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Plans (85) 1�J CA--C.)0' Nom &c S � . MiTek� MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: POLYGON 8056-B-X- 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: K3585833 thru K3585874 My license renewal date for the state of Oregon is December 31,2017. 4c o PR Op�Css \� ENG I N /0- 89200PE r' 4,OREGON btu /.0 qY 14,2-p'? 0- RIL1- !JO:P:601VA August 22,2017 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 TRUSS SPAN 8'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 58 6-7=(-224) 283 2-6=(-427) 223 BC: 2x4 KDDF k15BTR SPACED 24.0" O.C. 2-3=(-32) 80 6-3=(-350) 150 WEBS: 2x4 KDDF STAND 3-4=(-84) 87 3-7=(-340) 211 LOADING 4-5=( -5) 2 7-4=(-150) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 669V -63/ 1338 5.50" 1.07 KDDF ( 625) *" For hanger specs. - See approved plans 8'- 11.0" -46/ 409V 0/ OH 5.50" 0.65 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IHC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.033" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL - -0.038" @ -2'- 0.0" Allowed - 0.267" MAX BC PANEL LL DEFL - -0.165" @ 4'- 4.5" Allowed - 0.378" MAX BC PANEL TL DEFL - -0.165" @ 4'- 4.5" Allowed - 0.504" 4-05-08 4-01-12 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS '( '( f MAX HORIZ. LL DEFL- -0.003" @ 8'- 5.5" 12 MAX HORIZ. TL DEFL - 0.003" @ 8'- 5.5" 3.00 ' • Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 5 Wind: 140 mph, h-15ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), X load duration factor-1.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads in the plane of the truss only. • N M-1.5x3 I 1111 2 nT 1 11 0 ., 7 M-3x4 M-3x4 b 2-00 b 8-11 b ,�C. ,Q PROF ,0 771 11 'x 89200PE f" JOB NAME : POLYGON 8 0 5 6-B - O 1 Scale: 0.5032 ,-i11 / ,;.,-'-Z---.` WARNINGS: GENERAL NOTES, unless otherwise noted: �� OREGON le 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 1t��CC lG O��VV y� `"4/ Truss: 0I and Warnings before construction commences. building component.Applicability of design parameters and proper �} }N 2.2x4 compression web bradng must be installed where shown a. incorporation of component is the responsibility of the building designs,. �/'1 7 " y�j 20` "''• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be Mlerelly braced at V I M' „S A le the responsibility of the erector.Additional permanent bradng of z'a.o.and at 10'c.c.respectively anises braced throughout boo-langur M 4/4i. R 10-- DATE: -\-R)a DATE: 8/22/2017 the overall structure le the responsibility of the building designer. continuous sheathing such as plywood meed w g(TC)and/or drywall(BC). --+^� V 9 3.2x Impact bridging or lateral bracing required where shown a• SEQ.: K3 5 8 5 8 3 3 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respedte contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive emlronment, and ars for'dry condition'of use. TRANS I D: LINK design bads be applied to any component mpu pgnai ty 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.Co Toro has no control over and assumes no res bili for the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 22,20 1 7 8.This design is furnished subject to the Fmilations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center 7191M/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,IncJCompuTrus Software 7.6.8(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 LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.2" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 NODE #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir) Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor-1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall EON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-07-10 4-07-10 T T T 12 12 7.00 IIM-4x4 Q 7.00 2 I I NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. 0 o I I I a g, 1 3 ///////////////////////////////////////////////////////////////////////// 4 5 b b 1 2-00 9-03-04 2-00 p Q!'L�' �r 44.0 Pit [`st3 5 �NGINEFR 0.41. :9200PE vc. JOB NAME : POLYGON 8056-B - Al Scale: 0.5604 10 WARNINGS: GENERAL NOTES, unless omeealar noted: '9 OREGON ,'•. 1.Builder and erection mntracW should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual OREGON V t`I v(✓ Truss: Al and Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown e. incorporetldn of component is Me responsibility of the building deslgnrer. ��/1 y 14 Q� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom unless be to be laterally braced el �./ L 111 is the responsibility of the erector.Additional permanent bracing of 2'c c.and a110'o c respectively braced throughout Malr length by I� DATE: 8/22/2017 IM overall structure Is the responsibility of the building designer. continuous sheathing such as plywood aheathhg(TC)andfor drywall(BC). /// 3.2x Impact bridging or lateral bracing required where shown e SEQ. : K3 5 8 5 8 3 4 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the are onsibluty of the respective contractor. fasteners are oompiele and at no time should any loads greater than 5.Design assumes trussesld are be used In a non-corrosive environment, TRANS I D. LINK design loads be applied to any component. and are for"thy oondtimn•of use. • 5.CompuTrus has no control over and assumes no res 8.Desitin esaumea lull bearing at as supports shown.Shim or wedge g EXPIRES; 12/31/2017 p responsibility for the n aesary. fabncatbn,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. August 22,201 7 8.This design is furnished subject to the limitations set fold by 8.Plates shall be located on both faces of truss,and placed so their canter TPIMTCA In SCSI,copies of which will be fumished upon request. lines coincide with Mint center lines. 8.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A1SBTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 141 6-7=(-104) 111 6-2=(-619) 254 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-345) 110 7-8=( -31) 38 2-7=( -8). 223 WEBS: 204 KDDF STAND 3-4=(-345) 110 7-3=( -5) 136 LOADING 4-5=( -3) 141 7-4-( -8) 223 TC LATERAL SUPPORT <= 12"OC. UON. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=(-619) 254 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 BOG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -100/ 656V -116/ 116H 5.50" 1.05 KDDF ( 625) 9'- 3.2" -100/ 656V 0/ OH 5.50" 1.05 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.029" @ -2'- 0.0" Allowed-. 0.200" MAX TL DEFL - -0.034" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL - -0.029" @ 11'- 3.2" Allowed- 0.200" MAX TL DEFL = -0.034" @ 11'- 3.2" Allowed>• 0.267" 4-07-10 4-07-10 MAX TC PANEL LL DEFL = 0.011" @ 2'- 9.1" Allowed = 0.310" '( '1' MAX TC PANEL TL DEFL - 0.061" @ 2'- 7.1" Allowed - 0.464" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 I I M-4x4 ':17.00 MAX HORIZ. LL DEFL= -0.001" @ 9'- 1.5" 3 4.0" MAX HORIZ. TL DEFL= 0.001" @ 9'- 1.5" 1st Design conforms to mann windforce-resisting '-� system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4.2,BCDLa6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End Vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 10.1/1 M-3x4 M-3x4 2 4 10/1111111 0 _.........iiiiiiill r- lig:III0 v 0 of Z Gii �' S I 111111111111 M-1.5x3 M-3x8 M-1.5x3 b 1 l 4-07-10 4-07-10 J, 2-00 y 9-03-04 b 2-00 b �� to PRQp4 ck- >4._.. 89200PE r JOB NAME : POLYGON 8056-B - A2 +� / Scale: 0.4854 • WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON /T�. 1.Budder end erection oonbad should be educed of ad General Notes 1.This design la based only upon the parameters shown and Is for an Individual /,: OREGON V V * ^�{�/ Truss: A2 and Warnings before conatructlpn commences building component Applicability of design parameters and proper "" LI ��V,�� 2.204 compression web bredng mutt be Installed where shown+ Inwrporetbn of component is Me oh responsibility of the building dealgner. '+0 7)' 3.Additional temporary bracing t'.I sire arability during construction 2.Design assumes the lop and bosom chorda to be laterally braced at �/ 14 by Is the responsibility of the erecter.Additional permanent bracing of 2'conten.inuous ound at 10'o.c.such a ply unless braced throughout rosy length). MER RIO- DATE: 8/22/2017 the overall structure Is the responsibility of the bundle designer. 2x Impact sheathing or such as acing reood aired in ere sand/or drywell(BC). (� sport dY 9 9 3.2z Impad brloging or lateral bracing required where shown++ SEQ. : K3585835 4.No load should be applied to any dornponentuntil after all bracing and s. stallasooftaatethe responsibility of the respective contractor. �. fasteners are complete end at no lime should any loads greater than Design trusses design bads be/belied to any component end are for•ary condition`of use. TRANS I D: LINK 5,CompuTrus has no control over and assumes noresponsibitiry for the a.Design assume.mu bearing et en supports shown.antro or wedge n EXPIRES: 12/31/2017 necefabrication,handling.shipment and installation of components. en ass 7.Plate.hall eeduon drainage latrussed. August 22,2017 S.This design is furnished subject to the timnetions set forth by B.Plates shell be located on both faces of imas,and placed so their center TPINRCA In SCSI,copies of which will be furnished upon request. lines coincide with in center lines. S.Digits Indicate size of plate in Inches. MTek USA,InciCampuTrus Software 7.8.8(1 L)-E 10.For bask connector plate design values eee ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-03-04 GIRDER SUPPORTING 36-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2864) 632 4-5=(-292) 530 4-1=(-2192) 492 2-6=(-3108) 754 BC: 2x8 KDDF #1&BTR 2-3=( -162) 184 5-6=(-598) 2366 1-5=( -434) 2088 6-3=( -172) 152 WEBS: 2x4 KDDF STAND; LOADING 5-2=( -686) 3118 2x8 KDDF 92 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 3.2" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 425.0)+DL( 309.0)= 734.0 PLF 0'- 0.0" TO 9'- 3.2" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 0= 12"OC. UON. 0'- 0.0" -810/ 3706V -136/ 232H 5.50" 5.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 3.2" -866/ 3692V 0/ OH 5.50" 5.91 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP \0/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 (1'vy\ 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.018" @ 4'- 7.6" Allowed= 0.418" 9" oc in 2 row(s) throughout 2x8 webs, MAX TL DEFL - -0.031" @ 4'- 7.6" Allowed- 0.557" 9" oc in 1 row(s) throughout 2x4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.002" @ 8'- 11.7" 4-09-06 4-05-14 MAX HORIZ. TL DEFL = 0.004" @ 8'- 11.7" '( T T 12 Design conforms to main windforce-resisting 7.00 M-1.5x3 system and components and cladding criteria. 3 Wind: 140 mph, h-22.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 IV kr) 0 0 kis M-3x12 1 1 1 641 I N Ic o INti f4.3.1-... 5 mm 6 y M-8x10 M-5x12 M-8x10 4-05-14 4-09-06 �y" vo ❑ y 9-03-04 y .. N..+G'E�� /n.. • 89200PE <' JOB NAME : POLYGON 8 0 5 6-B - AG ,/ "'ems Scale: 0.3758 �I C'`' WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON �". 1 Builder and erection contractor should be advised of ell General Notes 1.This design la based only upon the parameters shown end is for an individual A-OREGON(V h Truss: AG and Warninge before construction commences building component Applicability of design parameters and proper -fy Vl `.'C� 2.2x4 compression web bradng must be installed where shown•. Incorporation of component Is the roaponsl61111y of the building designer. �/\ 14 2" �Yr 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at t./ L 11 Is the responsibility of the erector.Additional permanent bradng of 2 o c.and a110'o c respectivelypunion braced throughout their length by E', 1 n'�� DATE: 8/22/2017 the overall Orion.Is the responsibility of to buMing designer. continuousximpa tsheathing such as aGng re sheathing(TC)heres and/or drywall(SC) ��`lll 9 3 2xlmpaobndghgo the relbreGlg required whereahown++ SEQ. : K3 5 8 5 8 3 6 4.No load should be applied b any component until after all brtGng and 4.Installation of Fuss b the responsibility of the respective contractor. fastens complete and m no time should any loads greater than S.Design assumes busses are b non- corrosive used in a nonorrosive environment. TRANS I D• LINK design loads be applied to any component and are tor ry conditionorae. 5.CompuTnrs has no control over and assun oro no responsibility for the 8.Design assumes lull bearing al all supports shown.Shim or wedge t EXPIRES; 12/31/2017 fabrication.handling.shipment and Installation of components. sorry. { .l 8.Plai shall bescaed on bothlface to trovlded. August 22,2 17 8.This design is furnished subject to to Nmitations set form by 8.Plates shell be located on both faces of truss,and placed so their center TPIAVTCA in SCSI,copies of which will be furnished upon request line coincide wit(Dint canto lines. MITek USA,Inc./Com uTrus Software 7.8.8(1L)E 5.FarDigib Indican eccer plate in inches. values P 1Dorbarocate sin fWaldesignvalues see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 8=(-120) 255 3- 8=(-416) 285 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-321) 174 8- 9=( -1) 166 8- 4=(-404) 165 WEBS: 2x4 KDDF STAND 3- 4=( -82) 226 9-10=( -24) 35 8- 5=(-395) 184 LOADING 4- 5=( -77) 217 5- 9=( 0) 186 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-255) 49 9- 6=( 0) 159 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -3) 141 6-10=(-584) 195 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS STZE SQ.IN. (SPECIES) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -112/ 663V -151/ 172H 140.50" 1.06 RODE ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 1.5" -156/ 1029V 0/ 0H 140.50" 1.65 RODE ( 625) 20'- 6.2" -94/ 620V 0/ OH 5.50" 0.99 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CON D. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.036" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - -0.029" @ 22'- 6.2" Allowed = 0.200" MAX TL DEFL - -0.034" @ 22'- 6.2" Allowed- 0.267" 11-01-08 9-09-12 MAX TC PANEL LL DEFL - -0.013" @ 18'- 6.5" Allowed- 0.314" T l' l' MAX TC PANEL TL DEFL - 0.020" @ 13'- 3.2" Allowed- 0.495" 5-09-09 5-03-15 9-06-10 9-10-02 SEASONED LUMBER IN DRY SERVICE CONDITIONS '1 1' '( 1( 1 MAX HORIZ. LL DEFL - 0.004" @ 20'- 4.5" 12 12 MAX HORIZ. TL DEFL - 0.004" @ 20'- 4.5" 7.00 IIM-4x4 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. M-3x8 � M-3x6 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x9 load duration factor-1.6, M-1.5x4 M-3x6 End vertical(s) are exposed to wind, 4` Truss designed for wind loads M-3X6 M-3x4 in the plane of the truss only. M-1.5x3 M-3x6 Truss designed for 4x2 outlooks rs. 2x4 let-ins M-3x6 3 a: of the same size and grade as structural top chord. Insure tight fit at each end of let-in, 00' M-1.5x4 Outlookers must be cut with care and are M-3x6 permissible at inlet board areas only. M-1.5x9 `+ M-3x4 GABLE END TRUSS ON CONTINUOUS BEARING WALL UON. 0 6 REFER TO STANDARD GABLE END DETAIL FOR COMPLETE M-3x6 �� ��SPECIFICATIONS. o 2 I o d' 0 I 8 9 10 1 M-3x8 M-3x6(S) M-3x4 M-1.5x3 M-3x4 )' y ), y 11-01-08 4-10-02 9-06-10 )' 14-00 ), 6-06-04 y E'. PRQp ss y y y y ��GIN9 1. /� 2-00 20-06-09 2-00 89200PE ��" JOB NAME : POLYGON 8056-B B1 Scale: 0.2604 '/ 10 tt WARNINGS: GENERAL NOTES, unifies otherwise noted: OpC/t.y'S(vft 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an Individual ff'll GG t�.77 V f V W Truss: B1 and Warnings before construction commences. building component.Applicability or design parameters and proper 2.204 compression web bradng molt be Installed where shown+ Incorporation ofcomponent Is the responsibility ofthe building designs /. -4/1, 14 2,4'‘ Q` 3.Additional temporary bracing Is insure steadily during construction 2 Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the areip.Additional permanent bracing of z inc.end at 10'o c.respectively as ply unless paced(TC)and/or melt lenge by ��R R10- DATE: 0- DATE: 8/22/2017 the overall structure h the realwnNbBly of the building designer. continuous sheathing such as plywood airedsheathere s ow n+drywall(BC) ��I fff l„� 3.2x Impact bridging or lateral brxdtg required where shown++ SEQ.: K3 5 8 5 8 3 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responabinty of the respective conkedo, fasteners ere complete end Cl no arm should any loads greater than 5.Design assumes hisses are to be used M a non-corrosive environment, TRANS ID: LINK design bads be applied to any component anderero 'lay use. 5.CompuTnm hes no control over and assumes no responaibilly for the 8.OB sig NII bearing et as supports shown.Shim or wedge 8 EXPIRES:' 12/31/2017 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 22,2017 8.7185 design Is furnished subject tone limitations set torah by 8,Plates shall be located on both feces of turas,and placed so their center TPbWTCA kr SCSI.copies of whish will be furnished upon request lines coincide with joint ranter lines. 9.Digits Indicate she of plate In Inches. MiTek USA,IncjCAmpuTrus Software 7.6.8(11.)-E 10.For bask 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'- 10.3" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. I WEBS: 2x4 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. 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 All connections and attachments of components to form TOTAL LOAD = 42.0 PSI the structural system for imposed seismic loading is M-3x4 where shown; Sts:1-6 1 2 the responsibility of the engineer of record. LL = 25 POE Ground Snow (Pg) LI�I I Design assumes shear panel to align with verticals I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. o I I o 1 I I 6 I N 4 I I I I 5o 5o I I —— 3 5 y 1-10-04 y ,F.��`Q P ©F4-ss 'N,,` ENGIN F9 /,q lzt 89200PE mac- JOB NAME : POLYGON 8056-B - BP1 ' ,V Scale: 0.5535 WARNINGS: ill CC uO.mAe NOIs based uoleuothnvlse eperamete. -7l A,OREGON * x\t 1.Builder and erection contractor snood be edvieed of e0 General Nolea 1.Thio design lant.only upon y design parameters shown and Is for an individual L/ 1"1 L\.7 'V Vt `0✓ Truss: BP 1 and Warnings before construction commences. building component Applicability of design parameters and proper • 2.2x4 compression web bracing must be Installed where shown 4. Incorporation d component is the responsibility of the building dealgner. I/y "7}/ y y !7�„a� �� 3.Additional temporary bracing to insure stability doing construction 2.Design assumes the top end bottom chords to be laterally braced al 'C,f ,a 1(} 4 /1 1s the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless bated throughout their length by jf/lZ PR I R'V� DATE: 8/22/2017 the overall structure is the res anti of the buildingdesigner. continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). """'7777 Pon ty 9 3.2x Impact bridging or lateral bracing required feere shown< SEQ.: 3 5 8 5 8 3 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the ne omslblllty 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-co:mive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition•of use. 5.ConpuTros has no control over and assumes no responsibility for the fi.Dealgn auumee full barring et all suppose shown.Shim or wedge g EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. scary. 