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Plans (83) lot MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: POLYGON 8056-A 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: K3569566 thru K3569643 My license renewal date for the state of Oregon is December 31,2017. <<,Rt.p P R OPE- (6' � � G i N Fr' /p29f 89200PE OREGorv\‘, "'• /O qY 14 _,4" 11110,7- ! August 17,2017 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 9'- 3.2" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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 kind: 190 mph, h-15ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PDF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 POE load duration factor=l.6, Truss designed for wind loads ' LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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. 4-07-10 4-07-10 T T T 12 12 I I M-4x4 12.00 7 3 N 12.00 ilk /11.11\ I. 2 M O f �Mp Le-, PrgIIIIIIIIIIMIIIIII. IIIIIIMMLII- II) -70 O O 1 M-3x9 M-3x9 1-00 9-03-09 ��`V PR QF["ss `x" :9200P 1-- JOB JOB NAME : POLYGON 8056—A — Al ! ,or Scale: 0.4470 aw 411. 7 , OREGON , ,4, WARNINGS: GENERAL NOTES, unless otherwise noted 1.Butidm and erection contractor eho kJ be advised of all General Nates 1.This design b based only upon the parameters shown and Is for en Individual Truss: Al and Warnings before construction c mantes. building component Applicability of design parameters and proper ` 2 234 cormpreesion web bracing must Installed where shown n+ incorporation of component le the responsibility of the building designer. //� Algi14 A A.lo�M=. 3.Additional temporary bracing to In stability during construceo^ 2.Design assumes the tap end bosom thelia to be laterally braced et [./ L r N the responsibility of the erector. IlbnaI permanent bracing of 2'o.c.end a110'o.c.respectively unless bated throughout their length by IO- DATE: 8/17/2017 ths overall structure Si the roapanaltliti f the building designer. continuous sheathing audi as plywood required l^g(TC)and/or drywell(BC). """/// 'O ty o ^93.2o Impact bridging or lateral bracing where shown++ S EQ.: K3 5 6 9 5 6 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses aro to be used in a non-corrosive environment, and are for•dry condltbn^of use. TRANS I D: LINK tleeign loses be applied to any component. s.Dam arms hes no control over and sesames no 8.Design assumes Ml bearing at all supports show^.Shim or wedge if EXPIRES: 12/3112 17 p responsibility for the s grte asery. + fabrication.hand ,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,20 1 7 8.This design is furnished subject to the(imitations set forth by B.Plates shall be located on both feces of truss,and placed so Mei,center TPIIWTCA In BDSI,copies of which Oil be furnished upon request. lines coindde with Joint center Ines. 9.Digits Indicate size of plate In inches. MITek USA,Inn./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Weil) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-8) 174 5-3=10) 206 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-349) 88 5-4=(-8) 174 WEBS: 2x4 KDDF STAND 3-4=(-344) 85 • LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -83/ 518V -108/ 115B 5.50" 0.83 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 3.2" -46/ 388V 0/ OH 5.50" 0.62 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL - 0.076" @ 6'- 8.7" Allowed- 0.396" MAX TC PANEL TL DEFL - 0.150" @ 2'- 8.4" Allowed- 0.594" 9-07-10 4-07-10 fSEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL - 0.001" @ 8'- 9.8" 12.00 M-9X6 MAX HORIZ. TL DEFL - 0.002" @ 8'- 9.8" 12.00 3 9.0" Design conforms to main windforce-resisting AL system and components and cladding criteria. �� wind: 140 : P: 1 :L : l6:C6E1P B, MWFRS(Dhe truss only. M ro O f- X1/1(-1 ISI 11 �� 5 ��4 �"i oO 1 M-3x9 M-1.5x3 M-3x9 i y I 9-07-10 4-07-10 y y y PROF-4,e,,1-00 9-03-09 ,,,,,,i1/4V � ' GINEFw c5 � 9 0 'w �`.c89200PE r- JOB NAME : POLYGON 8056-A - A2 Scale: 0.4436 -'amp- ' WARNINGS: GENERAL NOTES, unless otherwise noted: O O `Cr 1.Builder end erection contractor should be advised of an General Notes 1.This design Is band only upon the parameters shown end Is for an Individual / ft,f Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper L+" V' ` 2 2x4 compression web bredng must be installed where shown+. Incorporation M component Is me responslbinty of the building designer. I/t y n°� �..a.