5180 //' ,4. . WARNINGS: GENERAL NOTES, unless otherwise noted: `/ I ` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper Y./ 2.204 compression web bracing must be installed where shown,. incorporation of component is the responsibility of the building designer. /•' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at as 51398 w� 's the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 1/2 3/2 019 the overall structure is the responsibilitycontinuous sheathing such as plywood required mg(TC)and/or drywall(BC). Q� ''CISTE of the building desgner. 3.2z Impact bridging or lateral bracing where shown•• No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: KS 6 4 417 8 4.fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non.correalve environment, SSI�NAL � TRANS ID• LINK design loads be applied to any component. and are for ry condition'o use. 5.CompuTrus has no mntrd over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge if • fabrication,handling,shipment and installation of components. necessary. T.Pesgn assumes located faces W soailed adequate drainagege is pr sad. January 23,2019 e.This design is furnished subject the limitations set forth by e.Plates shall be latetl on both fas of truss,and placed thee center TPllWTCA in SCSI,copes 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)-Z M.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) 33 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-126) 93 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" -44/ 436V -29/ 131H 5.50" 0.70 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50. 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -95/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2.4,3 FOND. 2: Design checked for net(-5 osf) nnlift at 29 "oc snaring. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -6.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.276" @ 9'- 9.3" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.351" @ 9'- 6.1" Allowed = 0.820" 12 " SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rn Truss designed for wind loads o in the plane of the truss only. 0 �7$ GINE '4\ 89200PEr rw, of- 2 OREGON M-3x4 9G �� /O llk 14, 20 P MRRILN-6 y y y EXPIRES: 12-31-2019 0-08 ORRILL J4 o v/As , .: JOB NAME : POLYGON 3413-B AGSE - CJ7 o -coo c,�Scale: 0.5555 _. '�(r�p .- WARNINGS: GENERAL NOTES, unless otherwise noted: n `=f'7•• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ7 and Warnings before construction commences. building component.Applicability of design parameters and proper $� 2.204 compression web bracing must be installed where shown s. incorporation of component is the responsibility of the building designer. / -; 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �, 51398 w4' is the responsibility of the erector.Additional panmaneM bracing of 2'o c.and at 10'o.c.respectively unless braced throughout their length by DATE: 1/2 3/2 019 the overall structure is the responsibility o the nna deli continuous sheathing such as plywood sheathing(TC)armor drywan(BC). Q ' 01.iS sponsi ty building designer. 3.2z Impact bridging or lateral bracing required where drown++ T' 1 U No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. > SEQ. : KS 6 4 417 9 4.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �Sj ONAL TRANS I D: LINK deegn loads be applied to any component. end are for'dry condition'rhr 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 fabrication,handling,shipment and installation of components. 7. ssary. Design shalt b ea adequateoboth drainage is boss, d. an January 23,2019 8.This design is furnished subject to the limitations set forts by 8.Plates shall be located on both feces of truss,end placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire 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(MINA) 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 'IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-7=(-237) 401 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-492) 141 6-8=(-487) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-9=(-127) 105 3-8=(-805) 493 2x9 KDDF #1&BTR A LOADING 4-5=( -10) 5 9-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POP BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -64/ 428V -54/ 191H 5.50" 0.68 KDDF ( 625) 8'- 0.0" -47/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. k'OND. 2: Design checked for net(-5 nsf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 0-0 2-03-12 12 5-06-08 MAX LL DEFL = 0.096" @ 2'- 4.7" Allowed = 0.354" ,r /1-1- ,r MAX TL DEFL = -0.060" @ 2'- 9.7" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 6.00 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), load duration factor=l.6, End Vertical(s) areexposed to wind, Truss designed for wind loads o in the plane of the truss only.� f� M-9x6 m �cop PRpF4,, 4�Cmnip �5 F.NGINEF,Q /D2 �� liaQ� 89200PE 9% Il 7 t , M-3x4 W M-3x4 0 0 2�� 7 0 o M-3x4 M-3x6 ,if OREGON Ix l:r /6 l'Y 14, V P-�- MFR R ILk- y 2-03-12 y 5-02-12 0 05-8 EXPIRES: 12-31-2019 ' l 1 • b 0-08 2-05-08 5-06-08 l 1 8-00 ORRILL. 40 Ov WAS tl, JOB NAME : POLYGON 3413-B AGSE - CJ8 Scale: 0.4991 ' � :� �' �� • WARNINGS: GENERAL NOTES, unlessothenvise noted: L / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ8 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. /4,,'; 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at A 51398 Qr� 's the responsibility a the erector.Additional permanent bracing of 2'o.c.and at Woo.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BG). Q 'O p,..i3Q DATE: 1/2 3/2 O 19 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• FCI.�IVY' SEQ. : K5 6 4 418 0 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, S I'NAL- design bads be applied to any component. and are for-dry condition'of use. TRANS ID: LINK S.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. January 23,201 9 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 TPI/WTCA in BCSI,copes of which will be furnished upon request. lines coincide with joint center tines. g.Digits indicate size of plate in inches. MiTek USA,Inn./CompaTfus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) This design prepared from computer input by Pacific Lumber and Truss—BC CORNER GIRDER SETBACK 8-0-0 FROM END WALL LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 24"oc CHORDS: TOP CHORD LL = 25psf 2X4 KDDF #1&BTR TOP CHORD DL = 7psf TOTAL LOAD = 32psf M-5x8- M-3x6+ 0 r. 12 4.24 M-3x6- 1104 *04 M-3x6- M-3x6- �NGIN�F9 /02 89200PE 4r M-3x8 o rn �y 74. ,�OREGON A. 44/ 1O qy 14, 2Q� Q,4. MRRiL\-8 y y ), EXPIRES: 12-31-2019 1-07-12 11-03 ORRILL$ 40 ciV WAs,tt 'ILI>, JOB NAME : POLYGON 3413-B AGSE - CR frA` ''o '' Scale: 0.5882 -4�'_g, ('f/ " WARNINGS: GENERAL NOTES, unless otherwise noted: ; 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CR and Warnings before construction commences. building component.Applicability of design parameters and proper f�, 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. (i'- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�J 51398 44' 's the responsibility of the erector.Additional permanent bracing o! 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �[y},' continuous sheathing such as plywood Sheathing(TC)and/or drywall(BC). OJ,� QrSTr1'8 '(y DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where drown+v Y� <a D fl�- SEQ. : K5 6 4 4 181 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, SSIONAL TRANS ID' LINK design loads be applied to any component. and are for'dry contlition'v use. • 5.CompuTrus has no control over and assumes no responsibility to the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. T.Designls b assumes adequate tonboth is pros,d. January 23,201 9 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed co their tooter TPVWTCA in BCSI,copes of which will be furnished upon request. lines coincide with joint canto lines. 9.Digits indicate size of plate in inches. MiTsk USA,Inc./CompuTrus Software 6.2.3(11..)