7.Design assumes adequate drainage is prodded. August 22,201 7 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so then center TPI/WTCA In SCSI,copies of which will be famished upon request lines coincide with joint canto lines. uTnls Software 7.6.8 1 L-E g.Digits indicate size of plate in inches. MITek USA,Inc./Com P ( ) 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" lam D. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD= 10.0 PSF All connections and attachments of components to form TOTAL LOAD = 42.0 PSF the structural system for y imposed seismic loading is M-3x4 where shown; Jts:1-6 the responsibility of the engineer of record. /- 1 2 -/ LL = 25 PSF Ground Snow (Pg) — — I I Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • tn I I u') 0 6 d I I I I co I I 0 4 W I I _ _ 1 I ///////////// —/ 3 5 to PROFFb y 1-10-04 '<(' S sC. .vF /0 c.m' , .' 9 .. 89200PE <" JOB NAME : POLYGON 8056-B - BP2 ,/✓V. , Scale: 0.5657 L� /'- WARNINGS: GENERAL NOTES, tiny up otlthe lse mer 7r, ,„OREGON �<(,/�. 1.Builder and erection contracW etpue be adWaed of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: BP2 and Warnings before construction commences. balldmg component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown.. Incorporation or component Is the responsibility a me building designer. �O Al' ♦ .�4 2,Q �—'� 3.Additional temporary bracing Is ImWre stability during construction 2.Design ad el II'IM top and bottom chorda to be lelerelo t haltaced et Is the responsibility of the erector:Additional permanent bracing of 2'o.c.end a 10'o.c.respectivelypts unless braced throughout their knpth by 41 n 1 L"- DATE: 6/22/2017 the overall endure is the responWbill of the building designer. continuous sheathing even as plywood requiredsheatwhere c)anafw drywel(ec). (` N g 9 3.24 Impact bridging or lateral bracing wheshown.. SEQ. : K3 5 8 5 8 3 9 4.No load should be eppaed to ahy bomponent until after ail bredng and 4.Installation of truss Is the responsibility of Me respective contractor. fasteners are complete and at no time should any leeds greater thee 5.Design assumes trusses are to be used Ina non-oerroeive envirormtent, design bads be applied to any component. and are for"dry condition.of use. TRANS I D: LINK s.Compri,.nes no contra over and assumes no res I.Design assumes full bearing at all supports shown.Shim or wedge a EXPIRES: 12/31/2017 ponsibiuty for the ry fabrication,handling,shipment are Installation of components. 7.Design assumes adequate drainage Is provided. August 22,2017 6.This design Is furnished subsea to the limitations set form by a.Metes shall be located on both faces of truss,and placed so their center g TPIMRCA In SCSI,copies of Melt will be furnished upon request. lines coincide with NM center lines. 9.Digits Indicate size of plate M inches. MiTek USA,InclCompuTrus Software 7.8.8(1 L)-E II.For basic connector plate design values see ESR-1311,ESR-1588(MIlek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 •sf) u•lift at 24 "oc s•acin•. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. 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 All connections and attachments of components to form TOTAL LOAD = 92.0 POE the structural system for imposed seismic loading is M-3x4 where shown; Jts:1-6 the responsibility of the engineer of record. f- 1 2- -1 LL = 25 PSF Ground Snow (Pg) — — I I Design assumes shear panel to align with verticals 1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. — — I I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r I I r 0 6 0 I I I m I 0 4 0 to N I — I I — — ///////////// 3 5 y y .<<, PRQpFss 1-10-09 ter-• 89200PE JOB NAME : POLYGON 8056-B - BP3 4111""°: !Scale: 0.6413 i 400 SC WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON E/`.O fv l �� 1.Builder and erection conirador should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual V Il �.l 'V N Truss: BP3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 eompression web bracing must be installed where shown 5. Incorporation o/component la the,n skier Wlllty al the building designer. /a 7 4 Q ` 3.Additional temporary bracing to insure stability during construction 2.Design end II the lop and bottom chords M be laterally braced at f le the responsibility of the erector.Additional permanent bracing of 2'o.a end at 10'we.respectively unless braced throughout their sii)B by Jt/,��` '��l� continuous sheathing such as plywood shealhIng(TC)and/or drywail(BC). R DATE: 8/22/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 0 SEQ. : T3 5 8 5 S 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the rsaponsibilt y of the respective contractor. fasteners are complete end al no time should eny loads greater than 5.Design assumes trusses are to be used In a nonaonosive environment, TRANS I D• LINK design Weds be applied to any componem. and are for•d0 condition'.of use. 5.CompuTnus has no control over and assumes no responsibility for the 6.De sign assumes tali bearing al all support,shone.She or wedge If EXPIRES: 12/3.112017 fabrication.handling.shipment and installation o/components. n assumes T.Designes etled en both Page h provided. August 22,2017 8.This design is furnished subject to Me limitations sal forth by B.plates shell be located on both faces of buss,and placed so iholr center g TPIANICA In BC51,copies of which will be furnished upon request, lines colndde wlm joint canter lines. MRek USA,Inc./Com uTrus Software 7.8.R iL E 9.Digits indicate sin of plate In Indies. P ( 10.For basic connector plate design values see E5R-1311,ES19-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" 0.0. !COND. 3: 250.00 ELF SEISMIC LOAD. WEBS: 2x4 ROOF STAND LOADING Note:bears design requires continuous bearing wall for entire span UON. 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 All connections and attachments of components to form TOTAL LOAD = 42.0 POP the structural system for imposed seismic loading is M-4x4 where sown; Jts:l-414-5 2 the responsibility of the engineer of record. LL= 25 PSF Ground Snow (Pg) IiDesign assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. kis 1 1 05 O I I I 0 4 1 0 I co op F ///////////// -/ 3 5 J' 1, A CCN- P R QFfic%1 1-10-04 w �NGINE�9 /q' �- 89200PE mac' JOB NAME : POLYGON 8056—B — BP4 Scale: 0.9651 , �i t WARNINGS: GENERAL NOTES, unless otherwise noted: 1 Builder and erection contrail should be advised of se General Nates 1.This design Is based oMy upon Be parameters Mown end Is for an Individual "7/ A„OREGON [CrVP Truss: BP4 and Warnings before constructioncommences building component Apploabltlty of design parameters end proper 4+^ -f�7q t y �\'‘'q�� 2.204 compression web bracing timid be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /�t r 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �./ 4 la the responeibAily of the ereIWdNonal permanent bracing of 2'contso.inuous and et 10'o c respectively as ply unless braced throughout their booth by •PR ` IO-DATE: 8/22/2017 the overall structure is the res cinpbA of the building designer. 2x Impact ao"a sheathing such as acing rd eheaming(rc)andfor drywaigBC). • R Pb ttY 9 3.2x Impact brkging or lateral bracing required where shown+• SEQ. : 14350 5 8 41 4.No bad should be applied to arty Component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for^dry condition.of use. 5.CompuTnn has no control over and assumes no responsibility for the S.De l assumes full beating al all supports shown.Shim or wedge N EXPIRES:' 12/31/2017 rye fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 22,201 7 8.TNs design N furnished subject to the Nmitalions set forth by e.Plates shall be located on both feces of trues,and placed so their renter TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate M Inches. MiFek USA,Inc./CompuTnts Software 7.6.8(1L}E 10.For bask connector plate design values see ESR-1311.ESR-1988(Mitch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 6-00 T T T 12 12 7.00 IIM-4x4 47.00 2 I I NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. r r 0 0 1 1 o c o I 1 3 , '- /////////////////////////////////////////////////////////////////////////////////////////////// 4 5 y J, J. 2-00 12-00 't�no)cPR0F4:0 w GIN F�C19 /al :9200p fir' JOB NAME : POLYGON 8056-B - Cl •' /4 Scale: 0.5116 ..4.1.7• WARNINGS: GENERAL NOTES, unless otherwise dated ! OREGON 4// 1.Builder and erection contractor should be advised of all General Nates 1.Thle design is based any upon the parameters shown and is f«an IndMdual A Truss: Cl and Warnings before construction commences building orpo c«npo co component Is the d assign pay of t ere and proper G'O 1 y 14 20 4 2.204 compression web bracing must be installed where shown a. lncorporelbn of component la Me reapanalblHy d me building designer. 3.Additional temporary bracing to insure stability during construction eif2.Design assumes the top end bottom cholla M be laterally braced et b the responsibility of the erector.Additional permanent bracing of 2'ntln end et 1g'o c.respectively ply unless braced throughout they length by mow, R 10- DATE: 8/22/2017 IM overall structure Is the responsibn f me building designer. continuous sheathing or etch as plywood airedsheathere s ant/«drywell(SC). �I,� 4Y o g 9 3.2z Impact bridging or lateral bracing required where shown•• SEQ. : K3 5 8 5 8 4 2 4.No load should be applied to any component until after ell bracing and 4.Installation of buss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive e^dmnment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.Campania has no control over and assumes no responsibility for the 6 Design sae assumes NII bearing at all supports shown.Shim or wedge H EXPIRES: (]C[e; 2/t) jt)(y -7 fabrication,handling,shipment and installation of components. rammer). 20 f Il C�7 / s] /Li! / T.DesigRates assumes b el adequate dboth is truss, August 22,201 7 6.This design is furnished subject to me[imitations set font by 8.Pleles shell be located o^boM iotas dittos,and placed so their canter 9 TPINVECA In SCSI,copies of which will be furnished upon request lines coincide with feint center lines. MITek USA,Inc./CompuTms Software 7.6.8(1L)-E o ForDigib Indicate ens of plate in Inches.values } 1. basic connector plate din Inc values see ESR-1311,ESR-1888(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. I WEBS: 2x4 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. 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 All connections and attachments of components to form TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is =M-4x4 M-3x4 the responsibility of the engineer of record. 1 2 LL = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals -- 7111 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. _ 1 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 0 141M-4x4 SII o 11 6 , -,I I M-4x4 1 1 1 ,-1 r r • • I I1 I I -- /- ///////////// 3 5 =M-4x4 M-3x4 �EpPROpF y 1-10-04 b � NGiNE 9 5'/a 1'" 89200PE 1,7 JOB NAME : POLYGON 8056-B - BP5 _,,,,,�/ _ Scale: 0.4778 `I� WARNINGS: GENERAL NOTES, unless otherwise noted• �� OREGON As . 1.Builder and erection contracteheuld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 11-11 11.1 l✓'V w r(,/ Truss: BP 5 and Warnings before consmrction commences bulldog component.Applicability of design parameters and proper A (�+N V 2.2x4 compression web bredng must be Installed where shown«. incorporation d component is the responsibility d the building designer. <,) _7) 14 s1C) 4 3.Additional temporary bracing telae re stability during canetructlon 2.Design assumes the top and bottom chords to be laterally braced at �./ ^ b the responsibility of the erector.Additional permanent bracing of 2 o c.end e110'o c.respectively unless braced IhrouBhout melt length by 41`i` I L� DATE: 8/22/2017 tlw overall structure la the res flblli d the building tleai continuous sheathing such as plywood sheathing(TC)andfor drywae(BC). IC77 pe^ ty n9 gner. 3.2x Impact bridging or labral bracing required where shown«« SEQ. : K3 5 8 5 8 4 3 4.Na bad should be applied to arty ties w enl until after all bracing and 4.Installation o/hues b the responsibility of th e respective contractor. fasteners are complete end at no Wee should any loads greater than 5.Design assumes trusses are be used Ina non-corrosive environment, TRANS I D. LINK design loads be applied to any component. are 5.CompuTrus has no control wenn assumes no responsibility for the 6.Design aseumea full bearing at all supports chose.Shim or wedge H EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate oralnege 1s prodded. August 22,201 7 6.This design is furnished subject b We limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide sIW joint center lines. S.Digits indicate size of plate In inche MiTek USA,Inc./ComPuTrus Software 7.6.8(1E)-E 10.For basin connector onectr plate design values sae ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-02-00 GIRDER SUPPORTING 15-03-00 ON TC IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF k10BTR 4-02-00 GIRDER SUPPORTING 16-06-00 1-2=(-94) 106 4-5=(-140) 236 1-4=(-340) 124 2-6=1-680) 300 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-94) 106 5-6=(-140) 236 4-2=(-680) 300 6-3=(-340) 124 WEBS: 2x4 KDDF STAND 5-2=( -86) 528 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 215.6)+DL( 126.6)= 342.2 PLF 0'- 0.0" TO 4'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 2.0" V 0'- 0.0" -479/ 1389V -159/ 159H 5.50" 2.22 KDDF ( 625) '- ( 2 ) complete trusses required. BC UNIF LL( 181.2)+DL( 123.2)= 304.5 PLF 0'- 0.0" TO 4'- 2.0" V 4'- 2.0" -479/ 1389V 0/ OH 5.50" 2.22 ROOF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 9" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IHC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX LL DEFL = -0.003" @ 2'- 1.0" Allowed= 0.163" ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.005" @ 2'- 1.0" Allowed- 0.217" SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-01 2-01 MAX BORIZ. LL DEFL - -0.000" @ 3'- 10.5" T 1 f MAX HORIE. TL DEFL- 0.000" @ 3'- 10.5" M-1.5x3 M-3x8 M-1.5x3 Design conforms to main windforce-resisting 1 system and components and cladding criteria. /- 2 3 Wind: 140 mph, h-21.5ft, TCOL=4.2,BCOL-6.0, ASCE 7-10, ® _ _ O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. co co 0 0 o 0 0 o I Nuj 4** 5 5 M-3x4 M-1.5x3 M-3x4 3' 3' 3, 2-01 2-01 1 3' 4-02 '<°-‘ '�O PR pp ca .AGINEt w, .c 89200PE �v-~. •"r JOB NAME : POLYGON 8056-B - BX1 � /' PP ' Scale: 0.4600 41611*le /�I�'I.. WARNINGS. GENERAL NOTES, unless otherwise ndad �wy� (, N ` 40 I.Builder and erection contractor should be edvised of all General Notes I.This design Is based only upon Me parameters shown end Is for an IndNldual 1/ O•`�"+O'• s.- Truss: BX 1 and Warnings before constructIon commences building component.Applkability of design parameters end L.'^ Y` A z 2x4 corn also web brads Incorporation w sem poo ty e Igner. "41)' r,0 r- pres g must be installed where shown.. rpora component Is the tea sib111 of the building de //� J } S.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et (f} N the responsibility of the erector.Additional permanent bracing of 2'on.and at 10'o.c.respectively unless braced throughout their length by � � 0- continuous sheathing such se plywood sheething(TC)end/or drywall(BC). DATE: 8/22/2017 the overall abudure Ie the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 8 5 8 4 4 4.No Wad should be applied to any component until after all bredng and 4.Installation of hues Is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are N be used Inc noncorrosive enslrenmsn. TRANS I D: LINK design Wads be applied to any component. end are W dry condition.'of use. 8.Design ase 5.CompuTntt has no control over and assumes no responsibility for the rase lull bearing at all supports Shawn.Shim or wedge H EXPIRES: 12/31/2017 paenary. fabricelian,handfurnished ng•shipment and installation of components. tenth nls. 7.Design assumes adequate drelnege Is provided. August 22,20 1 7 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of buss,end placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 5.Digits indicate els of plate In inches. MiTek USA,lnc./COmpuTrss Software 7.6.8(1 L)-E l0.For basic connector plate design values see ESR-1311,EB11-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=1 -3) 141 6-7=1-118) 130 6-2=1-723) 277 BC: 2x4 KDDF #OEBTR SPACED 24.0" O.C. 2-3=1-479) 129 7-8=1 -31) 44 2-7=1 -12) 311 WEBS: 2x4 KDDF STAND 3-4=1-479) 129 7-3=( 0) 198 LOADING 4-5=1 -3) 141 7-4=( -12) 311 TC LATERAL SUPPORT 0= 12"OC. UON. LL1 25.0)+DL1 7.0) ON TOP CHORD = 32.0 PSF 4-8=1-723) 277 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -110/ 770V -132/ 132H 5.50" 1.23 KDDF ( 625) 12'- 0.0" -110/ 770V 0/ OH 5.50" 1.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.029" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL - -0.034" @ -2'- 0.0" Allowed- 0.267" MAX LL DEFL - -0.029" @ 14'- 0.0" Allowed= 0.200" MAX TL DEFL - -0.034" @ 14'- 0.0" Allowed= 0.267" MAX TC PANEL LL DEFL = -0.029" @ 3'- 1.3" Allowed- 0.414" MAX TC PANEL TL DEFL - 0.079" @ 3'- 1.3" Allowed - 0.621" 6-00 6-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS T f T 12 12 MAX HORIZ. LL DEFL = -0.001" @ 11'- 10.3" 7.00 • IIM-4X4 MAX HORIZ. TL DEFL - 0.001" @ 11'- 10.3" 7.00 4,0" Design conforms to main windforce-resisting 3 system and components and cladding criteria. �� Wind: 190 mph, 1-15ft, E6:C :EE: B, MWFRS(Dir),• e truss only. 111,,I1 M-3x4 IlM-3x4 2 9 -1 ho E� Q� ho rn m 1111111111111111 O O .ti 1 I IMIIIMI it 5 H M-1.5x31 M-3x8 M-1.5x3 3. b 3' 6-00 6-00 b z-oo b 1z oo 1, z-oo 1, 40 O PROpFs c'��'I N F19 s/al14.4 p a- 89200PE <' JOB NAME : POLYGON 8056-B - C2 _, �: Scale: 0.4116 WARNINGS: • GENERAL NOTES, unless otherwise noted: OREGON /�.. 1.Builder and erection contractor should be adWsed of all General Notes 1.This design is based only upon the parameters shown end 3 for an IndNldual 72- ,/�,,�V fl CL7 V(`I 1)., `s(,/ Truss: C 2 and Warnings before contract«i commences. building component.Applicability of design parameters and proper /' /t! O�N �� 2.204 compression web bradng`oust be Installed where shown�. incorporation of component is the reapsibility of Me building designer. ,1 7 y 14 P 3.Additional temporary bracing t Ileum stability during construction 2.Design assumes me lop and bottom chards to be laterally braced al ..