� 3 Add8onal temporary2 Dentin assumes the top and bottom chards to be laterally bated at V 14 L 1 bracing to Insure viability during construction IA- Is the responsibility of Me erecta Additional permanent bredng of 2 o.c.end at 10 so.respecWely unless braced throughout their length by L� DATE: 8/17/2017 Me Owren structure la the res continuous sheathing such as plywood sheathing(TC)and'«drywan(BC). RR pollNbin ty of the building ref. 3 2x impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 5 6 7 4.No wad should be applied to any component unG all lar after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design wads be applied to any component and are for'dry condition.of use. 5.CompuTrua hes no control over end assumes no responsibility for the 8.Design assumes NII beefing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components, necessary. 7.Design assumes adequate boremageispmaded. August 17,2017 e.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM'TCA In BCS!,copies of which will be furnished upon request. Ones coindde with joint center Ones. 9.Digits indicate size of plate In inches. MITek USA,InciCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-196$(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/UDF/Cq=1.00 TC: 2x9 KIDS' #16BTR; LOAD DURATION INCREASE - 1.15 1-3-1-376) 111 1-5=(-58) 209 3-6=(0) 191 2x6 KDDF #16BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 5-6-(-51) 209 BC: 2x9 KDDF tl16BTR 3-9-(-394) 176 6-4=(-46) 210 WEBS: 2x4 KDDF STAND LOADING LLI 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -434/ 995V -95/ 90H 140.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow )Pg) 11'- 8.5" 0/ 135V 0/ OH 190.50" 0.22 KDDF ( 625) NOTE: 2x4 BRACING AT 24" OC UON. FOR 20'- 6.2" -96/ 413V 0/ OH 5.50" 0.66 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 0-1.509 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (won). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.025" @ 18'- 3.3" Allowed= 0.396" MAX TC PANEL TL DEFL - 0.026" @ 13'- 4.0" Allowed= 0.597" SEASONED LUMBER IN DRY SERVICE CONDITIONS Unbalanced live loads have been considered for this design. MAX BORIZ. LL DEFL = 0.001" @ 20'- 0.8" MAX HORIZ. TL DEFL = 0.002" @ 20'- 0.8" 11-03-02 1 ' Design conforms to main wi ndforce-resisting 14-03-02 1-06-13 4-08-05 system and components and cladding criteria. IIM-4x4+ 12 12 Wind: 140 mph, h=22.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, / (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 a 12.00 load duration factor-1.6, Truss designed for wind loads Gable end truss on continuous bearing wall. in the plane of the truss only. M-1x3 Or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. M-4x6 M e I • o i 6 `4 0 M-3x4+ M-5x6+(g) "iM-4x1 0 M-3x6 M-3x4 1 0 y l 15-10-13 4-07-10 i' 1-00 20-06-04 R tA.ID PQF.e- �� :9200PE r JOB NAME : POLYGON 8056-A - Blcc- a Scale: 0.2067 �� 'toOREGON A.WARNINGS: GENERAL NOTES, unless otherwise noted. ,tx 1.Builder and erection conirector should be advised 51511 General Notes 1.This design is based only upon the parameters shown and is for an Individual /b .5':.1}.1.. 20 20' -\.= Truss: B1 end Warnings before constructor commences. building component.Applicability of design parameters end proper 4 2.2x4 compression web bredng must be installed where shown+. incorporation of component b the responsibility of the building designer. /^..aaad....