-Z 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 CORNER GIRDER SETBACK 6-9-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 KDDF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 • 4.24 M-3x6(S) �� <�Ep P R OFFS • M-sxa �`G� �NGINEF,S, `5'/0� 4�'-� M-3x6 PROVIDE SUPPORT @ 48" O.C. AND AT END 89200PE 15-00-04 10 M-3x6 10 M-3x6 lit OREGON �(/� • M-3x8 • � �L/ 4).• i4, ZON 4 P • MFRR iL�- EXPIRES: 12-31-2019 l l 1 1-07-12 8-11-08 R1uLL 4�l OV WAS1i , > JOB NAME : POLYGON 3413—B AGSE — CR1 Scale: 0.3632 4 4, • r `, c,° � b e �4 WARNINGS: GENERAL NOTES, unless otherwise noted: �' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CR1 and Warnings before construction commences. building component.Applicability of design parameters and proper %rO(r 2.2:4 compression web bracing must be installed where shown v. Incorporation of component is the responsibility of the building tlasigner. /i 7 3.Additional temporary bredig a insure stability during construction 2.Design assumes Me top end bottom chords b be laterally braced at �'� , 51398 9 w is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 1/23/2019 Sr.overall structure is the re responsibility of building tleai continuous sheathing such as plywood sheething(TC)endtor drywalgeC). . ' �s.�p ponsi ry rg designer. 3.2x Impact bridging or lateral bracing required where shown 4 s j� CIS 1 li> SEQ.: K5 6 4 418 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S p �+� fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, S ZONAL" TRANS ID• LINK design bads be applied to any component. and are o'dry condition'o use. 5.CompuTrus has no control over and assumes no responsibility for the8.Design assumes toll bearing at all supports shown.Shim or wedge if • fabrication,handling,shipment and installation of components. nxassa 7.Design assumes adequate drainage is provided. January 23,2019 • B.This design is furnished subject a the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIlWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1989(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&RTR LOAD DURATION INCREASE = 1.15 1-2=(0) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(0) 61 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" -46/ 220V -6/ 39H 5.50" 0.35 KDDF ( 625) 1'- 10.9" -199/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. II__ 'PROVIDE FULL BEARING:Jts:2.3.4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP FOND. 2: Design checked for net(-5 psf) uplift at 29 "oc soacina. 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" ' MAX TC PANEL LL DEFL - 0.001" @ 0'- 11.3" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.195" ' MAX BC PANEL LL DEFL = 0.006" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.050" @ 4'- 4.8" Allowed = 0.467" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-11 f -f MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, 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 to in the plane of the��StY.PROF Fss o e 89200PE 9. 0 1- rn 2.T� xq M-3x9 G Cr 4.OREGON Is$0, <O 4k14 23 Q. 1R R 10- y ), y EXPIRES: 12-31-2019 0-08 8-00 a1' of wAs ,) G �' JOB NAME : POLYGON 3413-B AGSE - Jl ro' re �o �' -_--Scale: 0.6055 .i WARNINGS: GENERAL NOTES, unless otherwise noted: • `e�/i•• 1.Builder and erection contractor should be advised of all General Notes 1.This desgn is based only upon the parameters shown and is for an individual Truss: J 1 and Warnings before construction commences. budding component.Applicability of design parameters and proper -Tiff 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 51398 CA' is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively anti braced throughout their length by continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). Q /1 DATE: 1/23/2019 the overall structure is the responsibility of the building desgner. 3.2z Impact bodging or lateral bracing required where shown++ GIS SEQ. : KS 64 418 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. �+ 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, SSIONAL '�� TRANS ID• LINK design beds be applied to any component, and are for'dry condltion'o use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing at all supports shown.Shim or wedge if scary, fabdcauon,handling,shipment and installation of components. 7.Pltessassumes adequate odrainage is truss, January 23,2019 6.This dadgn is famished subject d the limitations sat forth by e.Plates shell be located on both feces of W sa,and placed so their cents TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0.Digits indicate saw of plate in inches. MiTek USA,Inc./CompuTruS Software 7.6.8(1L)-E 1o.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) 33 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-28) 61 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" -26/ 307V -14/ 69H 5.50" 0.49 KDDF ( 625) 3'- 10.9" -153/ 140V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2.3.4 7 1 BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP i-OND. 2: Design checked for net(-5 maf) nolift 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'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" 3 11-11 MAX TC PANEL TL DEFL = -0.024" @ 2'- 2.2" Allowed = 0.369" ,r ,r MAX BC PANEL TL DEFL = -0.074" @ 4'- 4.8" Allowed = 0.467" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 1; ' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind to in the plane of the tr rty-D D OF ,., , �� GNGINE�c19 /p29 89200PE r Ti- 2 o M-3x4 ,�OREGON o, <0 <9 l9y14, 2°NP-�/. MRR1LN-0 • J. J. J. EXPIRES: 12-31-2019 0-08 8-00 oRRILL 4.q 0 oo WASH,, 4), JOB NAME : POLYGON 3413-B AGSE - J2 , ,'Wc,,o Scale: 0.5930 -4/ t WARNINGS: GENERAL NOTES, unless otherwise noted: I; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ‘, Truss: J2 end Warnings before construction commences. building component.Applicability of design parameters and proper - O/ 2.2z4 compression b brawn Incorporation of component is the responsibility of the building designer. / pression we g must be installed where shown+. "� temporary stability g construction 2.Design assumes the top and bottom chords b be laterally braced at �` ' 4 51398 kr 3.Additional lam beans to Insure atabili Burin �C' 'ter is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1a'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywaRBC). Q h sTE DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+s r�j� v1U 1 Y SEQ.: K5 64 418 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " /� ♦♦l""" fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, IQNAL TRANS ID: LINK design loads be applied to any component. and are fa'drycoMiSa ease. 5.CanW Trus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. scary. 7.Patis haasameocaedtionbothfaceisprusis,a January 23,2019 6.This design is famished subject to the limitations sat forth by e.Plates shell be located on both faces of truss,and placed co their center TPIANTCA 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,Ina./CompuTrus Software 7.6.8(1 L}E 10.For basic connector plate deogn values see ESR-1311,ESR-1999(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 ' TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x9 WIDE #16BTR SPACED 24.0" O.C. 2-3=(-138) 114 WEBS: 2x4 KDDF STAND 3-9=( 0) 33 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 8.0" 0'- 0.0" -32/ 273V -112/ 43H 5.50" 0.94 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -95/ 360V 0/ OH 5.50" 0.58 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I_ REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. FOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 7'- 2.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 7'- 2.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" 0�5-1� 6-00-09 MAX TC PANEL TL DEFL = -0.110" @ 3'- 3.5" Allowed = 0.596" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" Q 6.00 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" f- M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Y' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads r+t in the plane of the truss only. 0 o ,cf(,iiIEp PROFFs x. w� 4NGINEg ..V. �o Q 89200PE 9r 5** ►�, I 0 M-1.Sx3 M-3x9 4 OREGONNb �/.0 '1/ RR ILA- 1 l k 0-05-12 6-00-04 EXPIRES: 12-31-2019 l 1 l 6-06 0-08 ORRILL .0 , 0 ii-v WAS t), JOB NAME : POLYGON 3413-B AGSE - P3 1....ow ,o�7. Scale: 0.5415 ./`"F`."