�Sa N the responsibility of B.erector;Additional permanent bracing of 2'o.c.end at 10'on.respectively unless dated throughout their length by /14,, - . 14 0-}y DATE: 8/22/2017 the overall structure Is me read° bit or the building designer. °ond"°°°°.n bridging o such as plywood eheemohenn r and/or drywan(Bq. i� �,MI 8Y 9 9 3.20 Impact or lateral bracing required where shown o• SEQ.: K3585845 4.No bed should be applied b yo'mp°nennt until after all bracing and 4.4.Designassumes Is the responsibility�ibuayd the nerespective osiveaNmnrmenl, fasteners are complete and at'no time should any loads greater than g to design wade be applied to any cannoned. end are for Mry condition"of use. TRANS I D: LINK 5,Compurrua has no control over end assumes no reeponhbility forme 6.Design assumes full bearing et all supporta shown.SMm or wedge o EXPIRES: 12/31/2017 'necefabrication,handling,shipment components. scary subject 7.PassumesadequatedrainageIstruss, August 22,2 017 6.This design Is furnished subject t°me limitations set form by 8.Plates shall be boded on both feta of Wss,and placed so then:center TPIIWTCA In SCSI,codes of which will be furnished up request. lines coincide with joint canter lines. 9.DlgIts indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Softens 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 141 8- 9=(-148) 188 8- 2=(-899) 290 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-736) 181 9-10=1 -85) 598 2- 9=( -74) 558 WEBS: 2x4 HOOF STAND 3- 4=(-440) 188 10-11=( -48) 97 9- 3=( -2) 162 LOADING 4- 5=(-457) 200 11-12=( -48) 97 3-10=(-373) 181 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-117) 108 12- 6=( -58) 102 10- 4=( -51) 150 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( 0) 114 10- 5=( -11) 349 TOTAL LOAD = 42.0 PSF 5-I2=(-806) 279 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -133/ 939V -185/ 1658 5.50" 1.50 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 6.5" 0/ 116V 0/ OH 134.50" 0.19 KDDF ( 625) Unbalanced live loads have been 16'- 5.7" -127/ 904V 0/ OH 134.50" 1.45 KDDF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 22'- 9.0" -114/ 521V 0/ OH 134.50" 0.83 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.029" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL- -0.034" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL= -0.012" @ 5'- 4.8" Allowed = 0.554" MAX TL DEFL.. -0.021" @ 5'- 4.8" Allowed - 0.739" MAX LL DEFL = -0.036" @ 24'- 9.0" Allowed = 0.200" 10-06-02 12-02-14 MAX TL DEFL = -0.041" @ 24'- 9.0" Allowed = 0.267" 1' 1' '1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-05-11 5-00-07 5-09-13 8-05-01 MAX HORIZ. LL DEFL - 0.004" @ 22'- 6.2" .r f 1' 1' MAX HORIZ. TL DEFL = 0.006" @ 22'- 6.2" 12 12 7.00 L---" I IM-4x4 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. M-3I6 ,(7' M-3x6 Wind: 140 mph, h=l5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, d0-,',‘ ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5X4 1.5x4 End vertical(s) are exposed to wind, M-3x6 1 Truss designed for wind loads M-3X9 M-3X6 in the plane of the truss only. M-3x6 3 1„,....,,' M-3X6 Truss designed for 4x2 outlookers. 2x4 let-ins M-3x6 of the same size and grade as structural top le'e �+`. chord. Insure tight fit at each end of let-in. M-1.5x4 * Outlookers must be cut with care and are M-3x6 permissible at inlet board areas only. ° M-3x4 M-1.5x4 4. 2 ✓ o f M-3x6 1 Lo a o oi ,. rev o M-1.5x3 M-3x4 M-3x6(S) M-4x8 M-3x6 Io M-3x4 1 .1 , ), b b 5-02-03 5-03-15 1-00-06 4-11-03 6-03-05 y y )' �cqPRQFCG8-06-11 14-02-05 , 04GINE4-6 , 0/0y y y b <� �z oo 22-09 z oo r '' 89200PE <' JOB NAME : POLYGON 8056-B - C3 Scale: 0.2314 y'W MO WARNINGS: GENERAL NOTES, unless otherwise noted: "" 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon me parameters shown and Is for en Indldual 7j /I OREGON 1� Truss: C3 and Warnings before construction commences. building component Applicability of design parameter and properIr A�J s� 2.244 compression web bradng must be installed where shown+. lnearporalbn of component b the responsibility of the building design/. �y %� /'1 v�la.��� 2.Design assumes the top and bottom&ands to be laterally braced a1 /[,/ 14 G 1tt 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout metra length by /� is the reaponstbltity of the erector.Additional permanent bracing of continuous sheathing such as plywood aheamlng(TC)and/or drywall(BC). 4 R R L\'" DATE: 8/22/2017 the overall structure is the responsibility of me building designer. 3.24 Impact bridging or lateral bracing required wham shown++ SEQ. : K3 5 8 5 8 4 6 4.No load should be applied to any component until after ell baring 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 Ina non-corrosive environment, TRANS I D: LINK design beds be applied to any component. end ere foorrry 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 of wedge if EX.P!R ES: 12/3112017 necesy. fabrication,handling,shipment and installation of components. 7.Design assumes Design drainage h provided. August 22,20 1 7 6.The design is furnished subject to the limilations set forth by 8.Plates shall be located on both feces of truss,end placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.INglls Indicate sloe of plate in indene. MTek USA,IncdCompuTnls Software 7.6.80 LIE 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 11-06-08 GIRDER SUPPORTING 19-09-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR 11-06-08 GIRDER SUPPORTING 32-06-00 FROM 7-00-00 TO 11-06-08 1- 2=1 -106) 136 6- 7=(-456) 1612 1- 6=1 -56) 48 3- 9=1 -578) 166 BC: 2x6 RODE #16BTR 11-06-08 GIRDER SUPPORTING 23-01-08 ON TC FROM 6-00-00 TO 11-06-08 2- 3=(-1782) 454 7- 8=(-694) 2790 6- 2=1-3970) 898 9- 9=1 -820) 3608 WEBS: 2x4 RODE STAND LOAD DURATION INCREASE = 1.15 (Non-Rep) 3- 4=1-2544) 632 8- 9=1-694) 2790 2- 7=1 -754) 3326 4-10=1-5844) 1336 4- 5=1 -104) 138 9-10=1-580) 2358 7- 3=(-2366) 584 10- 5=1 -614) 150 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 8- 3=1 -468) 2178 BC LATERAL SUPPORT 0= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 11'- 6.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. BC UNIF LL( 222.4)+DL( 171.2)= 393.6 PLF 0'- 0.0" TO 11'- 6.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN nails staggered: BC UNIF LL( 381.2)+DL( 259.2)= 640.5 PLF 7'- 0.0" TO 11'- 6.5" V 0'- 0.0" -949/ 4281V -184/ 184H 2.50" 6.85 KDDF 1 625) TC UNIF LL( 264.1)+DL( 179.6)= 443.6 PLF 6'- 0.0" TO 11'- 6.5" V 11'- 6.5" -1708/ 7528V 0/ OH 5.50" 12.04 KDDF ( 625) 9" oc in 2 rowls) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, ADDL: BC CONC LL+DL- 1160.0 LBS @ 6'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "am spacing. 9" oc in 1 row(s) throughout 2x4 webs. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL - 0.031" @ 5'- 9.3" Allowed - 0.544" MAX TL DEFL- -0.067" @ 5'- 9.3" Allowed.= 0.725" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - 0.005" @ 11'- 3.0" MAX HORIZ. TL DEFL = 0.011" @ 11'- 3.0" 2-09-12 2-11-08 2-11-08 2-09-12 4' T T T 1' Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 M-3x6 M-3x8 M-5x6 M-1.5x3 1 2 3 4 5 Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /- � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factor-1.6, co os Ir.1,111111111 o Mil I End verticals) are exposed to wind,Truss designed for wind loadsin the plane of the truss only.+-Laterally brace to roof diaphragm.+-2x4 brace required, o 0 I V 0 11111111111101111111 1 s, NI 0 iii '- c9 d, as.--44.1 0 6.+ 7 9 -M-4x4 M-3x6 M-3x8 M-7x6 M-7x6 / y y yi1l60# y y 0-03-08 2-09-12 2-08 2-08 3-01-04 PR0Fec , y y V 11-06-08 6�� '� �� N9G2I0NEPE fp'S+ JOB NAME : POLYGON 8056-B - BX2 ,/� Scale: 0.3699 11. WARNINGS: GENERAL NOTES, unless othervdse noted OREGON /r. 1.Builder and erection contractor should be adised of all General Notes 1.This design is based only upon the parameters shown and is for en indadual /' 4r/�� /r�W Truss: BX 2 and Warnings before constrectIoh commences building component.Applicability of design perimeters and proper "'/� .,aq 2 2x4 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the building tleslgner. -74 �rs 3.Additional temporary bracing to Insure stability during conelruc ion 2.Design assumes the tap end bottom chorda to be laterally braced at Y Ie the responsibility of the ersobr:Additional pennanant bracing of 2'o.c.end el 10'o.c.respectively unless braced throughout their length by 4 -fiR y L� continuous sheathing such as plywood ahead )and/or drywall(BC). DATE: 8/22/2017 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where where shown++ No load should be applied to any component unto after all bracing and 4.Installation of truss is the responsibility of the respecile contractor. SEQ.: K3 rJ 8 5 a 4 7 4.fasteners are complete and at ho time should any loads greeter than 5.Design assumes trusses are to be used M a non-corrosive enoronment, and are for'dry condition•of use. TRANS I D: LINK design bade be applied b any component.5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing al all supports Shawn.Shim a wedge H EXPIRES: 12/11/2017 necessary. r� .1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 22,20 1 7 8.This design Is furnished subject to the limitations set forth by 8.Mates shall be located on both faces of truss,end placed so their center 9 TPIANPCA 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 bask 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 52'- 3.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF #14BTR LOAD DURATION INCREASE = 1.15 BC: 209 DF #1SBTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29.6ft, TCDL=9..2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 92.0 PSF load duration factor-1.6, considered for this design. Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 26-01-08 26-01-08 T '( T 13-02-09 12-10-15 12-10-15 13-02-09 T 1' T T T 12 IIM-4x4 12 5.00 1 .- 2 4 5.00 tete • M-3x6(5) M-3x6(5) fa A� iiiiiiiiiii III I �� /i/If IIIIIIIIIIIIIIIII1-1 CD M-3x4 M-3x6(S) M-3x6(S) �� to y y y ��� I N /p y 17-07-02 17-00-13 17-07-02 C, ppf�ry 52-03 � 09200NE �1`. ..s JOB NAME : POLYGON 8056-B - D1 _ Scale: 0.1654 141P,4101:-.0r Cr'or WARNINGS: GENERAL NOTES, unless othewdse noted: "T' OREGON fz`. I.Builder and erection contractor should be advised of all General Notes 1.Tha design Is based only upon the parameters shown and b for an Individual / 1-1 \.l 'V , Truss: D1 and Warnings before construction commences. building component Applicability of design parameters and proper L �� � ��� 2.2x4 compression web bracing must be Installed where shown e. Incorporation of component Ia the reaponaibdlty of the bulMlrg designer. //� 1 4 3.Additional temporary bracing In Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at �./ la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by 41 �`' DATE: 8/22/2017 the overall structure Is the responsibility of the building designer. 3.2z Icontimpact ed buous abel thln0lateral bsuch asred ah ad where)„';.re°for erywan(Bcl R R I l-,"' p bridging or g required SEQ. : K3 5 8 5 8 4 8 4.No Wee should be applied to any component anafter all bracing and 4.Installation of truss is the are one of the reapectee contractor.fasteners are complete and at no time should anyywto loads greater than 5.Design assumes ages arebe used Ina non corrosive environment, design loads be applied W any end are for condition.of use. TRANS ID: LINK sig pp ycomponent. ry 5.CumpuTrvs has no control over and assumes no responsibility for the 8.Design see es hill bearing al all supports shown.Shim or wedge B EXPIRES: 12/31/2017 necessary. fabrication.handling.shipment and installation ofcomponents. 7.Design assumes adequate drainage Is provided. August 22,2017 5.TMs design is furnished subject to the limitations set forth by e.Plates shell be located on both laces of buss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coindde with Joint center lines. uTrus Software 7.6.8 i L E 9.Digits indicate size o/plate in Indies. MtTek USA,Inc./Com P ( F 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 12-00-00 GIRDER SUPPORTING 19-09-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2460) 510 5-6=(-438) 460 5-1=(-1740) 368 7-3=( -156) 406 BC: 2x6 KDDF #16BTR 2-3=( -622) 186 6-7=(-488) 2024 1-6=( -358) 1978 7-4=( -488) 2188 WEBS: 2x4 KDDF STAND LOADING 3-4=( -548) 198 7-8=(-110) 156 6-2=( -428) 2128 4-8=(-2466) 522 LL = 25 PSF Ground Snow (Pg) 2-7=(-2234) 526 TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF Cl'- 0.0" TO 12'- 0.0" V BC LATERAL SUPPORT <- 12"OC. UON. BC )1NIF LL( 222.4)+DL( 171.2)= 393.6 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -560/ 2746V -143/ 235H 5.50" 4.39 KDDF ( 625) Attach 2 ply with 3"0.131 DIA GUN • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12'- 0.0" -577/ 2796V 0/ OH 5.50" 4.39 KDDF ( 625) nails staggered: 9" oc i 1 ow(s) throughout 2x4 topchords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP gt ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.026" @ 6'- 0.0" Allowed = 0.554" 10-06-021-05-14 MAX TL DEFL = -0.045" @ 6'- 0.0" Allowed- 0.739" 1' I f ' SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-01-12 • 9-09-06 1-05-14 MAX HORIZ. LL DEFL - -0.002" @ 11'- 10.3" 1 1 f MAX HORIZ. TL DEFL - 0.004" @ 11'- 10.3" 12 12 7.00 \..,17.00 Design conforms to main windforce-resisting '.. system and components and cladding criteria. IIM-4x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 4 Dn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 n`'0 load duration factor-1.6, .7 End vertical(s) are exposed to wind, 1 IN M-4x4 Truss designed for wind loads 4 in the plane of the truss only. i 1,13X610,,,,, 0 r 0 M-3x6 o Y� 1 n t ®' _® Gig er- o 1 5�- 6 7 -.48 M-3x8 M-4x6 ::IM-8x8 M-1.5x3 • y 5-10-04 y 4-07-14 y1-05-14 y ' .© PR()Fe <OINNssb y " �G �9 /�lz+oo CV ,.t " :9200PE y r , JOB NAME : POLYGON 8056-B - CG Scale: 0.3128 ' 11011117-. WARNINGS: GENERAL NOTES, unless otherwise noted: >! I.Builder and erection contracta h0 Id be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual A-OREGON �+ Truss: CG and Warnings before construction commences. bonding component Applkabtiily of design parameters and proper 2.2s4 compression web bracing m H be installed where shown o. Incorporation of component is the responsibility of the building designer. • G/6 `9 y 1 4 2= �-j 3.Additional temporary bracing t lolure stability during construction 2.Design assumes the lop end boson chorda to be laterally braced at e.y Is the responsibility of the erect r.Additional permanent bracing of T continuous end at ea o.c.suche s pNely unless braced throughout thaw length by ME' R IO- DATE: TQ continuous shging a,such ea ades:esheathing(TC)uirwheno0 drywall(BC). 8/22/2017 the overall structure is ute re nibnlly of the building designer. 3.2x Impact bridging or lateral bradng required where shown v v SEQ. : K3585849 4.No load should be applied to a y domponent until after all bracing end 4.Instlm.onofusisthe remsib8tyeftierase.()ctNe�'�rnen fasteners are complete and at do time should any loads greater than g assign loads be applied to am component. and are for'dry condition'of use. TRANS ID: LINK 5.Design assume.mnbearingalanaupponeehown.Shimorwedgen EXPIRES: 12/3112017 5.CompuTrus has no control over and assumes no responsibility for the acesaery. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 22,2017 IT This design is banished subject to the limitations set fodh by 8.Plates shall be located on both feces of Was,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request lures coincide with joint center linea. 9.Digits Indicate she of plate in inches. MlTek USA,Inc./CompuTrus Software 7.6.8(1L}E 10.For basic connector plate design values sees ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -167) 151 1-12=( -247) 263 2-12=( -365) 404 8-17=(-144) 545 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -110) 268 12-13=( -520) 320 12- 3=( -181) 473 17- 9=(-603) 327 WEBS: 2x4 KDDF STAND 3- 4=( -315) 1039 13-14=( -822) 554 3-13=( -671) 355 9-18=(-138) 394 LOADING 4- 5=( -310) 279 14-15-) -36) 295 13- 4=(-2156) 951 18-10=(-227) 347 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -784) 563 15-16=( -242) 1118 4-14=( -657) 1692 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -771) 573 16-17=( -452) 1607 14- 5-(-1286) 595 • TOTAL LOAD = 42.0 PSF 7- 8-(-1334) 719 17-18=( -702) 2078 5-15=( -273) 854 M-3x4 where shown; Jts:1,5,7-8,12,16-18 8- 9=(-1849) 850 18-11=(-1026) 2421 15- 6=( -198) 348 LL= 25 PSF Ground Snow (Pg) 9-10=(-2502) 1084 15- 7=(-1069) 566 10-11=(-2734) 1208 7-16=( -254) 821 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=( -802) 385 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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" -40/ 279V -223/ 223H 5.50" 0.45 KDDF ( 625) 15'- 9.5" -413/ 2732V 0/ OH 3.50" 3.95 KDDF ( 625) 52'- 3.0" -200/ 1379V 0/ OH 5.50" 2.21 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:1,13,111 1COND. 2: Design checked for net(-5 wsf) uplift at 24 "oc spacing, 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 • MAX LL DEFL= 0.145" @ 36'- 5.5" Allowed - 1.785" MAX TL DEFL = -0.219" @ 36'- 5.5" Allowed - 2.381" MAX TC PANEL LL DEFL = 0.012" @ 2'- 7.4" Allowed = 0.356" MAX BC PANEL TL DEFL = -0.063" @ 3'- 8.9" Allowed - 0.498" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.034" @ 51'- 9.5" MAX HORIZ. TL DEFL - 0.055" @ 51'- 9.5" 26-01-08 26-01-08 ( 5-07-06 5-01-01 5-04-09 5-01-02 4-11-06 4-11-06 5-01-02 5-04-09 5-01-01 5-07-06 T Design conforms to main windforce-resisting T T 1' ' T T T f T T system and components and cladding criteria. 12 12 Wind: 140 mph, h-24.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 5.00 p IIM-4x4 ' 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 0„ load duration factor=1.6, 6 .0 Truss designed for wind loads in the plane of the truss only. 1.0' 5 M-5x6(S) M-4x6 M-5x6(S) 4 0.25" 0.25" 3 +, 9 wk NI M-1.5x3 +1 +. M-1.5x3 zr/Nski IIIIIIPPo ti C i-' Q, g 1 12 13 14 15 16 17 18 11 1 -M-4x4 M-4x6 M-3x8 TM-4x4 1 M-3x6(S) M-3x6(S) 0 b y b 1- 1, 1, 1- 1, ,1 5 '5 D P R O��SS y 8-02-12 7-06-12 5-01-02y 5-02-14 5-02-14 5-01-02 7-06-12 8-02-12 )' NGIN E>�p. /0�y- y 19-10-08 12-06 19-10-08 _v,�y 52-03 ' �" 89200PE <" JOB NAME : POLYGON 8056-B - D2 ...-1411111V100r,10.7 Scale: 0.1325 I- ' _le [}`' MARNINOS: OENERALNOTES, unlessothepenoted: �� OREGON �" 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 OREGON Truss: D2 and warnings before construction commences building component Applicability of design parameters end proper 4 �� i 2.2o4 compression web bradng must be Metalled where shown o. incorporation of component is the reeporeibility of the budtling dnigner. IO ,a .i1,.. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et ��1t� la the responsibility of the erector.Additional permanent bracing of 1 o.c.end et 10'o c.respectively unless braced throughout their length by /IA+. 1� DATE: 8/22/2017 Ura overall structure Is the responsibilityf the budding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). "`'"""fff/(�,LJI a 3. Impact bridging or lateral mating required where shown.. SEQ. : K3 5 8 5 8 5 0 4.No load should be applied to any component until after at bracing and 4.Installation of Mss is the responsibilityof the respective contractor. beused are complete and at no time should any loads greater than 5.Design assumes Moses are to be used In a non-corrosive enWronment, design loads bee lied to an and are for condition'of use. TRANS ID: LINK oroop over dassu Design `dry^^ 6.CompaTrushasnama day,ra�aaaemae.m,a,pandbihty,a,d,e 6. assumashllbeadngalalleupporteahawn.ShlmowetlgaH EXPIRES 12/3112017 fabrication.handling.shipment and installation of components. necessary.ase 7. eym assumesadequatedrainage isprooded. August 22,2017 d.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center TPIhVICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate alre of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1980(Wick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -485) 366 1-12=( -318) 615 12- 2=( -66) 294 6-18=( -322) 931 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3-) -246) 540 12-13=( -270) 417 2-13-( -699) 639 18- 7=( -157) 314 WEBS: 2x4 KDDF STAND; 3- 4-) -472) 1224 13-14-) -481) 372 13- 3=) 0) 325 18- 8-(-1155) 589 2x6 KDDF #2 A LOADING 4- 5-) -391) 1185 15-16-) -9) 28 3-14=) -751) 379 8-19-( -182) 812 LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=) -281) 227 16-17-1-1081) 710 4-14-( -225) 191 19- 9=( -695) 390 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-) -789) 524 17-18-1 -41) 248 15-14=( -55) 14 9-20-( -234) 611 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-( -791) 538 18-19-) -282) 1308 14-16-1-1214) 778 20-10=( -338) 388 8- 9=1-1643) 752 19-20=) -574) 1885 14- 5-) -68) 152 M-3x4 where shown; 310:2-3,6,8,13,20 LL - 25 PSF Ground Snow (Pg) 9-10-(-2538) 1072 20-11-1 -946) 2435 16- 5=1-2302) 964 10-11=(-2745) 1137 5-17-) -731) 1857 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 17- 6=(-1394) 650 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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" -19/ 178V -224/ 224H 4.00" 0.28 KDDF ( 625) 15'- 7.7" -432/ 28631 0/ OH 3.50" 4.14 RODE ( 625) 52'- 3.0" -196/ 1375V 0/ OH 5.50" 2.20 KDDF ( 625) k'oND 2' Deelgn rhnrked for nett-5 psfl Uplift at 24 'or sparing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.043" @ 2'- 8.8" Allowed- 0.766" MAX TL DEFL - -0.047" @ 2'- 8.8" Allowed- 1.021" MAX LL DEFL = 0.140" @ 39'- 0.6" Allowed- 1.793" MAX TL DEFL - -0.221" @ 39'- 0.6" Allowed- 2.390" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.042" @ 51'- 9.5" MAX HORIZ. TL DEFL - 0.068" @ 51'- 9.5" 26-01-08 26-01-08 T T T Design conforms to main windforce-resisting 2-09-08 5-05 5-08-12 1-10-045-03-125-00-04 6-06-02 6-04-06 6-04-06 6-10-11 system and components and cladding criteria. T T ' T T 1 T f T T T 12 12 Wind: 140 mph, h-24.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 5.00 'IM-4x4 4 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.p" Truss designed for wind loads 7 5t' in the plane of the truss only. 'M-8x8(S) 11.0" /- --...... ...„M-5x6(S) M-1.5x3 n4 0.25" + o-1.5x3 M-5x6 .116:m v 13 4 < :n. si =4111111111iI 1 0 15 16_ 17 18 19 20 - 11 p �i M-3x8 _ 1 M-5x8 -M-4x4 M-4x6 M-3x8 0.25" -M-4x4 1 p a3M51.5x4+5x9+ oM-1.5x3 M-5x6(S) {'��,� PROF4-x, 12 # # # # y # # # y �GIN�Fg /p y2-04j, 5-07 6-00-04 1y08-08 5-02 5-03-12 7-07-15 9-05-07 9-00-02 , 4 1' ,2-04 11-05-08 38-05-08 .1.. :9200P 52-03 i JOB NAME : POLYGON 8056-B - D2C it'.. Scale: 0.1200 OREGON. ((44/ WARNINGS: GENERAL NOTES, unless oneness noted: 72 % �IN r` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and ie for an Individual !/e y y A f3°�� Truss: D2 C and warnings beton ran oommencea building component Applicability of design parameters and proper 1 Y Yr 2.2x4 compression web bracing pt be installed where shown 7. Incorporation of component is the responsibility of the balding designer. it,' � ` �. 3.Additional temporary bracing 6r are stability during consimWon 2.Design assumes the top and bottom chorda to be laterally braced et v7/' R .4 1 le the responsibility or Bre avec 'Additional pemuerhanl bracing I 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i-�A l 4 r 9 o continuous sheeting such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2017 the overall structure Is the raepbn bbillty of the building designer. 3.25 Impact bridging or lateral brachy required where shown+s S E K 3 5 8 5 8 51 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respecile contractor. 4 { (�{ 4 fasteners are complete and Cl no lime should erg loads greater than 5.Design assumes imsses are to be used in a non-corrosive environment, EXPIRES: 1?/3 f I2U 1 7 design testis be applied to any component. end are for'dry condition'of use. TRANS I D: LINK 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes ull bearing a all suppo sono m.Shim or wedge if August 22,2017 necelebrlcatbn,handling,shipment Installation of components. Seery. 7.Design hall b assumesadequatendg elatae of truss,end placed so mein center TPtIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size ol plate In inches. M1Tek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311.ESR-1988 Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 51'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -553) 391 1-12=( -346) 654 12- 2-) -77) 308 6-18=( -316) 909 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3=( -235) 505 12-13=1 -284) 446 2-13=( -708) 646 18- 7=1 -157) 315 WEBS: 2x4 KDDF STAND; 3- 4=( -462) 1191 13-14=1 -443) 356 13- 3=( 0) 325 18- 8=(-1132) 581 2x6 KDDF #2 A LOADING 4- 5=( -382) 1152 15-16=1 -9) 28 3-14-1 -754) 381 8-19-1 -174) 788 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -295) 230 16-17=(-1051) 697 4-14=1 -224) 190 19- 9=( -662) 380 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POE 6- 7=( -790) 523 17-18-( -34) 241 15-14-( -55) 14 9-20-1 -210) 542 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 RUE 7- 8=1 -792) 538 18-19=( -282) 1296 14-16=1-1182) 764 20-10=1 -276) 361 8- 9=(-1625) 745 19-20=( -566) 1846 14- 5=( -74) 162 M-3x4 where shown; Jts:2-3,6,8,13,20 LL = 25 PSF Ground Snow (Pg) 9-10=(-2449) 1041 20-11=) -908) 2317 16- 5=(-2282) 960 10-11=(-2639) 1101 5-17=( -723) 1829 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 17- 6=(-1371) 644 LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -20/ 191V -222/ 222H 4.00" 0.31 KDDF ( 625) 15'- 7.7" -429/ 2833V 0/ OH 3.50" 4.09 RODE ( 625) 51'- 11.0" -196/ 1366V 0/ OH 5.50" 2.19 KDDF ( 625) [PROVIDE FULL REARTNG•,Tts•1 16 111 kOND 2. ensign rherknd fur net(-5 psfl uplift at 74 "or sparing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.045" @ 2'- 8.8" Allowed= 0.766" MAX TL DEFL- -0.050" @ 2'- 8.8" Allowed = 1.021" • MAX LL DEFL = 0.130" @ 39'- 0.6" Allowed= 1.776" MAX TL DEFL = -0.206" @ 39'- 0.6" Allowed- 2.368" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.042" @ 51'- 5.5" MAX HORIZ. TL DEFL- 0.068" @ 51'- 5.5" 26-01-08 25-09-08 Design conforms to main windforce-resisting 2-09-08 5-05 5-08-12 1-10-04 5-03-12 5-00-04 6-06-02 6-04-06 6-04-06 6-06-10 system and components and cladding criteria. T T T f T T T T T T T 12 12 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 5.00 V IIM-4x4 4 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 7 45( .),,... in the plane of the truss only. %M-8x8(5) 6 1.0" i M-5x6(5) 0.25" M-1.5x3 ; 0.25" + 3 + 111111111111111111111111PM-1.5x3 M-5x6 2 r-i 1, ':mgegj �'• 13 ` 4 is '1 ry p 1 0 15 16,7 17 18 20 *11 0 M-3x8 I M-5x8-M-4x4 M-4x6 M-3x8 0.2P' - 0 M-9x9 0I p a M-1.5x4+ M-1.5x3 M-5x6(S) G D PF?Qp . 3.75 M-1.5x4+ ` G 12 J, J, b J, b b J. J, 1 t.;`„ -7. /p ,2-047 5-07 6-00-04 1708-08 5-02 5-03-12 7-07-15 9-05-07 8-08-02 , p ry f� . y2-09 11-OS-OS 38-01-08 y ''.. 89200PE �'r" 51-11 44011111,1''''' / JOB NAME : POLYGON 8056-B - D2CS �- 40. cr Scale: 0.1212 OREGON 4// WARNINGS: GENERAL NOTES, unless otherwise noted: yr Truss: D2CS Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en Individual .1- 4/ �•Q t yd's end Warnings before construction commences. building component.Applicability of design parameters end proper t.! LL 2.2x4 compression web bracing must be Installed where shown a. Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords be la be laterally braced at M�'t`](-7. �t b the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'a.c.each so ply unless braced throughout their length by (('-f�fl 4• continuous sheathing such as plywood sheeming(Te)end/or drywall(BO). DATE: 8/22/2017 the overall structure is the responsibility of the building designer. 3.2x loped bridging or lateral bracing required where shown a SEQ.: K 3 5 8 5 8 5 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss b the responsibility of the respective contractor. fasteners ere complete and at no time should anyloads 5.Design assumes trusses ere is be used In a non-corrosive environment, EXPIRES: 12/31/2017 v greater than 19 TRANS ID: LINK design loads be applied to any component end are for•dry condition of use. 5.Compuln a has no control over and assumes no responsibility for the b Design assumes MI bearing et all supports shown.Shim or wedge 8 r3 r3 fabrication,handling.shipment end Installation of components. necessary.assumes August 2L,G017 8.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage le provided. 8 8.Plates shall be located on both faces of bws,and placed co their center TPI/WTGA In BCS[,mei.of which will be furnished upon request lines coincide with joint center lines. 8.DOB indicate site of plate in inches. MITek USA,Ino./CompuTnls Software 7.6.8(1 L)-E 10.For basic connector plate design values see E8R-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 51`- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -222) 169 1-12=1-222) 276 2-12=1 -362) 403 8-17=1-134) 518 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1 -90) 213 12-13=1-467) 297 12- 3=1 -181) 471 17- 9=(-559) 314 WEBS: 2x4 KDDF STAND; 3- 9=( -294) 980 13-14=1-769) 531 3-13=1 -669) 355 9-18=1-116) 349 2x4 DF STAND A LOADING 4- 5=1 -390) 288 14-15=1 -39) 317 13- 4=1-2111) 936 18-10=(-144) 313 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -796) 566 15-16=1-248) 1120 4-14=1 -642) 1650 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 -783) 578 16-17=1-451) 1592 14- 5=1-1252) 583 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 92.0 PSF 7- 8=1-1334) 719 17-18=1-691) 2030 5-15=1 -263) 823 8- 9=1-1832) 844 18-11=1-980) 2278 15- 6=( -202) 357 M-3x9 where shown; Jts:1,5,7-8,12-13,16-18 LL - 25 POP Ground Snow )Pg) 9-10=1-2414) 1055 15- 7=1-1049) 559 10-11=1-2608) 1171 7-16=) -246) 799 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=1 -776) 375 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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" -43/ 302V -221/ 2221 5.50" 0.48 KDDF ( 625) 15'- 9.5" -408/ 2686V 0/ OH 3.50" 3.88 KDDF ( 625) 51'- 11.0" -201/ 1373V 0/ OH 5.50" 2.20 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:1,13,11I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 MAX LL DEFL - 0.136" @ 36'- 5.5" Allowed = 1.769" MAX TL DEFL = -0.205" @ 36'- 5.5" Allowed - 2.358" '.. MAX TC PANEL LL DEFL- 0.012" @ 2'- 7.4" Allowed = 0.356" MAX BC PANEL TL DEFL= -0.035' @ 3'- 8.9" Allowed= 0.498" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.033" @ 51'- 5.5" MAX HORIZ. TL DEFL - 0.054" @ 51'- 5.5" 26-01-08 25-09-08 T T T Design conforms to main windforce-resisting 5-07-06 5-01-01 5-04-09 5-01- 4-11-06 4-11-06 5-01-02 5-04-09 5-01-01 5-03-06 system and components and cladding criteria. T 1 f ' ' ' ' '1 ' f f Wind: 140 mph, h-24.6ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 IIM-9x9 0 5.00 load duration factor-1.6, 9 0" Truss designed for wind loads 6 41' in the plane of the truss only. 5 1.0" 7 00 M-5x6(5) M-4x6 M-5x6(5) 9 8 0.25" 0.25" 3 + +1 + +, 9 f'tM-1.5x3 +l /Z\IIIIIII M-1.5x3 0 z• A o 0 1 12 13 1 14 15 16 17 18 21 0 I M-4x6 M-3x8 1 M-3'x6(S) M-3x6(5) �cO PROfie J b b 1 J, 1 b J. 1 b 4, u.n y 8-02-12 7-06-12 5-01-112' 5-02-14 5-02-14 5-01-02 7-06-12 7-10-12 y ��CJ �NAG,l N Ez^g /0i,. • y 19-10-08 12-06 19-06-08 l 51-11 :9200PE 'so' JOB NAME : POLYGON 8056-B T. Scale: 0.1287 41010. WARNINGS: GENERAL NOTES, unless othenvlsenoted • OREGON � 1(/t 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and Is for an IndNldual N Truss: 02 S and Warnings before construct on commences building component.Applicability of design parameters and proper 2 2s4 compression web racing that be Installed where shown*. incorporation of component is me responsibility of the Wilding design �/0 :14' 14 2,0'`*exP-�'`' 2.Design assumes the top and bottom chords to be bterelly braced at 3.Additional temporary Wooing is Insure stability during construction2'o.c.and at 11 o.c.respectNely unless braced throughout their length byb Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheething(TC)and/or drywall(BC). r i i l L\- DATE: 8/22/2017 the overall structure Is the rewswibNlty of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ S E K3 5 8 5 8 5 3 4.No bad should be applied to a ty�mpenant until ager all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4' fasteners ere complete and et no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment design loads be applied to any component and are for"dry condition.or use. TRANS I D: LINK 5.Compurrua has no contra over and assumes no responsibility for the 6.Design assumes roll bearing et ail supports shown.shim or wedge e EXPIRES: 12/31/2017 ecegn see rL�/�.1F" IlC�7 fabrication,handlng,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 22,20 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIAVTCA In SCSI,copies of which coil be furnished upon request. lines coincide with joint cello lines, B,Digits!Weals We of plate M Inches. MITek USA,Inc✓CempuTNe Software 7.6.8(1L)-E tO.For basic connector plate design values see ESR-1311,EBR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 0.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 87 2-13=(-216) 262 3-13=1 -365) 299 18-10=(-559) 314 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2- 3=( -227) 115 13-14=1-467) 282 13- 4=( -101) 475 10-19=(-116) 349 WEBS: 2x4 KDDF STAND; 3- 4=1 -88) 231 14 15-1 773) 492 4-14=( -672) 333 19-11=1-144) 313 204 DF STAND A LOADING 4- 5=1 -297) 984 15-16=1 -39) 318 14- 5=(-2113) 937 LL( 25.0)+01( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1 -339) 321 16-17=(-268) 1132 5-15=1 -643) 1652 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -796) 588 17-18=(-471) 1604 15- 6=(-1253) 584 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -783) 576 18-19=(-694) 2041 6-16=( -243) 824 8- 9=(-1334) 718 19-12=(-979) 2288 16- 7=( -211) 357 OVERHANGS: 24.0" 0.0" LL - 25 PSF Ground Snow (Pg) 9-10=(-1832) 843 16- 8=(-1049) 558 10-11=(-2425) 1054 8-17=1 -246) 799 M-3x4 where shown; Jts:2,6,8-9,13-14,17-19 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2619) 1170 17- 9=1 -776) 375 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9-18-1 -134) 518 ** For hanger specs. - See approved plans 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" -135/ 573V -225/ 237H 5.50" 0.92 KDDF ( 625) 15'- 11.0" -391/ 2689V 0/ OH 3.50" 3.89 KDDF 1 625) 52'- 0.5" -203/ 1378V 0/ OH 5.50" 2.21 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,14,121 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL - 0.043" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.136" @ 36'- 7.0" Allowed = 1.769" MAX TL DEFL = -0.206" @ 36'- 7.0" Allowed= 2.358" MAX TC PANEL LL DEFL= -0.014" @ 2'- 3.3" Allowed= 0.356" MAX BC PANEL TL DEFL- -0.038" @ 3'- 9.5" Allowed = 0.498" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.033" @ 51'- 7.0" MAX HORIZ. TL DEFL = 0.053" @ 51'- 7.0" 26-03 25-09-08 T - ' Design conforms to main windforce-resisting 5-08-14 5-01-01 5-04-09 5-01-02 4-11-06 4-11-06 5-01-02 5-04-09 5-01-01 5-03-06 system and components and cladding criteria. T f T T 1' T T 1' T T 1' 12 12 Wind: 140 mph, h-24.6ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, 5.00 - IIM-4x4 Q 5.00 (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 7 ,i in the plane of the truss only. 6 "Cr M-5x6(S) M-4x6 M-5x6(S) 5 0.25" 0.25" 4 0 M-1.5x3 +I + r/ z1 :3 3 ,r:o !'/ o ` M-4x6 r N' 2 13 14 1 M 19x6 M-Jx8 17 18 19 *02 0 M-3x6(S)o M-3x6(S) o �� v PRQp . l y l l y 1 b y y y l � 5 0NGIN�4 9 6%6/O 8-04-04 7-06-12 5-01-02 5-02-14 5-02-14 5-01-02 7-06-12 7-10-12 20-00 12-06 19-06-08 2 �Cr J, . i- C' :9200pE �r 2-00 52-00-08 JOB NAME : POLYGON 8056-B - D3 Scale: 0.1094 - 4$P ".le "r.► WARNINGS: GENERAL NOTES, unless otirerwlee noted '17 OREGON �� Truss: D3 1.Suede,and erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and Is for an Individual ' h and Warnings before consimclion commences building component Applicability of design peremeters end proper L+ ), i 204 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of me G AON designer. /O 9 y 14 2V�P4 3.Additional temporary bracing to Insure stability tlurtng construction 2.Design assumes me lop and bottom chorda lo be laterally braced at 1 Is me responsibility of the erector.Additional permanent bracing of T o.c.end et 70'o.e.respectively unless braced Ihroughoul Ihelr langur by MFS LN.- overallslrucNre k the responsibility of theOulitling designer. 3. sheathing such as plywood sheatling(TC)and/or drywall(SC). DATE: 8/22/2017 the ova 3. Impact bridgingor lateral bracing requiredwhere shown+ SEQ.: K3 5 8 5 8 5 4 4.No load should be applied to any component until after all braGng and 4.In Installation of truss Is the responsibility ty of the respective contractor. fasteners ere complete end et no time should any loads greater than 6.Design assumes cusses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied I any component and are for'dry condition'of use. 5.Com pima has no contra over and assume,no re 6.Design assumes bus bearing at all supporta shown.Shier or wedge a EXPIRES: 12/3112(}17 p responsibility for me ssary. fabrication,650411ng,shipment and installation of components. 