�� 3.Additional temporary bradng to insure stability dudmg conetmcSen 2.Design assumes the lop and bottom shade to be laterally diced al ^-i IR t�`,,,. by b the responabWlty of the erecta Additional permanent bracing of c'nri and at 10'o.n.each ply woods braced(TC)and/or their dry length). DATE: 8/17/2017 the overall structure k the res �lbS f the bulls dest continuous sheathing or soar as aciplyng re iced where s want drywell(BC>. vanl,„ty o kg gnat. 3.2z Impact bridging or lateral bracing required where shewn+. SEQ.: K3 5 6 9 5 6 8 4.No load should be applied to am mponent 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.Deo Sn assumes trusses are to be used In a non-corrosive environment, EXPIRES: 12/31/2017 TRANS I D: LINK design loads be applied to any component a'Design for'dry condition"of use. pV wedge 5.CompuTna has no control over and assumes no responelblNty for the S.Oee�n saes ea full been t all supports Mown.Shim or vretl N August 17,2017 fabrication,handling,shipment end Installation of components. sn assumes 8.Design laded on lb face Is truss, S.This design Is furnished woad rears limitations set forth by 8.Plates shall be located on both faces of Inns,and placed so theft center TPIIWTCA In SCSI,copies of which will be banished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITsk USA,Ina./CserpuTnus Software 7.6.8(11)-Z 10.For basic connector plate design values see E5R-1311,ESR-1988(Weld 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-107) 689 3-7=(-312) 292 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-939) 256 7-6=(-108) 573 7-4=(-261) 613 WEBS: 2x4 KDDF STAND 3-4=(-726) 294 7-5=(-316) 292 LOADING 4-5=(-725) 308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-940) 269 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PIF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -177/ 982V -269/ 278H 5.50" 1.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 6.2" -129/ 861V 0/ OH 5.50" 1.38 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. / 10-03-02 10-03-02 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f f MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 5-02-05 5-00-13 5-00-13 5-02-05 MAX LL DEFL = 0.020" @ 10'- 3.1" Allowed= 0.980" T T 1' T T MAX TL DEFL = -0.033" @ 10'- 3.1" Allowed= 1.307" 12 M-4x6 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 V 'N 12.00 MAX HORIZ. LL DEFL = 0.010" @ 20'- 0.8" 4.0" MAX HORIZ. TL DEFL = 0.016" @ 20'- 0.8" 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. /011 1,A11001," M-1.5x3 nl M 0 0 c7 '.0 13x8 M-3x6(S) M-3x4 0 b 1 b 10-03-02 10-03-02 is\`n P150�, J, y 12-00 y 8-06-04 y �, S.VGINE '/0t.. 1-00 20-06-04 �' 89200PE r'". . JOB NAME : POLYGON 8056-A - B21' "'''.... Scale: 0.2440 WARNINGS: GENERAL NOTES, unleseotherwise soled .,A OREGON�w ��e 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an Individual J4/" Vt ,'C( Truss: B2 and Warnings before construction commences. building component Applicabdlty of design parameters and proper �Q t., (� Z.2x4 compression web bracing moat be Installed where shown+. Incorporation of component b the responsibility of the building designer. <0 f)' 14 ,u 4 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the top end hoHom chords to be laterally braced et Y �T Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively anises braced throughout Meir length by r continuous sheathing such as plywood eheaddng(TC)and/or drywall(BC). `R R ILA- DATE: `- DATE: 8/17/2017 the overall structure Is the responsibility of the budding designer. 3.23 impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 5 6 9 4.No bad should ba applied to any component until atter at bracing and 4.Installation ioanomas truss thehresponsibility e s baulsye t t dos°pesssse cos nnnactor. fasteners are complete and at no time should any loads greater than end are for'drycondition'reof In use. TRANS I D: LINK dealgn loads be apNled to any component. 