� C ice,. • 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 4/ Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters and proper '>,al/ 2.a4 compression web bracing must be installed where shown+• incorporation of component is Me responsibility of the building designer. l a 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at 51398 k,� is the responsibility of the erector.Additional permanent bracing of 2 so.and at 10'o.c.respectively woods braced throughout their length by conmpact sheathing r such as plywsnag re shewired where shown •drywall(BC). Q DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wM1ere sMwn++ CI$ g 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respeotive contractor. (y . (G SEQ.: KS 64 418 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V IOIrtVAL +,1 TRANS I D: LINK design loads be applied to any component. and are fo'tlry contlition'o use. 5.ComWTtus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumesbelcded on eothifage is provided. January 23,2019 S.This design is furnished subject ro the limitations set forts by 8.Plates shall be located on both feces of truss,and placed co their center TPIIWTCA in BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./CompuTrue Software 7.6.8(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1938(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) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 376V -21/ 100H 5.50" 0.60 KDDF ( 625) 5'- 10.9" -127/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. II IFROVIDE FULL BEARING;Jts:2.3.9 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I f:OND. 2: Design checked for net(-5 nsf) 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'- -8.0" 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" 5-11-11 MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 1 . MAX BC PANEL TL DEFL = -0.119" @ 4'- 1.4" Allowed = 0.467" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" Design conforms to main windforce-resisting 0 system and components and cladding criteria. • Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind to in the plane of the '��'��[ .PROFFscr �`y NG�NEF9 /0 IP cc 89200PE 9r 2 _NI.-3x4 \ \ oREGoNy47 MRRILk- y y y EXPIRES: 12-31-2019 0-08 8-00 t RRILL 4, 44) OV W `tom JOB NAME : POLYGON 3413-B AGSE - J3 Scale: 0.5555 '� o! „ > •ox td WARNINGS: GENERAL NOTES, unless otherwise noted: 'r •e • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J3 and Warnings before conshucbon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instilled 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 et r0/5 - 51398 /t{/4' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O. CI5T 9 DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. `<•' SE K5 6 4 4.No load should be applied to any component until after all bracing and Installation of truss is the responsibility of the respective contractor. 4 418 6 4.fasteners are complete and at no time ehou non-corrosive any loads greater than 5.Design assumes trusses are to be used In a nonorrosive environment sSIQNAL' TRANS ID: LINK design loads be applied to any component. and are for'dry condition"of use. 5.Can W Tms has no contra over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. esign na assumes ].Plaessshall cdedon drainage is provided.,an January 23,2019 6.This design is famished subject to the limitations set forth by B.Plates shell be located on both faces of truss,end placed so their center TPIIWTCA 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./CompuTnis Software 7.6.8(1L)-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 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) 33 2-4=(0) 0 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-125) 93 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" -44/ 936V -29/ 131H 5.50" 0.70 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -95/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I_ 'PROVIDE FULL BEARING;Jts:2,9.3 FOND. 2: nesion checked for net(-5 psf) uplift at 24 "or soaring. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" A 7-11-11 MAX TC PANEL LL DEFL = 0.272" @ 4'- 9.1" Allowed = 0.544" '1 MAX TC PANEL TL DEFL = -0.346" @ 4'- 5.9" Allowed = 0.817" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 -, 6.00 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 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), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o ss7$4GtNFLr9 f©2 e 89200PE 9r rn of- Ct 2 'M-3x4 4► 9 , OREGON At, �O qy 14, 2°� Q, MFRRIL\- v EXPIRES: 12-31-2019 • J. J. J' 0-08 8-00 . LL 8 40 of WASk 1Tt), JOB NAME : POLYGON 3413-B AGSE - J4 Scale: 0.5430 i' /t ,t; •C:o�"P r rrs • WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J4 and Warnings before t cti n commences. building mpo 1.Applicability of design parameters and proper ff''.7 2.204 p web bracing must beinstalled h shown+ incorporation of component Is theresponsibility of the building designer. / ', 3.Additional temporary bracing to insurestability during construction 2.Design assumesthe top and b So hod to be laterally braced at .0/5 ,a,51398 44' -s theresponsibility f the Additional permanent bracing of 2 .. d t 10 respectively b braced throughout their length by `L' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) Q DATE: 1/2 3/2 019 Me overall structure is the responsibility of the building designer. 3.9h Impact bridging lateral bracing d where shown++ t�� Cit 4.No load should be applied to an t until after all bracing Da true or g require 'C lllrr��' SEQ.: K5644187 ev no hene 5.Designeignas umestristesareto bee in a non-nr,va eenvirnn S fasteners are complete and at no time should any loads greater than 5. assumes trusses are to used h a non-panasive environment, s IONAL TRANS ID• LINK design bads be applied to any component. end are o dry condition'o 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 ssary. fabrication,handling,shipment and Installation of components. 7.Pltesshassumes adequate drebageispruss.an January 23,2019 8.This design is famished subject to the limitations set forth by 8.Plates shall be totaled on both lases of truss,and placed so their caller TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(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 9'- 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) 33 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-4=( -99) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 396V -37/ 162H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -206/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [PROVIDE FULL BEARING;Jts:2,5,3.4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4:OND. 2: Design checked for-_s?t)-5 nsf) nnlift at 24 "oc snacina. 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 TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.187" @ 3'- 10.9" Allowed = 0.820" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 0 MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 6.00 � MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind lo.•- in the plane of the tr-stY.P R OFFss 0 Qw�`� �NG1NEF9 /O29 89200PE r ,�OREGON 41L , 2 6 /O 4/' 14 2p� P#'‹ M-3x9 /�. 'RRII-\ EXPIRES:� 12-31-2019 1 1 0-08 8-00 1-11-11 10BRILL 8 44'9 J10100�V WAS If>, JOB NAME : POLYGON 3413-B AGSE - J5 /= , �Q 0Scale: 0.4714 +J . WARNINGS: GENERALNOTES, unlessothenvisenoted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper Yam/ 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the buildup designer. /y / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the Be and bottom chords to be laterally braced et �Y 5 51398 is the responsibility of the erector.Additional permanent bracing M 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 1/23/2019 is the responsibility is theree bill of bantam de continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q p responsibility g signer. 3.2x Impact bridging or lateral bracing required where shown++ �� CIU .