7.Design assumes adequate drainage is prodded. August 22,2017 8.This design is furnished subject to ms limitations set forth try 8.Plates shall be located on both feces of truss,end placed so their center TPIIWTCA In SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. MiTek• USA,IncJCom uTrus Software 7.8.8 1 L S.Digits indicate size of plate in inches. p ( )"E 10.For basic connector plate design values sea ESR-1311,ESR-1963(Muck) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2- 9=1-387) 708 3- 9=( -339) 203 12- 8=1-110) 346 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-837) 191 9-10=1-222) 263 9- 4=1 -29) 456 8-13=1-547) 228 WEBS: 2x4 KDDF STAND; 3- 4=(-558) 109 10-11=(-282) 164 4-10=1 -660) 193 2x4 KDDF #1GBTR A LOADING 4- 5=1-213) 356 11-12=(-171) 225 10- 5=(-1009) 310 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-317) 199 12-13=1-135) 155 5-11=( -134) 625 TC LATERAL SUPPORT <= 12"0C. UDR, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-337) 247 11- 6=1 -423) 164 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8=)-324) 219 6-12=1 -12) 79 12- 7=1 -166) 134 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA M-3x4 where shown; Jts:2,5-6.8-11 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" -165/ 829V -158/ 3838 5.50" 1.33 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.0" -228/ 1576V 0/ OH 3.50" 2.28 RODE ( 625) 32'- 6.0" -92/ 633V 0/ OH 5.50" 1.01 KDDF 1 625) 'PROVIDE FULL BEARINO;Jts:2,10,131 '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- 0.040" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL - -0.041" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.020" @ 5'- 8.2" Allowed = 0.773" MAX BC PANEL TL DEFL = -0.039" @ 3'- 9.5" Allowed = 0.498" 26-03A 6-03 MAX TC PANEL LL DEFL - 0.035" @ 29'- 3.1" Allowed = 0.410" MAX TC PANEL TL DEFL= 0.050" @ 29'- 3.1" Allowed= 0.615" 5-08-14 5-01-01 5-04-09 5-01-02 4-11-06 6-03 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' T 1' 1' 1' 1' ' MAX HORIZ. LL DEFL = -0.010" @ 32'- 4.3" 12 12 MAX HORIZ. TL DEFL- 0.010" @ 32'- 4.3" 5.00 IIM-4x4 4 5.00 4.0" Design conforms to main windforce-resisting ''. 7 fir( system and components and cladding criteria. qk\ Wind: 140 mph, h=24.6ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 1.0" l (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=1.6, 8 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6(5) 5 0.25^ • 1.4141116k1 f + A 0 1 M-1.5x3 00 O � 'Iddiggilik - NM 14 _ Iii d'o 1 9 10 - 11 12 0,63 I , M-3x8 M-1.5x3 o M-3x6(S) y y y y y a PR OpF 8-04-04 7-06-12 5-01-02 5-02-14 6-03 < G ss b y y c , N , .. / 20-00 12-06 N E 0 �y y Y �C. 2-00 32-06 4Z- 89200PE JOB NAME : POLYGON 8056-B -I, D4 � ,... Scale: 0.1774 i.<wIP ['! {' WARNINGS: GENERAL NOTES, unless otherwise noted "� , OREGON �(/� 1.Builder and erection contractors ould be edseed of an General Notes 1.This design h based only upon Be parameters shown and Is for an Individual to A. Truss: D4 and warnings before construct! commences. building component Applicability of design parameters and proper 2.204 compression web bredng m al be metalled where shown*. incorporation of component Is the responsibility of the building designer. /0 • 14 2,0 �4 3.Additional temporary bracing tp sure stablty during construction 2.Design assumes the top and bottom chards to be laterally bread at j')„ Is the responsibility f the erect* Add5onal permanent bracing of r continuous and M 10'*.c.such a ply unless braced throughout mein length by C s.s P.IO- DATE: �{ V ty o continuous t 10'o.ng each ti plywood s braced throu hoot t sir length b [y("f 4- DATE: 8/22/2017 the overall structure tette reap* lenity of the building designer. 3.2x impact bridging or lateral bracing required where shown** SEQ. : K3585855 4.No load should beapplied Osen component until after all bracing and 4.Installationo^tew the estop bebusryyEfteenespectiveve���. fasteners are complete and at time should any loads greater men Design assu TRANS I D: LINK design loads be applied to any component. and are assumefor"drys den'g use. p� 5.Comp;Tms has no control over and assumes no responsibmy for the a.Design full beads el an supports shown.Shim*r wed if EXPIRES 12/3112017 enery. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 22 r 201 7 8.This design is furnished forth dshed subject the limitations set foby a HW Hates shell be located on both feces of ss,and placed so their center TPIAVICA in BCSI,copies of which will be fumished upon request. lines coincide wlm joint center lines. 9.Digits indicate she of plate In Inches. MiTek USA,tnc./CompuTrus Software 7.6.8(t1.)-E 10.For bask 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 96'- 7.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 655BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 42.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 23-03 23-04-08 T T 12-02-09 11-00-07 11-00-07 12-04-01 1 T T T T 12 IIM-4x4 12 5.00 2 Q 5.00 M-3x6(5) M-3x6(5) iiiiiiiyr I 1 .-a ,-i ., .. CLI LQ . -Yc I 9 0 o M-3x6(5) M-3x6(5) l 0 M-3x4 .1' 18-02-12 10-00-08 18-04-04 �` � �i4G-1-1V.E.---4s/�/ 46 -07-08 �` 892O0E �N-- JOB NAME : POLYGON 8056-B - El 40� -�- ... Scale: 0.1811 i.<w • WARNINGS: GENERAL NOTES, unless otherwise noted, y OREGON Truss: E 1 Builder and erection contractor should be advised of as General Noise 1.ThIs design Is based only upon the parameters shown end is for an Individual and Warnings before construction commences building component Applicability of design parameters and proper L+" �j 2.2x4 compression web bracing must be installed where shown e, incorporation a component is Me responsibility a the building tlasigiur. I/\ "7,/ 14 ryO� �' 3.Additional temporary bracing to Insure stability during construction 2.2 ort assumes the top and bottom chorus to be throughout braced et V G Is the responsibility of the erector.Additional permanent bracing a 2'o.e.end at 10'a.c.respectively unlace braced their tenpin by �� continuous sheathing each as plywood sheathing(TC)and/or drywall(SC). DATE: 8/22/2017 ma overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown+• SEQ. : K3 5 8 5 8 5 6 4.No load should be applied to any component until after all bracing and 4.Installation of is the reeponebiliy of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used inc non-corrosive environment TRANS ID: LINK design loads be applied to any component. oraseer«cry condition.or use. B.compurn,s has no control over and assumes no reeponeiatiy for the B.Design assumes roll bearing al allsupports shown.Shim or wedge If EXPIRES: 12/31/2017 fabricolon.handling,shipment end Installation of components. 7.Ioei9 aeeames adequate drainage is prodded. August 22,2017 8.This design is furnished subject to the limitations set form by 8.Plates shell be located on both faces of thus,end placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with join center lines. Wok USA,Inc./Com uTms Software 7.6.8 1t.E 9.Digits Indicate size of plate In Inches. P ( )' 10.For bask connector plata design values see ESR-1311,ESR-18138(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -484) 214 1-11=(-127) 495 2-11=( -387) 368 15- 8=(-347) 307 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -229) 142 11-12=(-368) 238 11- 3=( -203) 657 WEBS: 2x4 KDDF STAND 3- 4=( -209) 953 12-13=(-758) 515 3-12=( -754) 401 LOADING 4- 5=( -72) 248 13-14=( -58) 469 12- 4=(-1850) 835 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -60) 272 14-15=(-275) 1041 4-13-( -479) 1335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -651) 379 15- 9=(-550) 1589 13- 5=( -265) 101 TOTAL LOAD - 42.0 PSF 7- 8=(-1607) 606 13- 6=(-1035) 497 OVERHANGS: 0.0" 24.0" 8- 9-(-1816) 665 6-14=( -143) 743 LL - 25 PSF Ground Snow (Pg) 9-10=( 0) 87 14- 7=( -731) 365 7-15=( -144) 606 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" -57/ 428V -206/ 198H 5.50" 0.68 KDDF ( 625) 18'- 2.8" -288/ 2519V 0/ OH 5.50" 4.03 KDDF ( 625) 46'- 7.5" -165/ 1225V 0/ OH 5.50" 1.96 KDDF ( 625) (PROVIDE FULL BEARING;Jts:1,12,9I ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL = -0.026" @ 8'- 6.3" Allowed = 1.179" MAX LL DEFL - -0.075" @ 37'- 11.7" Allowed - 1.378" MAX TL DEFL= -0.123" @ 37'- 11.7" Allowed- 1.837" MAX LL DEFL= 0.045" @ 48'- 7.5" Allowed- 0.200" MAX TL DEFL= 0.043" @ 48'- 7.5" Allowed- 0.267" MAX BC PANEL LL DEFL = -0.103" @ 12'- 11.9" Allowed = 0.465" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.018" @ 46'- 2.0" MAX HORIZ. TL DEFL = 0.028" @ 46'-' 2.0" 23-03 23-04-08 Design conforms to main windforce-resisting T { T T system and components and cladding criteria. 6-05-02 5-10-13 6-02-05 ! 4-08-12 4-08-12 6-02-05 5-10-13 6-06-10 T I 1' 1' 1 T T 1 1' Wind: 140 mph, h=15.1ft, TCDL=4.2,HCDL=6.0, ASCE 7-10, 12 I 12 (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), 5.00 = IIM-4x4 Q 5.00 load duration factor-1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 -hi n\ �M x4 1.0' M-3x4 M-5x6(5) 4 6 M-5x6(S) • 0.25" 0.25" 37 It as 14-1.5x3 xilifir +p .+ +. M-1.5x3 2 c lw 11 12 13 f 14 15 9 0 p VD ry � • i M-3x4 M-3x4 8.25" M-4x8 0.25" M-3x4 M-3x4 l0 4 VD P R OF4-, M-5x6(s) M-5x6(S). �� NGIN EE. Wori ' y y y y y y b 8-06-05 9-08-07 5-00-04 5-00-04 9-08-07 8-07-13 y y ..i. 46-07-08 2-00 892002E r" JOB NAME : POLYGON 8056-B r! E2 Scale: 0.1456 . ( 0 WARNINGS: GENERAL NOTES, unless otherwise noted 1/ OREGON cC/�. 1.Builder and erection contractor should beadvised of all General Notes 1.This design le based only upon the parameters shown and is for an IndNidual .fad �s Truss: E2 and Warnings before construction menncea building component.Applicability of design parameters and proper �/6 /A �O, As2.2x4 compression web bracing Y t b installed whore shown a. Incorporation of component is the responsibility of the building designer. _7 3.Additional temporary bracing b Insure stability during coneWction 14 2.Design assumes the top and bones chorda b be laterally braced at (� Is Ma responsibility f the eretb Additional t bracing f 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �`•� ��. v .pons ty o li permanon g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). [w DATE: 8/22/2017 tM overall etruclure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braGng required where shown+• SEQ.: K 3 5 8 5 8 5 7 4.No load should be applied to s nyicomponent until after all braung and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end atna time should any bads greater than 5.Design assumes Hisses are to M used in a nonaorroslve environment, TRANS I D. LINK design bads be applied to any component. and are for'dry conditionof use. 5.CampuTnre has no control over and assumes no responsibility for the 8.Dee cgs assumes full bearing at all support.shown.Shim or wedge M EXPIRES: 12/31/2017 ry. fabrication.is handling,shipment and re limitations of components. 7.Design assumes adequate drainage Is provided. August 22,201 7 8.This design is furnished subject to the limitations sat forth by 8.Metes shall be located on both faces of truss,and placed so their center TPIIWTCA b SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digits Indicate size of plate In Indies. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)E 10.For bask connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-12=(-123) 985 3-12=1 -392) 324 BC: 2x4 KDDF R1&BTR SPACED 29.0" 0.0. 2- 3=1 -466) 185 12-13=1-370) 230 12- 9=( -160) 651 WEBS: 204 KDDF STAND 3- 4=1 -208) 122 13-14=(-762) 485 4-13=1 -756) 374 LOADING 4- 5=1 -179) 959 14-15=1 -58) 467 13- 5=1-1854) 808 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -70) 267 15-16=(-296) 1039 5-14=1 -460) 1339 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -57) 270 16-10=(-570) 1587 19- 6=1 -268) 101 TOTAL LOAD = 42.0 PSF 7- 8=( -649) 377 14- 7=1-1036) 497 OVERHANGS: 29.0" 24.0" 8- 9=1-1605) 628 7-15=1 -143) 743 LL = 25 PIF Ground Snow (Pg) 9-10=1-1814) 686 15- 8=1 -732) 364 10-11=( 0) 87 8-16=1 -193) 606 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=1 -397) 307 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 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" -124/ 692V -211/ 211H 5.50" 1.11 KDDF ( 625) 18'- 4.3" -289/ 2525V 0/ OH 5.50" 4.04 KDDF ( 625) 46'- 9.0" -167/ 1231V 0/ OH 5.50" 1.97 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,13,101 ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.045" @ -2'- 0.0" Allowed= 0.200" MAX TL DEFL - 0.043" @ -2'- 0.0" Allowed= 0.267" MAX TL DEFL = -0.026" @ 6'- 5.9" Allowed = 1.188" MAX LL DEFL = 0.076" @ 38'- 1.2" Allowed= 1.378" MAX TL DEFL - -0.123" @ 38'- 1.2" Allowed - 1.837" MAX LL DEFL = 0.045" @ 48'- 9.0" Allowed= 0.200" MAX TL DEFL = 0.043" @ 48'- 9.0" Allowed= 0.267" MAX BC PANEL LL DEFL = -0.103" @ 13'- 1.4" Allowed- 0.465" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 46'- 3.5" 23-04-08 23-04-08 MAX HORIZ. TL DEFL= 0.028" @ 46'- 3.5" 6-06-10 5-10-13 6-02-05 4-08-12 4-08-12 6-02-05 5-10-13 6-06-10 Design conforms to main windforce-resisting 1' T T T T . 1' T . system and components and cladding criteria. 12 12 Wind: 140 mph, h=15.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 M-4x4 Q 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, ' 6 ,f-,, Truss designed for wind loads 1 .\, in the plane of the truss only. -: M-5x6(S) M-4x45 1.0" 7M-3x9 M-5x6(S) 0.25" 0.25" 4 8 +1 M-1.5x31/AL. + + M-1.5x3 3 9 ti .iiiii\ Aiiiiiii._ 0 0 1 ' 12 13� 19 15 16 `1t 1 c i M -3x4 M-3x4 .25" 0.25" M-3x4 M-3x4 0 0 0ck 0 PR OC 4M-5x6(5) M-5x6(S) fY ?`NEE' �/OM-4x8 b y b y y )' b � C:- ?. 8-07-13 9-08-07 5-00-04 5-00-04 9-08-07 8-07-13 �C� 17' ' y89200PE ° • 2-0046-09 2-00 JOB NAME : POLYGON 8056-B - E3 "� r Scale: 0.1252 _ •�..' WARNINGS: GENERAL NOTES, unless otherwise noted' • OREGON 44S../.. I, 1.BuNEar and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an indNidual A_ "4✓ Truss: E3 and warnings before construction commences. building component Applicability of design parameters and proper f/ "%Q 1 Q+� A•2.204 compression web bredng must be Installed where shown 0. Incorporation of component Is the responsibility of Me building designer. 3.Additional temporary bredng to Insure atabthy during construction 2.Design assumes the top and bottom chords to be laterally braced et Y le the responsibility of the erector.Additional 1 bracing of 2'continuous and sheathingat10.gin.respectively ply uo s braced throughout and/Mel'length by MR R I k-L' pone permanent 2on. tdgisgor such as plywood shaathhg(rou shown 0 arywalgth b DATE: 8/22/2017 the overall structure le the responsibility of the building designer. 3.2x Impact bridging lateral bracing required where ++ SEQ. : K3585858 4.No load should be applied to any component until after all bracing end 4. 11a oftesIshees6ponsibo be illi.yyafta�oanpciNec-corrosive etrNcctr.nanl, fasteners are complete and at no time should any loads greater then Design design wads be applied to any component end are for•dry condition'of use. TRANS I D: LINK 5.Comport..has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 asary. fabs ,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. August 22,20 1 7 6.This design Is furnished subject to the limitations set forth by 9.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 ooindde with joint center lines. 9.Digits Indicate ales of plate In inches. MTek USA,inc./CompuTrus Software 7.6.811 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 87 2-13=(-359) 1304 3-13=1 -363) 313 18-10=(-375) 315 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2- 3=1-1334) 504 13-14=1 -96) 736 13- 4=( -150) 622 WEBS: 2x4 KDDF STAND 3- 4=1-1115) 444 14-15=1-158) 238 4-14=1 -739) 367 LOADING 4- 5=( -142) 174 15-16=1-693) 527 14- 5=1 -149) 762 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -87) 600 16-17=(-395) 400 5-15=(-1054) 503 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -70) 551 17-18=1 -51) 218 15- 6=1 -522) 111 TOTAL LOAD = 42.0 PSF 7- 8=1 -105) 827 18-11=1-224) 804 15- 7=( -427) 1327 OVERHANGS: 24.0" 24.0" 8- 9=( -96) 482 7-16=(-1559) 568 LL = 25 PSF Ground Snow (Pg) 9-10=1 -737) 254 16- 8=( -911) 405 M-3x4 where shown; Jts:2,5,8,11,13,16,18 10-I1-1 -953) 307 8-17=1 -149) 682 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 87 17- 9=1 -759) 390 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9-18-1 -154) 641 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" -147/ 1042V -211/ 211H 5.50" 1.67 RODE ( 625) 24'- 10.7" -300/ 2526V 0/ OH 5.50" 3.78 KDDF ( 625) 46'- 9.0" -133/ 879V 0/ OH 5.50" 1.41 KDDF 1 625) PROVIDE FULL BEARING;Jts:2,16,111 '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 - 0.045" @ -2'- 0.0" Allowed= 0.200" MAX TL DEFL - 0.043" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL - -0.060" @ 8'- 7.8" Allowed - 1.199" MAX TL DEFL = -0.098" @ 8'- 7.8" Allowed - 1.599" MAX LL DEFL - -0.034" @ 38'- 1.2" Allowed - 1.070" MAX TL DEFL = -0.056" @ 38'- 1.2" Allowed - 1.426" MAX LL DEFL = 0.045" @ 48'- 9.0" Allowed - 0.200" MAX TL DEFL - 0.043" @ 48'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.019" 0 46'- 3.5" MAX HORIZ. TL DEFL= 0.029" @ 46'- 3.5" 23-04-08 I 23-04-08 T I 1' 1' Design conforms to main windforce-resisting 6-06-10 5-10-13 6-02-05 4-08-121-02-22-07-12 6-00-09 5-10-13 6-06-10 system and components and cladding criteria. T T T -1 T T T T T 12 12 Wind: 140 mph, h-15.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 5.00 V ', IIM-4x4 Q 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.0" Truss designed for wind loads 6 "4",::14-4x4 in the plane of the truss only. 111 I M-5x6(5) 'Is .f M-5x6(S) 0.25" 111111111111; .25"4 M-1.5x3 M-1.5x3 3 0 o c 1 _ i:,r = -r-- 2 I 13 14.. 15 �16 17 18 -1 OED PRgFF 1 0.25" M-9x8 0.25" I M-5x6(5) M-5x6(S) Ca- GINE �/ b ), y i ), b b b c� AGN �, 0.i. 8-07-13 9-08-07 5-00-041-06-043-06 9-08-07 8-07-13 ,i' 3, 96-09 , 89200PE r2- ' JOB NAME : POLYGON 8056-B E4 '' ��• Scale: 0.1252 . •`�..