8.Design,seethes NII bearing at all supports shown.Shim or wedge H 5.ConpuTrushas nocontrol over and assumes noresponsibility for the m„aary. EXPIRES: 12/311?017 fabncation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 7,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of trues,and placed so their center TPIAYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 8.Digits Indicate sloe of plate In Inches. MITek USA,Inc./ColnpuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 0-06-09 GIRDER SUPPORTING 33-03-04 FROM 5-00-00 TO 20-06-04 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 9=(-1364) 6142 9- 3=1 -666) 3120 7-13=(-464) 2204 BC: 2x8 KDDF #1&BTR 2- 3=1-9236) 2062 9-10=1-1358) 6108 3-10=(-1896) 998 WEBS: 2x9 KDDF STAND; LOADING 3- 4=1-7106) 1680 10-11=1-1054) 4884 10- 4=( -814) 3952 2x6 OF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5450) 1380 11-12=1 -952) 4709 4-11=(-2710) 746 2x6 KDDF #2 B TC UN F L50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 20'- 6.2" V 5- 6=(-5450) 1378 12-13=(-1192) 5556 11- 5=(-1876) 7916 BC UN2F LI,LI. 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 5'- 0.0" V 6- 7=(-6834) 1618 13- 8=1-1198) 5580 11- 6=(-2262) 636 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 390.9)+DL( 285.8)- 676.7 PLF 5'- 0.0" TO 20'- 6.2" V 7- 8=(-8394) 1870 6-12=1 -676) 2852 BC LATERAL SUPPORT <= 12"OC. UON. 12- 7=(-1300) 388 ADDL: BC CONC LL+DL= 3071.0 LBS @ 4'- 0.0" • OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1651/ 7298V -267/ 275W 5.50" 11.68 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: 20'- 6.2" -1750/ 780HV 0/ OH 5.50" 12.99 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desi • • 7" oc in 2 rows) throughout 2x8 bottom chords, gn checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL- -0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL= -0.001" @ -1'- 0.0" Allowed = 0.133" 10-03-02 - 10-03-02 MAX LL DEFL - -0.073" @ 13'- 6.4" Allowed- 0.980" 1' T T MAX TL DEFL = -0.148" @ 6'- 11.8" Allowed= 1.307" 4-01-12 3-01-09 2-11-13 12-11-13 3-01-09 4-01-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.8" 12 i 12 MAX HORIZ. TL DEFL - 0.033" @ 20'- 0.8" M-56 . 12.00 7 N12.00 Design conforms to main windforce-resisting 5 5'1„ system and components and cladding criteria. ALL CONCENTRATED LOADS Y�I lst MUST BE EQUALLY DISTRIBUTED '�' Wind: 140 mph, h-24.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, TO EACH PLY OF THE TRUSS. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, • Truss designed for wind loads M-3x6 M-3x6 in the plane of the truss only. 9 M-3x6 M-3x6 ii1111111111111111111k1.4 M-5x16 M-5x16 l6h rn 7E ca:a 118 �il 1 9 10 11�, 12 13 8 O oLin WRIMILIIIrga.Milli MB IIIIIIIMI 1!. f M-3x12 =M-8x8 M-8X10 M-5x8 M-3x8 0 M-7x6(S) b 3071# ,, b b y b 4-00 2-11-13 3-03-05 3-03-05 2-11-13 4-00 _c 0 P 8 OFF b b y S 12-00 8-06-04 �/ * i I b • 0 � �1-00 20-0$-04 �" 89200PE <'". JOB NAME : POLYGON 8056-A -, B3 _, ,/�"1......�/''''' . Scale: 0.2070 . _ I ' !' . 1110 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON `K�/� 1.Bender end erection contractor Id be advised of all General Notes 1.This design is based only upon the parameters shown and is f«en Individual AA'_ Truss: B3 and Warnings before construction ammences. building component Appiluldnty of design parameters and proper , "�/.d y"\ 2.254 compression web bracing es l be Installed where shown.. incorporation d component la the responsibility d me building designer. 0 y 1 4 X14.. 3.Additional temporary bracing to In are stability during construction 2.Design assumes the lop and boti«n chorda la be laterally bread et �� N the reaPoseNlety of Re erector. Oland permanent bradng of 2'o.a and x110'o.c.respectively unless braced throughout Mak length by MCw a� IO- DATE: r- DATE: 8/17/2017 me overall structure Is the re b of me building desl continuous sheathing such i b aciphAng re oirsheathing(TC)wheshown+. S E K3 5 6 9 5 7 0 4.No bad should be applied to any reponent until after ell bracing and 4.Install05on of Imes is the responaiblllly of Be respective contractor. 