(t 4.No Toed should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. 1 SEQ. : KS644188 esenesarecomperoendatnotimeshoudanybadsgreaterthen 5.Desgnassumestrussesaretobeusedinanon-corrosive environment SSIONAL TRANS ID: LINK design loads be applied to any component. and are for'dry condition'ofMO. .CompuTrus has no control over and assumes no responsibility for the 8.Design ass es full bearing et all supports shown.Shim or wedge if5 M. fabrication,handling,shipment and installation of components. eery um 7.Design assumes adequatetlreinage is provided. January 23,2019 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 TPllWTCA in BCSI,copies of which will be furnished upon request. lines coinolde with joint center lines. 9.Digits indicate size of plate in inches. MiTek 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 11'- 11.7•' IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-191) 128 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. 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" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0•• -29/ 398V -95/ 199H 5.50" 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2•• 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -207/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LL BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP kROVIDE FULL BEARING:Jts:2,5,3,4 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rI_ OND. 2: Design checked for net(-5 nsf) uplift at 29 floc scacina. 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 TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" 0 MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 6.00 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), load duration factor=1.6, 6 I Truss designed for wind lo.-- in the plane of the �� .PR Op �G�`� *.NGIN'Et," /02 �' 89200PE Fr o 12. ,�,OREGON,,N, �� AriO�Y 1aIP 2 �P 2'N 6�� FR R 10- M-3x4 EXPIRES: 12-31-2019 l b . l 0-08 8-00 3-11-11 "° o kry � JOB NAME : POLYGON 3413-B AGSE - J6 i-r..-- -0 1� Scale: 0.4135 .,a� /'� WARNINGS: GENERAL NOTES, unless otherwise noted: // Fe,� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper .. /r 2.2o4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. i�'� 3.Additional temporary bradng to insure stability during construction 2.Design assumes Me top end bottom chords to be laterally braced et �Y fJ 51398 q, '� is the responsibility of the erector.Additional permanent bracing of 2.o.c.and at 10.o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q s'r DATE: 1/2 3/2 019 the overall shuotore is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ GYy y y SEQ.: K5 6 4 418 9 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. Sy a fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �9 IO*T.i � design loads be applied to am component. and are for'dry condition-of use. 1\ 3.+ TRANS I D: LINK s.cam T us has no control over and assumes no res 6.Design assumes full bearing at all supports shown.Shim or wedge If pu ponsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S.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 January 23,2019 TPI1WTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate axe of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1 L)-E 10.For base connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-06-00 HIP SETBACK 6-00-00 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) 33 2- 7=(-380) 1655 7- 3=( 0) 268 BC: 2x6 KDDF #1&BTR 2- 3=(-1930) 499 7- 8=(-385) 1650 7- 4=(-39) 51 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1655) 475 8- 5=(-379) 1659 4- 8=( 0) 263 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1935) 498 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 33 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 6.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 6.0" TO 14'- 6.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 0'- 0.0" -258/ 1230V -54/ 54H 5.50" 1.97 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 6.0" 14'- 6.0" -258/ 1230V 0/ OH 5.50" 1.97 KDDF ( 625) OVERHANGS: 8.0" 8.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.048" @ 6'- 0.0" Allowed = 0.679" MAX TL DEFL = -0.073" @ 6'- 0.0" Allowed = 0.906" MAX LL DEFL = 0.000" @ 15'- 2.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 15'- 2.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.011" @ 14'- 0.5" MAX HORIZ. TL DEFL = 0.018" @ 14'- 0.5" 5-11-11 2-06-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. T ii320# 4320# T 12 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 ,M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind kik in the plane of the solillreil 1-* fit}.P R OF <0 , GINE$• �/� 89200PE r" 0 �/ ,y�q�EGO o� ��iCicc- 7,, 2 7 . 5 O 14, M-3x4 M-3x4 M-1,5x3 M-3x4 �Q` MFR R 11..\- y y y y EXPIRES: 12-31-2019 5-08-08 3-02-12 5-06-12 J. J. J. J. 0-08 14-06 0-08 a4'�wAs e'Lf:, JOB NAME : POLYGON 3413-B AGSE - P1 4�h�w' �,o 74 Scale: 0.4042 i. t +�, WARNINGS: GENERAL NOTES, unless otherwise noted. ��7. 1.Budder 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 Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper -ter 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 'y j I 3.Additional temporary bracirg to insure stability during construction 2.Design assumes the by and bottom chords to be laterally braced at 51398 'w� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'go.respectively unless braced throughout their length by DATE: 1/23/2019 the overall sWduraistlta responsibility of the buildin aesi continuousshg,ngorng suchesplywoodurred ng(TC)andlordrywall(BC). Due GIS,i,�� g designer. 3.2x Impact bridging or lateral bracing required where shown++ No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: KS 64 419 0 4.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, �OIONAL 5 TRANS ID• LINK deago loads be applied to any component. and are for'dry contlition'o use. 5.Coco W Trus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge i( - fabricatton,handling,shipment and installation of components. scary. T Plate,sallbeacaedaoneothlfageioprusised January 23,2019 5.This design is famished subject b the limitations sat forth by e.Plates shall be located on both feces of truss,and placed co their center TPIAYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For baec connector plate design values see ESR.1311,ESR.1988(MiTek) This design prepared from computer input by li Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 14.- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 ' TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 559 6-3=(0) 337 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-733) 137 6-4=(-30) 554 WEBS: 2x9 KDDF STAND 3-4=(-733) 141 LOADING 9-5=( 0) 33 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: 12.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 727V -69/ 72H 5.50" 1.16 KDDF ( 625) 14'- 6.0" -100/ 681V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I- f,:OND. 2: Design checked for net(-5 Haft uplift at 24 "or spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 15'- 2.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 15'- 2.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.062" @ 10'- 7.8" Allowed = 0.489" MAX TC PANEL TL DEFL = 0.139" @ 10'- 7.8" Allowed = 0.733" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.005" @ 14'- 0.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 0.5" 7-03 7-03 f f T Design conforms to main windforce-resisting ' 12 12 system and components and cladding criteria. 6.00 1.7" IIM-4x4 Q 6.00 Wind: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, Truss designed for wind loads in the plane of the trus- ��Ei PROF Fss 1.1" ��`g �NGINE�c9 /0� ,' 89200PE 9r • �, ,j��OREGON��, lv� 4MY 14, 2° 6 9 i P o M-3x9 M-1.5x3 M-3x9 FR R ILX- y y y EXPIRES: 12-31-2019 7-03 7-03 l l 1 ,• 1-00 14-06 0-08 t, RR1LL 8 4P oV wASAP ` � JOB NAME : POLYGON 3 413-B AGSE - P2 iiii` j' eb.1��; ,. Scale: 0.3940 `` /-24.