• WARNINGS: I GENERAL NOTES, unless otherwise nomad * OREGON *� �(,/� 1.Builder and erection contractor should be advised stall General Notes 1.This design Is based only upon the parameters shown and is for an indhltlual / /�- N Truss: E4 and Warnings before construction commences building component Applkabiliy of design parameters and proper L� 1 2.2x4 compression web bradng must be Installed where shown+. As Incorporeten a component is me responsibility of me bumding designer. Q -7 y 1 A 2A,! �"�'- 3.Additional temporary bracing lolefure stability during conairvdion 2.Design assumes IM lap and bottom dmrds to be Merely braced al f Y Is the responsibility of lbs erector.Additional permanent Mating of 2'ntin and et 10'sheathing rsuch as ply wood s braced throughout their length by • 'IR Fi I LA- DATE: 8/22/2017 the overall structure la the responsibilityof the building designer. continuous ahging or etch as plywood required where TC) 55,,andfs drywall(BC). • 9ror. 3.2z Impact bridging or taterel bracing requlretl where shown++ SEQ.: K3 5 8 5 8 5 9 4.No bad should be applied to arty eomponenl until sOer ell bredng sod 4.Installation of truss la 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 noncorroelve environment design loads be applied to any component. and are for'dry condition.of use. TRANS I D: LINK 5.CompuTrvs has no control over and assumes no responsibility for the S Design assumes Mt bead get all supports shovel.Shim or wedge N EXPIRES: 12/3112017 fabrication,handlin shipment necessary. g, subjecand,5limitatinscomponents. T.DesigPlates hail el adequate othifageto truss. August 22,2017 5.This design is banished subject to the limitations sal forth by S.Plates shall be located on both feces d truss,and placed so hair tarsier 9 TPIIWICA In SCSI,copes of%Inch will be famished upon request. Ones colndda with joint canto Ones. 9.Digits Indicate slze of plate In Inches. MTek USA,lnc./CorrlpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-858) 136 5-6=(-478) 426 5-1=(-840) 152 7-3=( -30) 376 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-628) 170 6-7=(-312) 734 1-6=( -82) 758 3-8=1-804) 192 WEBS: 2x4 KDDF STAND 3-4=(-170) 186 7-8=(-204) 482 6-2=(-212) 132 8-4=(-210) 126 LOADING 2-7=(-324) 142 TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:1-3,6-8 0'- 0.0" -127/ 883V -145/ 3148 5.50" 1.41 KDDF ( 625) ( 2 ) complete trusses required.11 01 Attach 2 ply with 3"x.131 DIA GUN LL = 25 POE Ground Snow (Pg) 15'- 3.0'• -168/ 9010 0/ OH 5.50" 1.44 KDDF ( 625) ADM, TC UNIF LL+DL- 33,0 PLF 0'- 0.0" TO 15'- 3.0" V nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.006" @ 5'- 3.2" Allowed- 0.717" 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL - 0.015" @ 13'- 1.9" Allowed = 0.499" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 14'- 11.5" MAX HORIZ. TL DEFL - 0.004" @ 14'- 11.5" 5-03-15 4-10-11 5-00-07 '1' T T 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5.00 M-1.5x3 4 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (AL1 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 • �O 2 0 �d :1 m 0 1111111111111 , • m 1 r 0 I 0 1IllhillIllIllklh.... .. ww WM <N, t 5''' 6 7 m 8 --� M-1.5x3 y 5-00-07 4-10-11 y 5-03-15 y <(56° PROF 061. y 15-03 y ��G/e _VNGIN,�F� /,�•9 $9200PE r JOB NAME : POLYGON 8056-B - G1 -1401111111/411; Scale: 0.299410 C. WARNINGS. GENERAL NOTES, arises otheresenoted ! , OREGONt. !'-. 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an Individual / OREGON V �`•6l Truss: G1 and Wamings before construction commence, building component Applicability of design parameters and proper f+" A (�A\ 2 2x4 compression web bradng moat be installed where shown+. Incorporation of component Is the responsibility of the building designer. <0 "7 - I A 2v.. 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at [./ ^ Y A is the responsibility of the erector.Additional permanent bracing of 2'contme.inuous end et 10'me.such a ply unless braced throughout their length by �`Ii R 1�� s DATE: 8/22/2017 the overall structure Is the responsibility of the building designer. 2x impact sheathing such as plywood required a when s ownand/•drywall(BC). ��r!!! 3.In Impact bddging or lateral bracing required where shown++ SEQ.: K3 5 8 5 8 6 0 4.No load should be applied to any time mponenl until after all bracing and 4.Installaton of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive endronmenl, TRANS I D• LINK design wads be applied to any component. and are for"dry condition`of use. 5.CompuTms has no control over and assumes no responsibility for the I Design assumes full bearing at all supports Shawn.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication.handling,shipment and installation of components. ♦ r� ..ta 7.DMates assumes elo adequateadrainage is provided.an August 22 x 20 1 7 8.This design is furnished subject to the tmteliona set IoM by 8. shall be located on both feces or truss,and placed so their center TPIlArCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I Digits Indicate size of plate In Inches. MiTek USA,Inc./ConlpuTNS Software 7.8.80 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(Wei) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 23'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( -88) 122 6-7=1-450) 750 1-6=( -136) 74 4-8=1 -98) 144 BC: 254 DF 2400E SPACED 24.0" O.C. 2-3=1-1120) 236 7-8=1-358) 932 6-2=(-1370) 220 8-5=( -230) 942 WEBS: 2x4 DF 2400F 3-4=1 -708) 254 8-9=(-156) 188 2-7=( 0) 354 5-9=1-1124) 336 LOADING 4-5=( -582) 236 7-3=( -34) 148 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 3-8=( -662) 218 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3'•x.131 DIA GUN LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -215/ 1347V -222/ 368H 5.50" 2.01 DF ( 670) nails staggered: AdDL: TC UNIF LL+DL= 33.0 PLF 0'- 0.0" TO 16'- 10.5" V 23'- 4.5" -214/ 1202V 0/ OH 5.50" 1.79 DF ( 670) 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 1COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 9" oc in 1 cowls) throughout 254 webs. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.010" @ 10'- 5.0" Allowed= 1.123" MAX TL DEFL - -0.020" @ 10'- 5.0" Allowed= 1.497" SEASONED LUMBER IN DRY SERVICE CONDITIONS 16-10-08 6-06 f 1' 'I MAX HORIZ. LL DEFL = -0.006" @ 23'- 2.8" 4-00-14 6-04-13 6-09-13 6-06 MAX HORIZ. TL DEFL - 0.008" @ 23'- 2.8" 1' 1' T 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 5.00 D ',, a 3.00 Wind: 140 mph, h-24.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, M-5x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor-1.6, M-1.5x3 ee End verticals) are exposed to wind, Truss designed for wind loads 111r-3x4 in the plane of the truss only. imi M-3x9 IrIIIII/A/H n 1 0 Lel N O I C M-3x4 M-3x4 M-3x8 M-1.5x3 cO PRO x.8-04-02 y 8-08-02 y 6-04-09 GIN E�. 4 j' 23-09-08 ..‹- 89200PE 11 89200PE ti.r JOB NAME : POLYGON 8056-B -I G2 �,/! Scale: 0.2292 111191 l WARNINGS: GENERAL NOTES, unless otheralse noted OREGON ltr 1.Builder and erection conlreclast_�Iuld be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Udivldual Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng(nu+1 b.installed where shown o. Incomuretlon of component is the responsibility of the building designer. `/\ -?y 1A Q "'�� 3.Additional temporary bracing id kNure stability during construction Design assumes the lop and bottom chards b be laterally braced at V Y Is the responsibility of the ereclbr.Additional permanent bracing of 2'o.c and at 1fr c.c.respectively unless braced throughout their length by DATE: 8/22/2017 Ne overes structure is the roapaseIbN of the building tlsal continuous sheathing such as plywood sheathing(TC)end/or drywall(BC) � �. 'L� 8Y 8 gner. 3.2s Impact bridging or lateral bracing required where shown.i SEQ. : K 3 5 8 5 8 61 4.No load should be applied to any component until after all bracing and 4.Inelalla8an of Ines is the responsibility of the respective contractor. fastenere are complete end at no dee should any loads greater than 5.Design assumes bu5.ee are to be used Ina noncorrosive environment, TRANS I D• LINK design bads be appeed to any component. and Sr.fordry condition"of use. 8.Design orae full beadrig al all supports shown.Shim or wedge 8 5.Compurrue has no contra ow and assumes no responsbgiy for the EXPIRES: 12/31/2017 necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. August 22,2017 0.This design is famished subject to the limitation set forth by 8.Plate,shall be located on both faces of truss,and placed so tell center g TPIfWTCA In SCSI,copies Own.will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size o/plate In Inches. MITek USA,Inc./CompuTrua Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-858) 136 5-6=(-478) 426 5-1=(-890) 152 7-3=( -30) 376 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-628) 170 6-7=(-312) 734 1-6=( -82) 758 3-8=(-804) 192 WEBS: 2x4 KDDF STAND 3-4=(-170) 186 7-8=(-204) 482 6-2=(-212) 132 8-4=(-210) 126 LOADING 2-7=(-324) 192 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 BAG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:1-3,6-8 0'- 0.0" -127/ 883V -145/ 314H 5.50" 1.41 KDDF ( 625) ( 2 ) complete trusses required. LL = 25 PSF Ground Snow (Pg) 15'- 3.0" -168/ 901V 0/ 58 5.50" 1.49 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN ADD', TC UNIF LL+DL= 33.0 PLF 0'- 0.0" TO 15'- 3.0" V nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaclnq. l 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IBC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 bottom chords, MAX LL DEFL = -0.006" @ 5'- 3.2" Allowed= 0.717" 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.015" @ 13'- 1.9" Allowed= 0.499" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.009" @ 14'- 11.5" MAX HORIZ. TL DEFL = 0.004" @ 14'- 11.5" 5-03-15 4-10-11 5-00-07 T T T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5.00 V M-1.5x3 y Wind: 190 mph, 11=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), I load duration factor-1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 011 2 0 0.111 en 0 co 1 64 0 i in 0 1 N f5 -� 6 7 ..„....-...8 e --V M-1.5x3 R y 5-00-07 y 4-l0 11 y 5-03-15 ' .... PN ��alE n 15-03 ,\ !�\`� F14.? Q% 89200PE ter' JOB NAME : POLYGON 8056-B - G3 Scale: 0.2994 i(w WARNINGS: GENERAL NOTES, unless ommwlse noted: ,OREGON `t-. 1 Budder and erection codirector should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an Individual 3 OREGON'V �`K( Truss: G 3 and Warnings before construction commences. building component Applicability of design parameters and proper L A �o' ] 2z1 compression web bracing muss tEl Installed where shown i. Incuryoratbn of component la the responsibility of Me building designer <O '44'y y A V 3.Additional temporary bracing to Msure stability during construction 2.Design assumes the lop end bosom chorda to be laterally braced at �./ A Y Is the responsibility of the erector.Additional permanent bracing of r o.c.and at m'aa.reach a ply unless braced throughout moo-length by 44 .. R`�� Nil DATE: 8/22/2017 the owrellabudursledroreeponalbN of aesIgnec wntinuoueaheambgsuanaaplrwood.iredwh m el and/ordrywan(eq. 1 dy o g 3.2s Impact bridging or lateral bracing required where shown•0 SEQ. : 1<3 5 8 5 8 6 2 4.No load should be applied to any component until after all bracing and t.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, tleal lads be lied to an 1 and are for`dry condition.of use. TRANS D. LINK en pp any assumes 5.CompuTrus has no control over and assumes no responsibility for me 9.Design ae. ea MI bearing at all supports shown.Shim or wedge d EXPIRES:' 12/31/2017 fabrication,handling,shipment and installation or components. no..., s um 7.oa.ign assumes adequateainage is provided. August 22,2017 8.This design is furnished subject to me limitations set form by 8.Plates shell be locatedd onon both feces of truss,and placed so their center TPIIWICA In SCSI,copies of which will ba furnished upon request lines culndde with Joint center lines. 9.Digits Indicate alae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L}E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1 -98) 140 6-7=1-384) 876 1-6=1 -224) 108 8-4=1 -24) 152 BC: 2x4 KDDF #1&BTR SPACED 24.0'• O.C. 2-3=(-1100) 254 7-8=1-310) 866 6-2=1-1362) 196 8-5=1 -194) 876 WEBS: 204 KDDF STAND 3-4=( -656) 256 8-9=(-142) 172 2-7=1 -36) 206 5-9=(-1112) 310 LOADING 4-5-( -600) 228 7-3=1 -32) 252 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3-8=1 -664) 214 BC LATERAL SUPPORT u= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE 1Q.50. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -214/ 1323V -224/ 3518 5.50" 2.12 KDDF ( 625) ails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, ABEL: TC UNIF LL+DL- 33.0 PLF 0'- 0.0" TO 17'- 0.0. V 22'- 10.5" -198/ 1192V 0/ OH 5.50" 1.91 KDDF ( 625) n 9" oc in 1 rows) throughout 2x4 bottom chords, BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.012" @ 8'- 6.1" Allowed = 1.098" MAX TL DEFL - -0.026" @ 8'- 6.1" Allowed- 1.464" 16-10-08 6-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T 1' 5-09-04 5-05-12 5-07-08 6-00 MAX HORIZ. LL DEFL- -0.006" @ 22'- 8.8" T T T T f MAX HORIZ. TL DEFL= 0.009" @ 22'- 8.8" 12 12 5.00 D IIM-4x4 Q 5.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 4 .(--4' Wind: 140 mph, h-24.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 1 0" End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4>10-411% M-1.5x3 + o 6 o ro it/ mi 0 I 6 78 *9 M-3x4 M-3x4 0.25" M-1.5x3 M-5x8(5) y y y y q OFkl�8-06-02 8-04-06 6-00 c\ G'EE6j y y �maR OI 22-10-08 ' fix 89200PE r. " JOB NAME : POLYGON 8056-B - G4 41.7' ./.11:-.40".. , Scale: 0.2368 In WARNINGS: GENERAL NOTES, unlessoMmMse noted: OREGON Al(z 1 Builder and erection contract should be advised of all General Notes 1.This design A based only upon the parameters shown and Is for an Individual 1744 4, FT �7 U f V t •` Truss: G 4 and Warnings before conatrucibn mencea building component.Applicability of design pafameters and proper 2.204 compression web bracing must be Installed where shown 0. Incorporation d component Is the responsibility d the building designer. <0 '14' 14a.�P•-�- 3.Additional temporary bracing b,InWre stability during construction 2 Design assumes the top and bottom chords b be laterally braced at is the responsibility of the erecter.Additional permanent bracing of 2'o.c.end 0110'o a respectively as ply unless braced throughout their length by MFR` I O- conopact sheathing 5.l such l b acing re airedsheets 000andfn drywall(BC). t©l DATE: 8/22/2017 tlw overall structure is the responsibility of the building designer. 3.2x Impact bridging or latent bracing required where.mown«. SEQ. : °'3 5 8 5 8 6 3 4.No bed should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the reepactke contractor. fasteners are complete and at no lore should any loads greater then 5.Design assumes busses are to be used M a non-corrosive environment, TRANS I D• LINK design bade be applied to any componed. and are for'dry condition"of use.e '7 5.Commands has no control over and assumes no respanaibility for the 8.Design a assumes lull bearing at all supports shown.Shim or wedge g EXPIRES: 12/31/2017 Y. + fabs dean,handling,shipment and Installation d components. 7.Design assumes adequate drainage is provided. August 22 r2� 7 8.This design is famished subject to Me limitations set forth by 8.Rates shall be boated on both faces&truss.and placed so their center TPIM'TCA In SCSI.wpbs of which will be furnished upon request. lies coincide with joint center tea. 9.Digits indicate size of plate in inches. MITek USA,Inc.jCompuToos Software 7.8.80 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 15'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 58 2-7=1-323) 1004 2-3=1-1481) 319 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=1 -185) 411 7-8=1-217) 745 4-7=1 -105) 149 WEBS: 2x4 KDDF STAND; 3-4=1-1095) 172 7-5=1 0) 380 2x6 KDDF k2 A LOADING 4-5=1 -973) 96 5-8=1 -881) 197 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-6=1 -93) 90 8-6=( -148) 100 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -160/ 958V -57/ 171H 5.50" 1.53 KDDF ( 625) OVERHANGS: 24.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 3.0" -85/ 678V 0/ OH 5.50" 1.09 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP }COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL - -0.043" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.087" @ 4'- 11.4" Allowed= 0.717" MAX TL DEFL = -0.145" @ 4'- 11.4" Allowed= 0.956" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.009" @ 14'- 11.5" MAX HORIZ. TL DEFL = 0.016" @ 14'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. 1-11 3-00-13 4-11-13 5-03-05 Wind: 140 mph, h-21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, T f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 12 End vertical(s) are exposed to wind, 3.00 - M-1.5x3 Truss designed for wind loads 6 in the plane of the truss only. [ M-3x4 5 ae M-1.5x3loor .,-I 4 m 0 M -3x4 ey. wr 3 ta N /- I I 1 I A to 2�S 7 �8 M-8x9 M-3x4 M-3x4 b 1 b y b 7-07-08 7-07-08 y k._c0 PROFe 2-00 15-03 LSI' _c0 14GINEr.. S7, 4w...89200PE..c.- r- ,.. JOB NAME : POLYGON 8056-B - K1 �/! Scale: 0.3507 ;PI er • WARNINGS: GENERAL NOTES, unless otheodsenoted: "T7 ,�OREGON 1.4• ,-- Truss: 1.Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown and is for an IndNldual A. Truss: K 1and Warnings before construction commences. building component ApplicebNlly or design parameters end proper L ,4 2.2x4 mmpreseion web bredng mud be installed where shown+. Incorporetlon of component Ls the responsibility of the building designer. //� '.7 Y 1 A is 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords la be laterally braced at (./ 'Y Is the responsibility of the erector.Additional permanent bracing of 2'continuous ou et 10'o.c.such a plywoodly unless braced throughout they length by ME`R I_- 2x Imp ous shging or such as adng re aired here s ownand/4 drywall(BC�. """��' H DATE: 8/22/2017 IM overall ebuduro la the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ SEQ.: K3 5 8 5 8 6 4 4.No road should be applied to any component until after all bradng and 4.Inslalladon 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 Ina non-corrosive environment. design bads be applied to an and are for'dry condition'.of use. TRANS ID: LINK de vp component. 5.Comptirms has no control oversrand assumes no responsibility for the 8.Design assumes full bearing al ell supports shown.Shim or wedge 8 EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.DesignesassumesSequels dthl face Is truss,d. August 22,20 17 S.This design Is burnished subject to Me limitations set forth by B.Plates shell be located on both races of Wes,and placed so their center TPIN✓TCA In SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,InciCom TN8 Software 7.6.8(11 E 9.Digits indicate she of plate i^inches. PO )• to.For basic connector plate design values see ESR-1311,ESR-19138(MITeN) I This design prepared from computer input 9 P P P P by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -471) 260 1-11=(-184) 455 2-11=( -475) 474 15- 8=(-404) 359 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -96) 148 11-12=(-458) 305 11- 3=( -199) 613 WEBS: 2x4 KDDF STAND 3- 4=( -266) 1099 12-13=(-875) 600 3-12=( -838) 426 LOADING 4- 5=( -225) 303 13-14=( -85) 733 12- 4=(-2127) 969 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -208) 333 14-15=(-357) 1370 4-13=( -558) 1550 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( -946) 492 15- 9-(-681) 1930 13- 5=( -269) 138 TOTAL LOAD = 42.0 PSF 7- 8=(-1898) 702 13- 6=(-1178) 587 OVERHANGS: 0.0" 24.0" 8- 9=(-2194) 815 6-14=( -155) 804 LL= 25 PSF Ground Snow (Pg) 9-10=( 0) 87 14- 7=( -813) 379 M-1.5x4 or equal at non-structural ', 7-15=( -114) 593 vertical members (ton). 