4' fasteners are complete end at no tiro should any hada greater than 5.Design assumes trusses are to be used in a nonmorrosive environment, TRANS I D: LINK design loads be applied to any co nem. s. and are for'dry condition"of at an supports shb,o wedge d 5.Conduit. no coned over and as responsibility for the Design assume. g e PP 9 EXPIRES: 12/311 017 ry fabs shin,IShlrughedsagnta rei,eationdumponents. seem August 17,2017 ^{t 7.Design assumes adequate on drainage Is provided. 6.This design is famished subject bi,ihe limitations sal forth by 8.Plates shell be Vacated on both feces of Wes,and placed so their center 9 TPIIWTCA In SCSI,copies of whidh will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-723) 721 1-3=(-985) 986 2-3=(-560) 519 BC: 2x4 RODE #1&BTR SPACED 24.0" 0.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. OL ON BOTTOM CHORD - 10.0 PSF 0'- 0.0" -491/ 608V -1000/ 1000H 5.50" 0.97 KDDF ( 625) TOTAL LOAD = 42.0 PIP 4'- 0.0" -497/ 597V -1000/ 1000H 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL - 0.077" @ 2'- 2.7" Allowed - 0.322" MAX TC PANEL TL DEFL = 0.073" @ 2'- 2.7" Allowed= 0.484" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-00 MAX HORR. LL DEFL - 0.004" @ 0'- 5.5" ,r MAX HORIZ. TL DEFL - -0.004" @ 0'- 5.5" 12 12.00 M-1.5x3 ICOND. 3: 250.00 PLF SEISMIC LOAD. I Design conforms to main windforce-resisting 2 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rn 0 u 0 P M f m • O SaI{aa I ul W O /- -1 I �� =0.13 O M-3x4 M-1.5x4 • y b 400 �<y ;OPROPFn tc,c� ,cNGi NEE9 well.IJ n ;r° JOB NAME : POLYGON 8056-A - BP1 _"4" Scale: 0.5503 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON li 1.Builder and erection contractor should be advised of as General Notes 1.This design le based only upon the parameters shown and Is for an Indldual 1244 '/,J 1 A,V Truss: BP1 and Warnings before construction commences building component Applicability of design parameter.and proper / l(7 �^` ` 2.2.4 compression web bredng must be Installed where shown+. Incorporation of component b the responsibility d the building designer. /1 7 1 A 1! P 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chards to be leteretiy braced al [J d.., Y Is the responsibility°lithe erector.Additional permanent bracing of 20 a.o.and at 1v o.°.such as ply unless braced throughout their length by 41` �'�� continuous sheathing such as plywood ehealhirg(iC)and/or drywell(BC). rt DATE: 8/17/2017 the oyereA structure Is the responsibility of the building designer. 3.2a hind bridging or lateral bracing required where shown++ SEQ.: 1<3 5 6 9 5 71 4.No bad should be applied to any component until after all bracing and 4.Installation of rue��he responsibility a re respective espp ct ey��or neat. fastener,are complete and at no time should any roads greater than g TRANS I D• LINK design wads be applied to any component. and are for•dry condition'of use. Design 5.CompaTrvs has no control over and assumes n°responsibility for the 8.Dease ee full bearing at all supports shown.Shim or wedge R EXPIRES: 17/31/2017 asary,um r� .I fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage b provided. August 17,2017 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIIWTCA In Bcs1,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate else of plate in Inches. MITek USA,Irro./ConlpuTrus Software 7.6.80 L)-E 10.For basic 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" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1113TR LOAD DURATION INCREASE = 1.15 1-2=(-347) 348 3-4=(-447) 447 3-1=(-1688) 1670 4-2=(-254) 233 BC:. 2x4 KDDF #16BTR SPACED 24.0" O.C. 1-4=(-1505) 1504 WEBS: 204 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. 12.00 P I DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -1660/ 1706V -464/ 464H 5.50" 2.73 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 10.3" -1656/ 1711V -464/ 464H 5.50" 2.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 M-1.5x3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL - -0.007" @ 1'- 3.0" Allowed- 0.109" - MAX TC PANEL TL DEFL = -0.007" @ 1'- 2.3" Allowed= 0.163" 2 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - 0.001" @ 1'- 6.8" I II MAX HORIZ. TL DEFL = 0.001" @ 1'- 6.8" ill ICOND. 