• WARNINGS: GENERAL NOTES, unless otherwise noted: 1 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: P2 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. y 1, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �11' 51398 'W� 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 's the responsibility of Me erector.Additional permanent bracing of A continuous sheathing such as plywood mg(re)and/or drywall(BG). O "C' DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ .�c1S S E K5 6 4 t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is o responsibility of he respective contractor. 4 4191 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, SSI G ONAL TRANS ID• LINK design bads be applied to any component. and are for'dry contlition'of ause. 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 necessary. fabrication,handling,shipment and installation of compoents. 7.Design assumes adequatenboth drainage is pros,an January 23,2019 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end placed co their canto TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(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 6'- 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) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-28) 40 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 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -38/ 231V -6/ 39H 5.50" 0.37 KDDF ( 625) 1'- 10.9" -112/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALREQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. II_' It'ROVIDE FULL BEARING,Jts:2.3.4 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP f,:OND. 2: Design checked for nett-5 psfl unlift at 24 "cc soacina. 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" 1-11-11 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" '' 4' MAX TC PANEL LL DEFL - 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.195" 12 MAX BC PANEL LL DEFL = 0.004" @ 2'- 8.6" Allowed = 0.250" 6.00 MAX BC PANEL TL DEFL = -0.014" @ 3'- 3.8" Allowed = 0.333" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind to in the plane of the o ��F,u1 .DDOr�On ��5 �NVGI NE�/c'�y War, o, - - �� - �� 89200PE t' 0 2 M-3x9 0 Cr 37, '�OREGON�t �4/ /O qy 14, (4 Q-1- MRRI0- b ).• H 0-08 6-00 EXPIRES: 12-31-2019 tORRILLe ,.%ti9 of was ` i>* JOB NAME : POLYGON 3413-B AGSE - PJ1 _ �� 0 Scale: 0.6956 `rF y., . WARNINGS: GENERAL NOTES, unless otherwise noted: J 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: PJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper -ff� 2.9r4 compression web bracing must be installed where shown+. incorporation of component Is me responsibility of the building designer. y' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �j ' .9 it is the responsibility of Me erector.Additional permanent bracing of 2'o.s.and at 10'me.respectively unless braced throughout their length by Y�J C s� [[yy�' DATE: 1/23/2019 the overall structure is the responsibility of the building des continuousadging rauMheading reuiredwere rerne«drywalKBc). OA .SV spor. ry g icier. 3.2z Impact bridging or is such as sracing required she d ing(TG shown++ Ys" s1C, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: KS 6 4 4192 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a nnn<Mrreei0e environment, s`s1ONAL G TRANS ID: LINK design loads be applied to any component. and are or'dry condition.muse. 5.CompuTrus has no control over and assumes no responsibility to the 8.Design assumes full bearing at all supports shown.Shim or wedge d necessary. fabrication,handling,shipment and installation of components. T.Designla shaallbescaeduate onbothfaceio trussetl. January 23,2019 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed co their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate sine of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.8.8(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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #185TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-61) 99 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 296V -19/ 69H 5.50" 0.47 KDDF ( 625) 3'- 10.9" -100/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 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 FOND. 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" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078",r ,r MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.296" 12 MAX BC PANEL TL DEFL = -0.025" @ 3'- 1.4" Allowed = 0.333" 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 190 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=l.6, Truss designed for wind to in the plane of the0��kpti .ODOh4�� " /` OGINF.R ,O 2 o� k4 89200PE 9r � ma 0 2►� ►�, M-3x9 9Cr 41 OREGON;\1,,,, Flo '.2) 4)' 14, 2e t. MRRII.A-0 1 1 ), EXPIRES: 12-31-2019 0-08 6-00 4�o "LL WAS tI). JOB NAME : POLYGON 3413-B AGSE - PJ2 r% =',._.Quo�'.' d. n.Scale: 0.6331 .I L, fE#j:', WARNINGS: GENERAL NOTES, unless othessise note 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: PJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper `f.T 2.2z4 compression web bracing must be installed where shown.. incorporation o/component Is the responsibility of Na building designer. 3.Additional temporary bracing 0 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 51393 'Ctj 2o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q /1 DATE: 1/23/2019 the overall structure is the responsibility of the building desgner. 3..Impact bridging or lateral bracing required where shown+. +;' VI No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : KS 64 419 3 4.fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-comoalye environment. �SIQNAL � TRANS ID• LINK design loads be applied to any component. end are for'dry condition'oluse. 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 necessary. fabrication,handling,shipment and installation of components. 7.Mtign sshalimescteduate onbothifaceis ofrusided.s,an January 23,2019 6.This design is furnished subject b the limitations set forth by 8.Plates shell be boated on both faces of truss,end placed so their center TPUWTCA 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(1L)-E 10.For back 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 6'- 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) 33 2-4=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-95) 68 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" -41/ 355V -21/ 100H 5.50" 0.57 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 11.7" -70/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL REARING,Jts:2.4,3 VOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacino. I BOTTOM CHORD CHECKED FOR LOPS£LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 5-11-11 MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 1 f MAX TC PANEL TL DEFL = -0.091" @ 3'- 4.8" Allowed = 0.593" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" -f Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' Truss designed for wind loads in the plane of the truss only. o co,<��p PR OFFS �� 9 892O0PE f m 0 m Ej 0 2�� q�� • M-3x4 7 ORE • GON t� • O "1r 1 a, 2° P�` MFR R ILA- ,. J. y EXPIRES: 12-31-2019 0-08 6-00 �Q OR RILL 1,, 01 JOB NAME : POLYGON 3413-B AGSE - PJ3 Scale: 0.5784 s �� ;/ '•' 0' • WARNINGS: GENERALNGTES, unlessotherwise noted- N. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual _ Truss: PJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 2.2z4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. �`;/ 3.Additional temporary bracing to insure stability during construction 2'o.c.a2.Design assumes the top and bottom chords to be laterally braced at• �t 51398 w'� is the responsibility of the erector.Additional permanent bracing of and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown.. Vl�1 G>" SEQ.: K5 6 4 419 4 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 than 5.Design assumes trusses are to be used in a non-corrosive environment, SSIONALL�C� design loads be applied to any component. and are for'dry condition'of use. TRANS ID: LINK s.cam Trus has no control over and assumes no re 8.Design assumes fullt bearing at all supports shown.Shim or wedge if pu sponability for a necessary. • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center January 23,2019 TPI/WTCA 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./CompuTfus Software 76.8(SL)-E 10.For basic connector pieta design values see ESR-1311,ESR-1988(MiTek) • I . This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 33 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-122) 71 3-9=( -62) 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" 14.