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" -54/ 431V -238/ 230H 2.50" 0.69 KDDF ( 625) 19'- 9.0" -333/ 2840V 0/ OH 5.50" 4.54 RIDE ( 625) 52'- 4.5" -181/ 1381V 0/ OH 5.50" 2.21 KDDF ( 625) PROVIDE FULL BEARING;Jts:1,12,91 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.019" @ 6'- 10.4" Allowed = 0.973" MAX TL DEFL = -0.026" @ 6'- 10.4" Allowed - 1.297" MAX LL DEFL = -0.104" @ 38'- 11.9" Allowed = 1.590" MAX TL DEFL = -0.168" @ 42'- 0.6" Allowed - 2.119" ' MAX LL DEFL = 0.045" @ 54'- 4.5" Allowed = 0.200" MAX TL DEFL = 0.043" @ 54'- 4.5" Allowed - 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL= 0.024" @ 51'- 11.0" MAX HORIZ. TL DEFL- 0.039" @ 51'- 11.0" Design conforms to main windforce-resisting 26-01-09 ', 26-02-15 system and components and cladding criteria. T T T 6-11-02 6-04-13 6-08-09 6-01-01 6-01-01 6-08-09 6-04-13 7-00-08 Wind: 140 mph, 1,15.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, f ,. ,. f f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 5.00 D 1114-4x4Q 5 00 Truss designed for wind loads M-1.5x4 M-1.5x4 in the plane of the truss only. 4.0" M-3x6 M-3x56 -,,,, M-3x6 M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x4 M-3x6 a\ M-3x6 Truss designed for 4x2 outlookers. 2x4 let-ins M-3x6 M-ax6r 11 1•a M-3x4 of the same size and grade as structural top M-1.5x4 I,,4-3x6 4 6 chord. Insure tight fit at each end of let-in. M-5x6(S) ",% M-5x6(S) permissible at inlet board areas only. M-3x6 3�a M-3x6 - �' +. M-1.5x3 �� • + + 4./../"\* M-1.5x3 z -0""' I / B M-1.5x9 , � ., M-3x6 ' - I. �\ N p 1 11 12 13 ' 15 I9 . p �,t© PRO[�F� o M-3x4 M-3x4 t-25" M-4x8 0.25" M-3x4 -M-4x4 o v{- M-5x6(5) M-5x6(S) C' GINE S y l b b l b b �G\V N �., , )' 10-02-08 9-06-08 6-04-0952-04-OB 04-09 9-06-08 10-03-14 2-00 ........_-,1 , :9200PE <" • JOB NAME : POLYGON 8056-B - Fl1111111!001- Scale: 0.1224 41111111" WARNINGS: GENERAL NOTES, unless otherwise noted: -FL 4.1 OREGON �4.0, 1.Builder and erection contractor should be adwsed of all General Notes 1.This design is based only upon the parameters shown and Is for an IndMdual • �/ t[-l1 Ll V'V * W Truss: Fl and Warnings before censtrucibn cammencea building component Applicability of design parameters and proper ,[� s��V' 2.2z4 compression Web bracing must be Installed where Shown s. incorporation of component is the responsibility of the building designer. //t '7 y A 2.()'‘‘)‘ V �44 3.Addiasnal temporary bracing id Insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at [,/ ! !'i s+ is the responsibility of the erector.Additional permanent bracing of 2'continuous and et 1g'o.c.such a ply unless braced throughout their length by /IAk'R R 11...E-' DATE: 8/22/2017 the overall structure is the responsibility of the buildingdesigner.w cantina ct sheathing such b acing requirede sheath where s ownandl•drywall(BC). ��'!!! 9 3.2z Impact bridging or lateral tracing shown�• SEQ. : K3 5 8 5 8 6 5 4.No bad should be applied to any component until after all baling end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no Erne should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive erwironmen4 design bade be applied to any component. end are for an condition.of use. TRANS I D: LINK 8.Design full bearing at an supports mown.Shim or wedge If gn a.. 5.CompuTrushas noconbdover and assumes noresponsibility for the necessary. EXPIRES:' 12/31/2017 fabrication.handling.shipment and installation of components. T.Design assumes adequate drainage Is prodded S.This design is furnished subject to the limitation set forth by S.Plates shell be located on both faces of truss,end placed so their center August 22,2017 TPpWTCA in SCSI,copies of which will be furnished upon request. linea coincide with Mint canter lines. MiTek USA,Inc./Com uTrus Software 7.6.8 1L E B.ForDig indicate size of plate b Inches. P ( } 10.For bask connector Nate design values see ESR-1311,ESR-1558(MlTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 58 2-11=(-461) 3658 2- 3=(-3978) 643 7-15=( -811) 206 BC: 2x4.KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=( -233) 264 11-12=(-449) 3766 3-11=1 0) 310 15- 8=( -59) 399 WEBS: 2x4 KDDF STAND; 3- 4=(-3977) 562 12-13=(-599) 4631 11- 4=( 0) 235 8-16=( 0) 180 2x6 KDDF #2 A; LOADING 4- 5=(-3340) 525 14-15=( -12) 93 4-12=) -680) 180 8- 9=(-3940) 598 2x4 KDDF #16BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-3346) 523 15-16=(-484) 3566 12- 5=( -107) 1241 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4800) 727 16- 9=(-480) 3570 12- 6=(-1615) 305 TC LATERAL SUPPORT <= 12.00. UON. TOTAL LOAD = 45.0 PSF 7- 8=(-4014) 575 6-13=( -7) 609 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -184) 302 14-13=( 0) 83 LL - 25 PSF Ground Snow (Pg) 9-10=( 0) 58 13- 7=( -120) 795 OVERHANGS: 24.0" 24.0" 13-15=( -491) 3877 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -196/ 1956V -70/ 58H 5.50" 3.13 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 38'- 1.5" -197/ 1956V 0/ OH 5.50" 3.13 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL= -0.043" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.353" @ 23'- 5.8" Allowed= 1.860" MAX TL DEFL= -0.634" @ 23'- 5.8" Allowed= 2.481" MAX LL DEFL= 0.040" @ 40'- 1.5" Allowed = 0.200" MAX TL DEFL = -0.043" @ 40'- 1.5" Allowed= 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.118" @ 37'- 8.0" MAX HORIZ. TL DEFL = 0.212" @ 37'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), 16-10-08 21-03 load duration factor=1.6, T ,( .' Truss designed for wind loads 5-07-08 5-07-08 5-07-08 6-05-08 5-01-04 4-09-04 4-11 in the plane of the truss only. T 1. T T T T T T 12 12 3.00 ,'' M-4x6 a 3.00 4.0" 5 CK M-3x4 M-5x6(S) 4 ::::6M-4x46M-9x9 M-9x6 0.25" 3 7 M-1.5x3 M-5x12 cl o '(� 1 "a� M-1.5x3 MN .-i I 2 1 12 0 13 A 0 H o !!!! b.25" M-9x8 .11 : g .-7. M-5x8(S) M-4x9 15 16 I M-5x16 M-1.5x3 M-8x9 0 M-1.5x3 y l b ), b )- b ,<O *13 RP ()Pers, y )' 8-04-06 8-06-02 6-07-04 y 5-01-04 4-09-04 4-09-04 y y C ENGIN Esq ,/ 2-00 y 23-04 19-09-08 y2-00 w�?�" C`e ,7 . ,,� 38-01-08 �` 89200PE• r JOB NAME: POLYGON 8056-B - K2 • 0. Scale: 0.1620 rialr�/ d �ii1' WARNINGS: GENERAL NOTES, unless otherwise noted: /"1' ON f h �J s I.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 IndMdual V lJ t V N `r(✓ Truss: K2 and Warnings before construction commences. buldiog component.Appllublity of design parameters and proper 2.204 compression web bradng must be Installed where shown+. Incorporation or component Is the responsibility or the building designer. /.0 `Q y' 1 4 O �'••r 3.Additional temporary braving to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at e the recponsldnty or the erector.Additional permanent bracing or 7 OA and al 10'o.c.respectively unless braced throughout their length by 4//&:.R n I 1 DATE: 8/22/2017 the oven structure la the responsibility of the building designer. 20thecontinuous sheathing such as plywood UIr a where s ownandfdrywsll(SE). fl 1... M 9 3.2x Impact bridging or eteral bracing required where shown++ SEQ.: K3 5 8 5 8 6 6 4.No bad should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greaser than 5.Design assumes busses are to be used Ina non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and am for'dry condition'of use. 5.CompuTms has no coned over and assumes no responsibility for the 8.De�l9 uumee full bearing at all supports shown.Shim or wedge 8 EXPIRES:' 17/31/201/ febricetbn.tending.shipment and installation of components. ty T.Design assumes adequate drainage to provided., August 22,2017 8.This design is furnished subject to the limitations til faith by 8.Plates shell be located on both laces of truss,and placed w their center 9 TPIMVTCA In SCSI,copes of which sill be furnished upon request. lines coincide with 7olnl center lines. 9.Digits Indicate size of plate in Indies. MTek USA,InciCompuTnls Software 7.8.8(7L}E 10.For basic connector plate deign values see ESR-1311,ESR-1988(Muck) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -471) 260 1-11=(-184) 998 2-11=( -975) 979 15- 8=1-409) 359 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -96) 100 11-12=1-445) 305 11- 3=( -199) 659 WEBS: 2x4 KDDE STAND 3- 4=( -266) 1099 12-13=(-892) 600 3-12=( -852) 426 LOADING 4- 5=( -204) 303 13-14=( -85) 716 12- 4=(-2127) 969 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=( -187) 333 19-15=(-357) 1353 4-13=( -558) 1550 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -927) 492 15- 9=(-681) 1913 13- 5=( -269) 138 • TOTAL LOAD = 42.0 PIE 7- 8=(-1879) 702 13- 6=(-1181) 587 OVERHANGS: 0.0" 24.0" 18- 9=(-2175) 815 6-14=( -155) 808 LL= 25 POE Ground Snow (Pg) 9-10=( 0) 87 14- 7=( -813) 379 'i 7-15=( -114) 593 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" -54/ 431V -238/ 230H 2.50" 0.69 KDDF ( 625) 19'- 9.0" -333/ 2840V 0/ OH 5.50" 4.54 KDDF ( 625) 52'- 4.5" -181/ 1381V 0/ OH 5.50" 2.21 KDDF ( 625) (PROVIDE FULL BEARING;Jts:1,12,9I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "0c spacing. ',, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 'i MAX TL DEFL - -0.029" @ 6'- 10.4" Allowed= 1.297" MAX LL DEFL = -0.103" @ 38'- 11.9" Allowed= 1.590" • MAX TL DEFL= -0.167" @ 42'- 0.6" Allowed= 2.119" MAX LL DEFL= 0.045" @ 54'- 4.5" Allowed= 0.200" MAX TL DEFL= 0.043" @ 54'- 4.5" Allowed= 0.267" MAX BC PANEL LL DEFL= -0.109" @ 14'- 2.7" Allowed= 0.457" SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = 0.024" @ 51'- 11.0" MAX BORIZ. TL DEFL = 0.039" @ 51'- 11.0" Design conforms to main windforce-resisting 26-01-09 26-02-15 system and components and cladding criteria. T T 1' 6-11-02 6-04-13 6-08-09 6-01-01 ` 6-01-01 6-08-09 6-04-13 7-00-08 Wind: 140 mph, h-15.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 1 f f ' j' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 5.00 1' IIM-9x4 Q 5.00 inuthess dplane offthess or wtr¢ loads only. 9.0" s M-4x6� �0" M-3x4 M-5x6(5) . /, 6 M-5x6(S) 0.25"00000000°.°°°° .2s+ / o.zs „ er +i z, + + M-1.5x3 M-1.5x3 2 8 N N • o 1 11 12 13 1" 15 e\ 0 Co��tp PR Oreses M-3x4 M-3x4 �'•25�� M-4x8 0.25" M-3x4 :714-4x4 I M-5x6(S) M-5x6(S) GIN E' / y ), y 1 l b l c� CGCG E6 U�, 10-02-08 9-06-08 6-04-09 6-04-09 9-06-08 10-03-14 17 y 52-04-08 J' 0 ). 892200PE " c" JOB NAME : POLYGON 8056-B -' F2 / Scale: 0.1256 r • WARNINGS: • GENERAL NOTES, unless°Mends°noted: 00OREGON • lir 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 IndNIduie Truss: F2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2a4 oneprewlon web breang must be Metalled where shown". Incorporation of component Is the responsibility of the building designer �< '41- '' 1 4 2 �••�� 3.Additional temporary bracing to Imdltiofal permanent bracing o re elablEy during construction 2.Design assumes 1M lop and bottom chards M be laterally braced at T o.c.end et ig'o.c.respectively unless braced throughout(heir length by Is the responsibility of the erect r. dvi ii` I t.\- DATE: 8/22/2017 iM overall structure Is Ms res middy of the building designer. continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). R ItY 9 g S.a Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 8 5 8 6 7 4.No load should be applied to arty gomponent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at do dm should any loads greater than 5.Design assumes Hisses are to be used in a non-corrosive environment, TRANS I D•• LINK design loads be applied to any component end aro o d y conditionor use. 5.ZonpuTrus hes no control over and assumes no responsibility for the e 6.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2017 sary, fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 2Gt2� 7 8.This design is furnished subject to the limitations set form U by 8.Plates shall be located on both feces of truss,and placed so their renter 9 TPIMWCA hI BCSI,copies of which will be furnished upon request. lines colndde wind joint center lines. 9.DigitsIndiaelofplate In inches. MiTek USA,Inc.ICon uTrus Software 7.6.8)1L E 10. For beak connector plate design values see ESR-1311,ESR-1 g88(MReX) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #108TR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 55 2- 7=(-490) 1871 2- 3=(-2138) 499 6- 9=(-908) 274 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2- 3=( -172) 296 7- 8=(-409) 1592 3- 7=( -103) 164 WEBS: 204 RODE STAND; 3- 4=(-1881) 365 8- 9= -35) 48 7- 4= ( ) ( ( 0) 383 2x6 KDDF #2 A LOADING 4- 5= -983) 250 4-• ( B=( -812) 240 LL( 25.0)051( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1044) 239 8- 5=( 0) 328 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 6=( -182) 920 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 29.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -231/ 1227V -46/ 1310 5.50" 1.96 RUDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 23'- 1.5" -114/ 958V 0/ OH 5.50" 1.53 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL - -0.041" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.070" @ 8'- 5.2" Allowed= 1.110" MAX TL DEFL - -0.117" @ 8'- 5.2" Allowed - 1.481" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.022" @ 22'- 11.8" MAX HORIZ. TL DEFL - 0.036" @ 22'- 11.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 16-10-OB 6-03 End vertical(s) are exposed to wind, Truss designed for wind loads T in the plane of the truss only. 5-05-02 5-09-14 5-07-08 6-03 f T T T 1' 12 12 3.00 " 4 5.00 M-5x6 5 1011 M-3x4 4 M-3x9 M-4x4 . 3 4* ../ M-1.5x3 6 NIr � 0 ko M o 04 s< -/ 2' 0.25"7 8 9 M-8x10M-3x8 M-1.5x3 M-5x6(0) CI F�,'T h y 8-05-04 y 8-03-08 y 6-04-12 y ` �� PRQ fit.)n y ), i' w�\ �NGI N>E ,5:. /02 2-00 23-01-08 '�` 89200PE �" JOB NAME : POLYGON 8056-B - K3 Scale: 0.2565 • WARNINGS GENERAL NOTES, unless omarwisa noted: 72,.. OREGt.3N �� 1.Sunder and erection contractor should be advised of all General Notes 1.This design is based only upon me parameters shown end is for an Indiidual ,�" Truss: K3 and warnings before construction commences building component.Applicability or design parameters and proper / •y9Y �� P� 2.2s4 comprecslon web brednH must be Installed where shown.. incomoretion of component Is the responsibility of the building designer. /y 14 3.Additional temporary bracing to Insure stability during construction 2.Des gn assumes the top and bottom chords to be laterally braced al �./ ,s is the responsibility of the erector.Additional permanent bracing of 2'o c.and e110'ex.respectively unless braced throughout their length by M �� continuous sheathing each as plywood sheathing(TC)end/or drywall(BC) '-t eLi� • DATE: 8/22/2017 the overall structure d the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown SEQ. : 1(3 5 8 5 8 6 8 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 end at no time should any bade greater than 5.Design assumes busses are to be used in a non-conosive environment, TRANS I D- LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTres has no control over and assumes no responsibility far the 8.Design sesames KMbead g at all supporta shown.Shim or wedge If EXPIRES:` 12/3112017 fabneation.handling,shipment and installation of components. T.Design necessary. adequate drainage is provided. August 22,201 7 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. uTrvs Software 7.8.8(1 L E 9.Digits Indicate eke of plate in inches. MiTek USA,Inc./Com P ]- 10.For bask 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 52'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 1- 2=1-8701) 8818 1-11=(-4242) 4147 1- 2=1-8701) 8818 15- 7=1-1558) 953 BC: 2x4 DF 2400F SPACED 24.0" O.C. 2- 3=(-6127) 6401 11-12=1-4283) 4189 11- 2=1-1424) 1395 7-16=1 -308) 711 WEBS: 2x4 KDDF STAND; 3- 4=1-4625) 5120 12-13=(-4967) 4713 2-12=1-1201) 1029 16- 8=(-1314) 851 2x4 KDDF #1&BTR A; LOADING 4- 5=1-2839) 2680 13-14=1-4781) 4365 12- 3=( -313) 436 8-17-( 0) 286 2x4 KDDF STUD B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2894) 2736 14-15=(-5294) 5829 3-13=1-1214) 951 8- 9=(-6215) 4740 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4007) 3405 15-16=1-6019) 6961 13- 4=(-3705) 2308 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-5095) 4048 16-17=1-6797) 8133 4-14=1-2849) 3784 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=1-6215) 4740 17- 9=1-6794) 8136 14- 5=(-1497) 1503 LL = 25 POE Ground Snow (Pg) 9-10=( 0) 87 14- 6=(-1921) 1094 OVERHANGS: 0.0" 24.0" 6-15=( -558) 1170 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 BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -3429/ 3562V -13062/ 13062H 240.00" 5.32 DF ( 670) 6'- 9.7" -1277/ 1517V 0/ OH 240.00" 2.26 DF ( 670) 13'- 0.8" -72/ 271V 0/ OH 240.00" 0.40 DF ( 670) 19'- 7.5" -1468/ 3562V 0/ OH 240.00" 5.32 DF ( 670) 52'- 3.0" -1867/ 2648V -13063/ 13063H 5.50" 3.95 DF ( 670) Full height blocking is required at left bearing Ali ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.201" @ 45'- 1.3" Allowed = 1.590" MAX TL DEFL = -0.262" @ 38'- 11.3" Allowed - 2.119" MAX LL DEFL = 0.041" @ 54'- 3.0" Allowed - 0.200" MAX TL DEFL = 0.039" @ 54'- 3.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.244" @ 0'- 2.4" MAX HORIZ. TL DEFL = -0.259" @ 0'- 2.4" ICOND. 3: 250.00 PLF SEISMIC LOAD. I 26-00-01 '.. 26-02-15 Design conforms to main windforce-resisting T T system and components and cladding criteria. 6-11-07 6-04-14 6-06-10.. 6-01-01 6-01-01 6-06-10 6-06-10 7-00-09 T f f -fl f f f f f Wind: 140 mph, h=15.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6load duration factor-1.6, 5.00 L" -'775.00 Truss designed for wind loads 5.0" in the plane of the truss only. 5 ,h1' M18HS-8x10(5) M-7x6� ����l2° \6M-4x9 M-56(5) 0.25" 0.25" 3 7 INF00� +1 +\ /_ M2 • o M-1 5x3ll,k';' M-1.5x3 I i N Lfl /r'i- moor ee _ m .----N9%......0-�(� r�p I M-ix4 16.25" 1' �.25" M-3x4 0.251' M-1175x3 M-3x4 i ` Gv PR Fe„ o -MSHS 7x16 M»4x6 o i� L M18HS 8x10(5) M18HS-8x10(5) MSHS-8x10(S) MSHS-7x16 ,\CO� , GIN. .. "',4„,, �49 b y b y y b b ,1 . . . 6-09-11 6-03-02 6-06-10 6-04-09 6-04-09 6-06-10 6-03-02 7-00-09 ^� 1, 89200PE r'• I 'I 52-03 2-00 s JOB NAME : POLYGON 8056-B =f- F2 DRAG ,; j/s Scale: 0.1249 f�10 /t/��.: WARNINGS. GENERAL NOTES, unlesaolhervlsaenoted. • OREGON *� ''.(,/�• 1.Builder and erection contractNs W be advised of MI General Notes 1.This design is based onN upon the parameters shown and Is for an IndNidual N Truss: F2 DRAG and Warningsbefore camWckn mance. bolding component Applicability of design parameters and proper (�♦ 2.2s4 compreion web bracing moat be Installed where shown 0. Incorporation of component Is the responsibility of Me building designer. GAO��f'.' .�A 2.01` �""'"� 3.Additional temporary Waning tolIlnjure stability dung construction 2 Design assumes the top end bosom chorda 10 be laterally braced at Y by la the responsibility of file erect .Additional permanent bracing of 2 e c.end et 10'o c.respectively a ply unless braced throughout their length). _ AFR R 1 0- DATE: 8/22/2017 the overall structure Is the res a billyof the building deal continuousxIsheathing or latch l b pain re required a when shown•drywall(BC). [,� 9 9rror. 3.2x Impact bridging or lateral bracing required where shown+• SEQ.: K3 5 8 5 8 6 9 4.No load should be applied to a dompanent until afar all bracing and 4.Installation of truss is the responsibility d the respective contractor. fasteners ere complete and at time should any loada greeter than 5.Design assumes busses ere W be used Ina nm-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are f«^dry condition.'of use. 5.CompuTnn has no control over arid assumes no responsibility for the 6.Design assumes lull bearing al all supports shown.Shim or wedge f EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage h provided. August 22 r 201 7 6.This design is furnished subject to the iimlbtins set krth by B.Plates shall be located on both laces of truss,and placed so their center TPIMTCA W SCSI,copies of ditch wgl be furnished upon request. lines coincide with joint center lines. . Indicate We dplate InInches. MITek USA,Inc.ICom uTrus Software 7.8.8 1L}E 10. For beath connector on t r flab design values lase ESR-1311,ESR-i g38(MHak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -703) 295 8- 9=(-241) 375 8- 1=(-1290) 404 11- 5=(-384) 241 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -725) 315 9-10=(-145) 1227 1- 9=1 -280) 1071 WEBS: 2x4 RODE STAND; 3 4=(-1419) 375 10-11=(-235) 1838 9- 2=1 -56) 246 2x4 KDDF #16BTR A LOADING 4- 5=(-2355) 436 11- 6=(-345) 2386 9- 3=(-1136) 298 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2689) 496 3-10=1 -52) 778 TC LATERAL SUPPORT <- 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PIE 6- 7=( 0) 87 10- 4=( -794) 220 BC LATERAL SUPPORT 1= 12"OC. UON. TOTAL LOAD = 42.0 PSF 4-11=1 -26) 569 OVERHANGS: 0.0" 24.0" LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS. SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1376V -356/ 176H 5.50" 2.20 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 32'- 3.0" -195/ 1607V 0/ OH 5.50" 2.57 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.114" @ 21'- 11.1" Allowed= 1.567" MAX TL DEFL - -0.192" @ 21'- 11.1" Allowed - 2.089" MAX LL DEFL - 0.040" @ 34'- 3.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 34'- 3.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.038" @ 31'- 9.5" MAX HORIZ. TL DEFL = 0.062" @ 31'- 9.5" 6-00-01 26-02-15 1' , ,' Design conforms to main windforce-resisting 6-00-01 6-01-01 6-08-09 6-04-13 7-00-08 system and components and cladding criteria. T 1' ' f f -r Wind: 140 mph, h-15.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 V' 11M-4x4 "2 5.00 load duration factor-1.6, End vertical(s) are exposed to wind, 9.0" Truss designed for wind loads 2 , , 01444in the plane of the truss only. 1.0" M-3x4 M-3x4 1 3 f M-5x6(5) 0.25" 4 Op co 0 111111111111166 A 0I M -1.5x3 co Aiii s /IIIIIIIIIIIIIIIIIIIIIIGNo _ sa8'* `910 11 -6 7 0 M-1.5x3 M-3x8 0.25" M-3x4 ::11-4x4 1 o M-5x6(S) 4:<- 0 PROFF.ss y y y y y � b y co NGINF fi /p2 6-00-01 6-04-09 9-06-08 10-03-14 i' 32-03 2-00 ' '' 89200PE r" JOB NAME : POLYGON 8056-B - F3 , ✓ . Scale: 0.185011. CC -Ili - WARNINGS: GENERAL NOTES, unless otherwise noted: O1REGOry 4_ 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for en individual 4J CLl 'V tx [ Truss: F3 and Warnings before construction commences bolding component.Applicability of design parameters and proper L �y' �I� �4•`. . 2.2x4 compression web bracing must be led d led where shown+. Incorporation of component la the responsibility of the building designer. </t •] '1 A 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at �/ a.., Y N Ie me reaponNbllity o/the erector.Additional permanent bracing of 2'o c.in end al hes o c.such a pi voids braced(TC)a out melt langur). Ml^.s l �\ l/V� DATE: 8/22/2017 the overall structure le me responsibility Orme boldin deal nor. =aridnesss sheathing such as plywood eneathlrg(Tc)andfar drywan(ec) S1„ 4„ apons dY 9 g 3.2x Impact bridging or lateral bracing required where shown•a• SEQ. : K3 5 6 5 8 7 0 4.No load should be applied to any component until after all bracing and 4.installation of trues la the are ty of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are is to be be used m a noncorrosive environment, TRANS I D' LINK design loads be applied to any component. and are fa...dry condition•of use. 5.Comport.hes no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. asary. 7.Rates assumes adequate beth aelapruss,a. August 22,217 5.This design is furnished subject to the limitations sal forth by 8.Pleles shell be located on bora faces of truss,and placed so their center TPI/WICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 7.8.8 1 L E Wok USA,Inc./Com uTrus Software g.Digits indicate size of plate in Inches. P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) AMIIIIIII This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1435) 297 1-6=(-433) 1234 6-2=1 0) 262 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1 -821) 232 6-7=(-436) 1230 2-7=1-603) 189 WEBS: 2x9 KDDF STAND; 3-4=1 -177) 166 7-8=(-280) 671 7-3=1 0) 454 2x4 KDDF Al&BTR A LOADING 4-5=1 -9) 4 3-8=(-889) 250 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8-4=(-194) 176 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -98/ 824V -108/ 290H 3.50" 1.32 KDDF ( 625) 19'- 9.5" -100/ 839V 0/ OH 5.50" 1.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.039" @ 6'- 6.9" Allowed- 0.952" MAX TL DEFL - -0.067" @ 6'- 5.8" Allowed- 1.269" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.015" @ 19'- 4.0" MAX HORIZ. TL DEFL .. 0.025" @ 19'- 4.0" 6-07-08 6-03-08 6-06-12 0-03-12 1 1 T 'f f Design conforms to main windforce-resisting system and components and cladding criteria. 12 5.00 M-1.5x39 S 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 in the plane of the truss only. M-3x4 30 M-5x6(S) oN 0.25" o QoagllIllgll116r 0. N o L- 0 1* 6 7 4*8 I o M-3x4 M-1.5x3 M-3x4 M-3x4 y y y > ���Ep P R pfi�ss 6-05-12 6-01-12 7-02 k 19-09-08 y C}~GJ IN NE., � /0. 89200PE �<" JOB NAME : POLYGON 8056-B , F4 Scale: 0.2905 "= •• ' WARNINGS: GENERAL NOTES, unless°temise noted: OREGON cr t Builder and erection contractor ehME be edvked of all General Notes 1.This design is based only upon the parameters shown and is for an Indhdual 17L Truss: F 4 and Warnings before construction 2ommences building component Applicability of design parameters and proper 2 2x4 compression web bracing roue)be installed where shown 4. Incorporation or component is the responsibility St the bidding designer. a ,) '9 y 142,0 -E- 3.Additional temporary bracing to sure stability during construction 2.Design assumes the lop end bosom chortle to be Mtereny bread al V o. la the responsibility of the erec r�.dtlltlonel permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by •of ii A 0t s DATE: 8/22/2017 the overall structure is me '-YLn r me building deal continuous sheathing such as plywood aheeNlng(TC)eMlor drywall(BC). Hy o g gner. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: 03585871 4.No load should be applied to an m ponent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete 2nd at 1 should any loads greeter then 6.Design assumes busses are to be used in a non.corroslve environment, end Cr.for'dry conoltlen'of use. TRANS 1 D. LINK des gra loads be no liedson to any ponent. 6.Design assumes umes fun bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.Com Trus has no control over and assumes no responsibilityfor the fabrication,handling,shipment and installation of components. 7.Design necesesumes adequate drainage is provided. August 22,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end placed so their canter TPIIWI-CA in SCSI,copies of which will be furnished upon request. lines coincide with(drat center fines. S.Digits Indicate sloe of plate M Inches. Mf'ek USA,Inc/COmpuTrus Software 7.6.8(IL}E 10.For bask connector plate design values see EBR-1311,ESR-18813(MRek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 58 2-6=(-287) 563 3-6=(-604) 277 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-622) 266 6-4=(-147) 80 WEBS: 2x4 ROOF STAND 3-4=( -64) 60 LOADING 4-5=) -5) 2 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 95.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -136/ 704V -29/ 95H 5.50" 1.13 KDDF ( 625) ** For hanger specs. - See approved plans 9'- 4.5" -47/ 421V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = -0.191" @ 4'- 8.3" Allowed = 0.365" MAX BC PANEL TL DEFL = -0.115" @ 4'- 8.3" Allowed = 0.486" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.004" @ 8'- 11.0" MAX HORIZ. TL DEFL = 0.006" @ 8'- 11.0" 5-02-12 3-10 0-03-12 Design conforms to main windforce-resisting T T T T system and components and cladding criteria. 12 Wind: 140 mph, h=20.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3.00 v (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-1.5x3 End vertical(s) are exposed to wind, 5 Truss designed for wind loads 4 '' in the plane of the truss only. It M-1.5x3 3 co Vs 0 I 2 N cr ,H M o1 s. 6 _, 0 M-3x4 M-3x4 I I b 8-11 0-05-08 y 2-00 y 9-04-08 ' ,���c° PP°Fess �cNG�NE'9 /O/y " 8922000PE r-' JOB NAME : POLYGON 8056-B - H1 Scale: 0.5019 _1 10 ,IC/t C WARNINGS: GENERAL NOTES, unless ot thele noted: 'f'7 OREGON 4,/ 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon parameters shown and N for an IndNiduel Truss: Hi and Warnings before construction commences. building component.Applicability of design parameters and proper ,/ (�A 2.204 compression web bracing must be Installed where shown Y. Incorporation of component is the responsibility of the building designer. ��/1 -7 y 1A 21,!` ��� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unlesschob m be laterally braced al C/ 'Y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 7g'o.c.respectively braced throughout their length by �� Nri continuous sheathing such as plywood shesthing(TC)end/ordrywali(BC). M� DATE: 8/22/2017 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown a. SEQ.: K3 5 8 5 8 7 2 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respec4ro contractor. fasteners aro complete and at no time should any mads greater than 6.Design assumes trusses are to be used in a noncorrosive enoronmenL • TRANS I D• LINK design loads be applied to any component. and are a dry condition`of use. • 5.CampuTme has no control over end assumes m responsibility for the a oecasaa assumes full bearing et all supports shown.Shim or wedge 8 EXPIRES; 12/3112017 • ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, August 22,2017 8.This design is furnished subject to Be limitations set forth by 8.Plates shall be located on both feces of was,and placed so their center TP1WPCA In SCSI,males of which will be furnished upon request lines coincide with joint ranter lines. MITek USA,InciCornuTrus Software 7.6.8(1L E 0 Digits Isis conate elotze oplameinighes. P 10.For taint connector flee design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 BC: 2x9 DF 2900F SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL(. 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h-21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 pSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 POE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-06 7-06 T T T 12 12 7.00 IIM-4x4 Q 7.00 3 lel '' . 111111 IIIIII O f 2 ' 111111 .._ -/O O p M-3x9 M-3x4 • ��w -i PRQp 2-00 15-00 �t,�\� ANG NSER /(", `7t` 89200PE r' JOB NAME : POLYGON 8 0 5 6—B — L 1 Scale: 0.9536ci= • / •. tz WARNINGS: GENERAL NOTES, unlace otherwise noted. OREGON �`./ 1.Builder and erection contractor should be edvieed of al General Notes t.Thle design is based only upon the parameters shown and is for an Individual 7 OREGON 1 1 * `^(f Truss: Ll and warnings before construction commences. building component Applicability of design parameters and proper 4` ` 2.2s4 compression web bredng must be Installed where shown v. lncorporetlon of component is the responsibility of the building designer. //� y^ AQ` �'�{� 3.Additional temporary bracing lslows*stability during constructor 2.Design assumes the lop end bottom chords b d throughout alerelty braced et �./ i Y !r .11 by le me responsibiity of the erector.Additional permanent bracing of 2'nc.and al shealth hin.rsash es ply coo d s braced(TC)nd/or their length). III R 1 0� DATE: 8/22/2017 the overall structure Is the respynelb9l of buildingdealer. continuousxImpatbridging or etchailacng re aired where wn•drywell(BC). C,�i-i I-1 h o g 3.gz Impact bridging or lateral bracing required where shown�• SEQ.: K3 5 8 5 8 7 3 4.Na bad should be applied to any component untti after all bracing end 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no lee should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design leads be applied to any component. and are o"dry conml an^of use. 5.CompuTrus has no control over and assumes no responsibilty for the 6 Design lassumes full beefing at all supporta shown.Shim a wedge if EXPIRES: 12/31/2017 fabrication,handling.stepment end installation of components. 7.Patshall ei adequate tdbath Cage to protruss, August 22,2017 8.This design is famished subject to Me Imitations cel tach by 8.Plates shall be looted on both faces of buss,end placed so their collier 9 TPIM/TCA In SCSI,copies of which will be furnished upon request, lines colndde with Joint center lines. 9.Digits indicate she of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(114.E to.For basic connector pate 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'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 87 2-6=(-247) 308 3-6=(-353) 229 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-388) 182 6-4=(-138) 111 WEBS: 2x4 KDDF STAND 3-4=(-102) 96 LOADING 4-5=) -9) 4 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 BOG AREA OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -133/ 645V -45/ 150H 5.50" 1.03 KDDF ( 625) ** For hanger specs. - See approved plans 8'- 11.0" -44/ 374V 0/ OH 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL a 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed - 0.267" MAX BC PANEL LL DEFL = -0.151" @ 4'- 5.5" Allowed = 0.373" MAX BC PANEL TL DEFL = -0.151" @ 4'- 5.5" Allowed - 0.498" 4-09-06 3-09-14 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 1 ' ' MAX HORIZ. LL DEFL= -0.003" @ 8'- 5.5" 12 MAX HORIZ. TL DEFL - 0.003" @ 8'- 5.5" 5.00 M-1.5x3 5 4 -' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,HCDL=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, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 m I 'I' C No Irnf Illi o ,, 1 2 6 0 1 M-3x4 M-3x4 J'' ), ). 8-05-08 0-05-08 b 2-00 1 8-11 ' co PRQFFss ..‹- :9200P �' JOB NAME : POLYGON 8056-B - N1A� . Scale: 0.5032 a/ WARNINGS: GENERAL NOTES, unless othennlse noted: OREGON )ale � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ) f#'ll EG O V * 1r(✓ Truss: N 1 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bradng must be Metalled where shown+. Incorporation of component la the roepcoalbAtty d the building designer. �/1 ./)*" i 2-I3 �`'"' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at ("/ 1 V is the responsibility of the erector.Additional permanent bracing of T o.e.and at 1g'ow.respectively unless Waved throughout their length by � a. 0,lVh DATE: 8/22/2017 Ute overall structure Is the responsibility of the building tlesl nen. continuous sheathing such ea plywood aheathing(TC)and/or drywall(BC). 9 3.24 Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 8 5 8 7 4 4.No Toed should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment. TRANS I D- LINK deaign bads be applied to any component. and are for`dry ondillon"of use. 5.CompuTrus has no control error end assumes no responsibility for the 6.Deign assumes full bearing at all supports shown.Shim or wedge H EXPIRES' 12/31/2017 fabrketion,handling,shipment and installation of components. an assumes r� 6.This designis furnished subject to the limitations eel forth8.Plates lb el loadoted onne drainagetens is truss< August 22 n 2� 7 by 8.Press coincide be boaten bothrlaces of buss,and placed so their center 9 TPINJICA m Bcsl.copes of which will be furnished upon reque.t. riga eobdat with Joint plate cooInr rohe. g.Fm bIsM con alect r e ign es. values MiTek USA,Inc./CompuTrus Software 7.8.8(1 L}E 10.For baeb connector plate design values see EBR-1311,ESR-1888(MRek) I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/" Center plate on joint unless x,y 4 6-4-8 dimensions(Drawings shown not into ft-in-sixteenthsscale) Failure to Follow Could Cause Property offsets are indicated. I I Damage or Personal Injury WMDimensions are in ft-in-sixteenths. 11l 4 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,CHORDS 9 g,is always required. See BCSI. MIIIIIIIHIEIMIIIIIIIIIIIIIIIIMIII 2. Truss bracing must be designed by an engineer.For 0'116 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I MMIElt IL\11111)An ): p bracing should be considered. ■_ _ 3. Never exceed the design loading shown and never O � d stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C-a a-� C5-6 H designer,erection supervisor,property owner and plates 0- 'h/ from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Ds ign 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. Uhl ss otherwise noted,moisture content of lumber sh I not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Uhl ss expressly noted,this design is not applicable for ICC ES Reports: u$ with fire retardant,preservative treated,or green lumber. The first dimension is the plate to.CI3 ber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 r s nslbility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 ber for dead load deflection. the length parallel to slots. 11.P a e type,size,orientation and location dimensions i i ted are minimum plating requirements. LATERAL BRACING LOCATION 12.L ber psed shall be of the species and size,and Southern Pine lumber designations are as follows: in I respects,equal to or better than that /� Indicated b symbol shown and/or SYP represents values as published sp ified. i� text in the bracingsection of the by AWC in the 2005/2012 NDS Y SP represents ALSC approved/new values13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing Indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. M=M reaction section indicates joint .II 1111 IIII 111 int number where bearings occur. 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 DE.' environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ko is not sufficient. 9g prH g ire 9 Quality BCSI: Buildin Com onent Safe Information, 20.Desi n assumes manufacture in accordance with Guide to Good Practice for Handlin Design a 1 mesCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013