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 339V -23/ 129H 5.50" 0.54 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -140/ 317V 0/ OH 1.50" 0.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1,AOVTDF FULL REAAING:Jts:2.5.3 BOTTOM CHORD CHECKED FOR 1SPSE LIVE LOAD. TOP I;OND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" 12 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 6.00 -/ MAX LL DEFL = 0.006" @ 7'- 2.7" Allowed = 0.122" MAX TL DEFL = -0.007" @ 7'- 2.7" Allowed = 0.163" MAX TC PANEL LL DEFL = 0.065" @ 3'- 7.2" Allowed = 0.395" MAX TC PANEL TL DEFL = -0.091" @ 3'- 9.8" Allowed = 0.593" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" '' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'i load duration factor=1.6, cn Truss designed for wi PR in the plane of the 4,414. O� 7GINE '4\ 't 89200PE 9< o/- m o'` 2►� 5�� M-3x4 4 OREGON Ix pi <O 4)" 14 20� MRRI0-'3 ), ), ), ), EXPIRES: 12-31-2019 0-08 6-00 1-02-11 4S'V `TL1. Was 844). JOB NAME : POLYGON 3413-B AGSE - PJ4 op /�� o�o��Scale: 0.5912 ` ,;a/1 1.WARNINGS: GENERAL NOTES, unless otherwise noted: I"4 ._ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: PJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 7,Tr 2.2x4 compression web bredrg must be installed where shown+. icoorporabon of component Is the responsibility of the building designer. /�a 3.Additional temporary bracing o insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ^8 �70" is the responsibility of the erector.Additional permanent bracing of 2'o.c.and sheathing rs h as ply woods each Nrough d/their length by //�� A y c4 Impa us ginor suchrat bracing rewood aired here s own•drywall(BC). �/ YC /�b DATE: 1/2 3/2 019 the overall structure is the responsibility of the bulking designer. 3.2z Impact bridging or leoral bracing required where shown++ � �VIUIT SE K5644195 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. 4' ' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a neon-corrosive environment, sSIONALE�G 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 to,the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Pl Design sassumesllbcaadequate both is provided. January 23,2019 8.This design is furnished subject b the limitations set forts by 8.Plates shell be locetetl on both faces of truss,and plecetl co their tamer TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. Niel(USA,Inc./CompuTrus Software 7.8.8(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 CORNER GIRDER SETBACK 6-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 KDDF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf M-5x8 • 12 M-3x6 �1P 4.24 / PROVIDE SUPPORT 1 1-08-13 M-3x6 ,�VEp P R ppFss M-3x6 - N ,NGINEF,9, /es/ M-3x8 0 ,' 89200PE 1. M,- O _ 7 ,ti OREGONt �kii <O -9y 14, 2°N Q_A' MFR R 1.1-\-0 1 l b 1-07-02 8-05-08 EXPIRES: 12-31-2019 a�oALL was t c to JOB NAME : POLYGON 3413—B AGSE — PR Scale: 0.666T ( ç " �O WARNINGS: GENERAL NOTES, unless otherslse noted' , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: PR and Warnings before construction commences. building component Applicability of design parameters and proper - 2.2c4 compression web bradn t be installed where shown+. incorporation of component is the responsibility of the building designer. i g must 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by it' �, 51398 ,Cy4 's the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drynall(BC). Q G DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ AISIS SEQ.: K5 6 4 419 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 loads greater then 5.Design assumes trusses are to be used in a non.00nosive environment, 4 IONAL G TRANS ID• LINK design loads be applied to any component and erefo'dry condition Ouse 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing a[all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumesbescaed on bodrth is provided. January 23,2019 6.This design is fumished subject to the limitations sat forth by e.Plates shall be bested 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.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #163TR LOAD DURATION INCREASE = 1.15 1-2=( -7) 33 2-4=(0) 0 BC: 2x4 KDDF #1&ATR SPACED 24.0" O.C. 2-3=(-41) 15 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" -50/ 227V -6/ 39H 5.50" 0.36 KDDF ( 625) ' 1'- 9.2" -8/ 17V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. I_ 'PROVIDE FULL BEARING;Jts:2.9.3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP F=OND. 2: Design rhecked for net(-5 psf) uplift at 29 "or 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" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. �p�Eo PROFF�s o� �,5 �NGINFF9 /0 r 9 io ,- - -, Q 89200PE r 0 2 4 M-3x4 � 4, REGON\f i jt' O 14 IZI3 P MFR R IO-6 ), l 1 0-08 2-00 EXPIRES: 12-31-2019 lastRat, JOB NAME : POLYGON 3413-B AGSE - SJ1 Scale: 0.6986 r' /f C.,�� WARNINGS: GENERAL NOTES, unless otherwise noted: • ,-'I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ1 and Warnings before construction commences. builiig component.Applicability of design parameters and proper 71-r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /�' temporary g stability g construction 2.Design assumes the top and bosom chords to be laterally braced at �, ,�5139$ k�,y 3.Additional Km bracing to insure stablli Burin �/ -s the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tJ /Y 1SIS1 DATE: 1/2 3/2 019 the overall structure is the responsibility of Me building designer. 3.2x Impact bridging or lateral bracing required where shown++ V<,J 1 T.v>` SEQ.: K5 6 4 4197 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. gy fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s IONALE14 G plea beds be applied to an t. and are for'dry condition'of use. TRANS I D: LINK g" °° y component. e.Design 5.Corn W Trus has no contra over and assumes no responsibility for the assumes full Deering at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. T.Design haegmeo adequate tonboth face is trussetl. January 23,2019 8.This design is furnished subject b the limitations sat 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 woe of plate in inches MiTek USA,Inc./CompuTfus Software 7.6.8(1 L)-E 10.For basic connector plate deegn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-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=(-28) 22 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-rDL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD= 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I PROVIDE FULL BEARING;Jts:1.3.2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. lOND. 2: Design checked for net(-5 osf) uplift at 24 "oc pacino. BOTTOM CHORD CHECKED FOR 1GPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" • SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" T T Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 190 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (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. � �Ep PRpFFss �� F,NG1NE�i9 /02 1 ?[ 1 3 `r 89200PE vr" M-3x4 0 2 yL ,,OREGON�I, �� 'O qY 14, 2° # MFR R 11..\-ON y 2-00 EXPIRES: 12-31-2019 toRRILL 4g. 44 of WAsr,414-, JOB NAME : POLYGON 3413-B AGSE - SJ1X q�'�,w' pt,, c$�0 Scale: 0.7657 t,WARNINGS: GENERAL NOTES, unless otherwise noted % ,; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: _S J1 X and Warnings before construction commences building component.Applicability of design parameters and proper f�, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. I•i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom chords to be laterally braced at �, 5 1398 �,'� 's the responsibility of the erector.Additional permanent bracing of 22oo.c.and at 10'o.c,respectively unless braced throughout their length by ,p tinaous sheathing such as plywood sheathing(TC)and/or drywan(BC), O��-`'CVISTE DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 9.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K5644198 fastens complere and atno time should any loads greater than 5.Design assumes trusses are tobe used inanoncorrosiveenvironment, OS SIONALE�G design loadsbe epbr ad b anY component and are for condition'of use. TRANS I D: LINK s.CompaTraa has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if scary. • fabrication,handling,shipment and installation of components. 7. Designl sshall assumes ced on drainage is trussed. January 23,2019 ' 8.This design is furnished subject b the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPVWTCA in SCSI,copes of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate are of plate in inches. MiTek USA,Ino./CompuTrus Software 7.B.8(1 L)-E 10.For basic connector plate design values see ESR.1311,E5R-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 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) 33 2-4=(0) 0 BC: 2x4 KDDF#15BTR SPACED 24.0" O.C. 2-3=(-67) 30 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 HORS 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" -46/ 253V -14/ 69H 5.50" 0.41 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE LULL BEARING;Jts:2.4.3 1 BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP HIV). 2: Design rherked for net(-5 nsf) unlift at 24 "or soaring, 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" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.067" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 1-7 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" '' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, cV Truss designed for wind loads in the plane of the truss only. 'k� 1) PRO1F6 0 `r 89200PE 9< of 2► 4' M-3x4 C)yL 4 OREGON 1), �� 'OMY14, 2 ,v... RRILA- l l y y EXPIRES: 12-31-2019 0-08 2-00 1-11-11 RRIz L WAs `tf), JOB NAME : POLYGON 3413-B AGSE - SJ2 .-WQ�' wit Scale: 0.8537 / 0�. `+ '3.-_,.WARNINGS: GENERAL NOTES, unless otherwise noted: 4 - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 'fe, 2.2z4 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 construction 2.Design assumes the lop and bottom chords to be laterally braced at , 51398 �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 1/2 3/2 019 the overall structure is the responsibility f the building des continuous sheathing such as plywood quireshe diing(T s and/or drywall(BC). O� ACIS1'sponsi ty o n9 designer. 3.2z Impel bridging or lateral bracing required where shown i. 4.No load should be applied to any component until after all bracing and 4.Installation of Truss is the responsibility of the respective contractor. SEQ.: KS 6 4 419 9 fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are tobe used in a non-corrosive environment. sStON A T 6 TRANS ID• LINK design bads be applied to any component. and are for"dry condition'or use. 1/AV 5.GompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design sshallassumes adequate bdrainage io truss.a January 23,2019 6.This design is furnished subject b the limitations set forth by B.Plates shall be located on both faces of truss.and placed se their center TPIANTCA in SCSI.copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate use of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector date design values see ESR-1311,ESR-t968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N15BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)t-DL( 7.0) ON TOP CHORD = 32.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 POE 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LL IVROVTDF FUT.T, RFARTNG:St.-1.3 2 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL II__ REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOND. 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/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" • 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, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 17' 1' load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N ��Ep P R pFFss ��<0 0,\GINE �4 /0 `t- 89200PE 9< m f O iftialli o M-3x9 3 4,OREGON �, lti� /O 9r14 2-3 P-,# MRRit--6 EXPIRES: 12-31-2019 ), ). 1 ALL 8 • 2-00 1-11-11 �� Of Wt1S � JOB NAME : POLYGON 3413-B AGSE - SJ2X ='. �; Scale: 0.9376 0..,` y/ '- • WARNINGS: GENERAL NOTES, unless otherwise note& 4. /+., • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ` Truss: SJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper �f'rTr 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. ins 3.AddNanal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '15 1 51398, 'w4 2'e.c.and al 10'o.c.respectively unless braced throughout their length by -s the responsibility of the erector.Additional permanent bracing of 2 YC continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q /I S1�.�,0. DATE: 1/2 3/2 O 19 Me overall structure is the responsibility of Me building designer. 3.2z Impact bridging or lateral bracing required where shown++ �C1 44) SEQ.: K5 64 4 2 0 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 sn s fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment G design bads be applied b any component. and are for'dry condition'of use. TRANS I D: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if n IONAL 5.CompuTrus has no control over and assumes fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center January 23,2019 TPI/WTCA 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 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 5'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x9 NODE#1&BTR SPACED 24.0" O.C. 2-3=(-101) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -26/ 242V -21/ 100H 5.50" 0.39 KDDF ( 625) 1'- 9.2" -96/ 152V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 149V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ROVTDF F(iT,i, AFARTNG:.Tt.s•7 4 3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ['CND 2• Design rherked for nett-5 nsfl oclift at 24 "c+c spacing BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 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 BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.067" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 /' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ' -‘3,Eo PRope �NGINE�c� /02 cr 89200PE pc-- cr m� I, ,��OREGON�.\1+14:1 0 2►� 4►� OMB' 141,1 ` Q. M-3x9 1 RRto, EXPIRES: 12-31-2019 y l l • y R.RILL 0-08 2-00 3-11-11 u4 O WAs °f> Scale: 0.6754 - ffi i " ;C>a�� JOB NAME : POLYGON 3413-B AGSE - SJ3 • r_ trs- . WARNINGS: GENERAL NOTES, unlessotenvise noted: . '✓1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 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 braang to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at a S 39vv �.� is the responsibility of the erector.Additional permanent bracing of Feb..and at 10'o.c.respectively unless braced throughout their length by 55 1 a DATE: 1/2 3/2 019 me overall straaure is the responsibility of the building dash continuousxIactb8dging or such as acing reqplywood uired where shown ++ywall(BC). O�� GISTB pooch ry al goer. 3.2v Impact bdtlgln9 or lateral bracing requiretl where Uhown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K5 64 4 2 01 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. sSIONAL TRANS ID: LINK design loads be applied to any component. and are for'dry condition'of use. 5.Canal Trus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge 6 necessary. fabrication,handling,shipment and installation of components. 7.Design hassumes locaeduoneothfageio trusised. January 23,2019 8.This design is furnished subject b the limitations set forth by 8.Plates shell be bested on bold faces of truss,and placed co their center TPI/WTCA in BCSI,copes of which will be furnished upon request lines coincide with joint center lines. 0.Digits indicate size of pate in inches. MiTek USA,I nc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-47) 62 3-5=(-233) 167 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 82 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -80/ 453V -32/ 96H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.99 KDDF ( 625) M-1.5x4 or equal at non-structural 11�� vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ['OND. 2: Design oherked for net(-5 psfl uplift at 24 "or spacing. 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 'OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFT, = 0.195" @ 3'- 9.5" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2. 7-02-04 0-03-12 Design conforms to main windforce-resisting I - f system and components and cladding criteria. 12 Wind: 190 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. Truss designed for 9x2 outlookers. 2x9 let-ins of the same size r e a uctural top chord. Insure a f let-in. Outlookers e Outlosser `� Aefll�u M-1.5x4ill N �' 89200PE 9% M-3x6 M� 2'►-�ae�� it -, y, 4) O'REGON��$.cic M-3x4 M-1.5x3 Q r 14 ZO4'1 FR R 10-0 EXPIRES: 12-31-2019 b l )' 7-02-04 0-03-12 1 b 1 . 1-00 7-06 RRILL Q° 0 W `> 0 JOB NAME : POLYGON 3413-B AGSE - X1 / ' to Scale: 0.5829 �.w4.i: WARNINGS: GENERAL NOTES, unless otherwise noted'. -• rear 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: X l and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,4 compression web bracing must be installed where shown*, incorporation of component is the responsibility of the building designer. -4-Fr 3.Additional temporary bradrg to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at �'I fl 5)1p3.a9.(�8 >c�,'� ty permanent g o 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 's the respondbill of the erector.Additional t bracing f continuous sheathing such as plywool sheathing(TC)and/or drywall(BC). Qj� G1U 1 W" .(�{) DATE: 1/2 3/2 019 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown+* Vl 111��"' .(1C, SEQ. : K5644202 4.Noloed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. s ,( 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 TONAL'- TRANS ID: LINK design loads be applied to any component. and are for'dry condition of use. • 5.CompuTrus has no control over end assumes no respondbility for the 6.Design assumes full bearing at all supports sham.Shim or wedge if fabrication,handling,shipment and installation of components. nmomse es. ,.Pltessallbelcdedoneothifageio trussed., January 23,2019 8.This design is famished subject to the limitations set forth by 8.Plates shell be bated on both feces of truss,and plead so their unto TPI/WTCA in BCSI,copies of which will be furnished upon request. Tines coincide with pint enter lines. 9.Digits indiute dm of plate in inches. • MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector Nate design values one ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=(-97) 62 3-5=(-233) 167 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 82 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -80/ 453V -32/ 96H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Desian checked for net(-5 osf) uplift at 24 "oc scaling. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" 7-02-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" 4.00 MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" M-1.5X3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCUL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o ol End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. in <��Ep PR Q�Fss 5 �GtyGi NEFh' /��!'i 89200PE �I 0 2 1 6 M-3x4 M-1.5x3 10 Ct. 174. 4,OREGON�� ic. 00. /O ll)" 14, 20 Q# M 'R R 11..\-9' b 1 l 7-02-04 0-03-12 l 1 l EXPIRES: 12-31-2019 1-00 7-06 ALL 01 JOB NAME : POLYGON 3413-B AGSE - X2 �j � = �, � Scale: 0.5709 -4 ,,. •.; o 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 4 Truss: X2 and Warnings before construction commences. building component.Applicability of design parameters and proper /gr 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. {.= 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bsOse chords to be laterally braced at 513s 98 'r.V Is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 1/23/2019 the overall structure is the responsibility of the building de react riigingiorng suerasacir uiredw where arywalNBc). Q�15 Cj pond ty 9 designer. 3.co Impact bridging or sterol bracing plywood sheaf where shown r d No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of to respective contractor. SEQ.: KS 6 4 4 2 0 3 4.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, SSIONAL � TRANS I D• LINK design loads be applied to any component. and are for"dry co on or use. 5.CampuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If necessary. fabrication,handling,shipment and installation of components. 7.Designlsshall b assumes adequate drainage is provided.russe n January 23,2019 6.This design is furnished subject to the limitations set rosin by 8.elates shall be located on born faces or truss,and placed so Inter comer TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate am of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.8(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 8'- 0.0" FOND 7. Design rherked for net(-5 psf) Uplift at 24 "or spacing TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 4-00 4-00 T 4 K 12 12 6.00 7' .S16.00 IIM-4x4 Fe �g�� NGINE ,s, /0 �C7 �. 0 `r 89200PE �r Ili' ,h ORERG, (C� " <4 '1y 14, 2°)\ 4A. '� R �LON Ae' Er 4 5 EXPIRES; 12-31-2019 1, , 1, , 0-08 8-00 0-08 .,RRULL 4, ,,4 oo WAs1# `74 JOB NAME : POLYGON 3413-B AGSE - XGE / '/r y:.�c�o -1' Scale: 0.5393 it! WARNINGS: GENERAL NOTES, unless otherwise noted: I / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: XGE and Wamings before consW -Tr commences. building component.Applicability of design parameters and proper / 2.2a4 compression web bredng must be installed where shown+. incorporation of component is the teaponsibllity o designer. /f�'7f the building d temporary g stability g construction 2.Design assumes the fop and bottom chortle to he laterally braced al �- 51398 Crr 3.Additional tam bracing b insure stebili Burin �+' 's the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'tax.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O .L?/I) ..,a�Q DATE: 1/23/2019 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ GLS Di- SEQ. : K5 64 4 2 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respecSve contractor. dig /10 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. S rONAR+�l deal bads be applied to and are for-dry condition'of use. TRANS ID: LINK g^ pp ycamponent. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beednB et all supports shown.Shim or wedge if mcesfabrication,handling,shipment and installation of components. 7. nary. ' Dates shouumes babsaed on eoth faces aceso trussed. January 23,2019 8.This design is furnished subject b the limitations sat forth by 8.Plates shall be located on both feces of truss,and placed so their center TPI/WTCA in SCSI,copes 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+7.6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3(4' Center plate on joint unless x,y p y offsets are indicated. (Drawings not to scale) Damage or Personal Injury FEW Dimensions are in ft-in-sixteenths. U� 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,is always required. See BCSI. TOP CHORDS 1. �� 2. Truss bracing must be designed by an engineer.For U'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Obracing should be considered. aO A 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building c7-8 c6-7 C5-6 F designer,erection supervisor,property owner and For 4 x 2 orientation,locate 9 P P P v BOTTOM CHORDS all other interested parties. plates 0- ++e'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. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 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. thill11110 reaction section indicates joint INIIIIII MI number where bearings occur. ME MINI 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable �� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. A BCSI: Building Component Safety Information, I /ifa le I 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015