3: 250.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting �i M-9x4 system and components and cladding criteria. 1 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. u1 i 0 1 ,.o 0 ,r IIIiiiIIII IIIIMIIIMIlLmIMI 3lmm ��4 • M-3x9 M-9x9 . tn PR Qfic� � ss GfNEc �� 9p2y > � 1-10-04 :9200PE <' JOB NAME : POLYGON 8056-A -' BP2 �" Scale: 0.5967 �'yI� /'- WARNINGS: GENERAL NOTES, unless otherwise noted * OREGON .C/�" 1.Builder end erection contractor sheuld be advised of all General Notes 1.This design le based only upon the peremetere shown and Is for an Individual '-`y s Truss: BP2 and Warnings batons construction omnencea building component.Applicability of design parameters and proper 17/,/O !t1` `O�N �` 2.204 compression web bracing mu 1 be installed where drown, incorporation of component h the responsibility of me building aealgner. 7 7 el C) Additional temporary bracing to In we stability during construction Z.Design assumes the lop end bottom chorda b be laterally braced at Ie the responsibelly of the erect«. Monet permanent bracing of 2'conton.inuous end,116'on.such a ply unless brawn(TG)a d t cityeir length). �� DATE: 8/17/2017 u.e overall structure is the reapan m f the building designer. conWuoue bridging sheathing such u bracing re sheathing(TG)arida«drywall(BC). Sty o ng g 3.2x Impact bridging or lateral bracing required where shown.• S E K3 5 6 9 5 7 2 4.No load should be applied to any insolent until after ell bracing and 4.Inalalla6on of truss I the responsibility of the respective convector. Q• : fasteners are complete and at no oro should any loads greater than 5.Deapn assumes trusses are to be used in a noncorrosive environment, design beds be applied to any component umhug band are for'dry ce n•of use. TRANS ID: LINK g6.Design assumes full bearing at an supports shown.Shim or wedge if S CompuTrua has no control over and assumes no responsibility for the EXPIRES: 12/31/2017 ssary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate tlrsinage is prodded. August 1 7,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIMRCA in SCSI.copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MITch USA,Ino./CompnTrxs Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICONS. 2: Design checked for net(-5 per) uplift at 29 "oc spacing. TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #13BTR SPACED 24.0" O.C. (COND. 3: 250.00 PLF SEISMIC LOAD. 1 • WEBS: 209 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. 12 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 12.00 7 the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals M-1.5x3 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 2 Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP for the component overturning moment. 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-3x4 1 4/0 I C o L� �I-3x9 � CO M-3x9 1 0 ME MI 3 5 -M-4x4 M-3x4 < o PROP 5 y yNGINE�c� /p 1-10-04 l. ' 89200PE vr. JOB NAME : POLYGON 8056—A — BP3 �,r�", Scale: 0.4406 `- 4 10 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /�`� 1.Builder and erection contractor should be advised of all General Notes 1.Thla design is based only upon the parameters shown and is for an IndlWdual �J A_`✓'• �+`+� s,,� "C( Truss: BP 3and Warnings before construction commences. building component Appllcabitty of design parameters and proper L� Yea ♦k� 2.2a4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the Wilding designer. //r '7 r 1 4 t 4` �� S.Additional temporary bracing In insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at [./ 111 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and x110'o.c.respectively unless braced throughout their length by >� L.\- DATE: � DATE: 8/17/2017 the overall structure b the responsibility of Me building designer. 3.2x Impact bridging orcontinuous laterallateral bracsuch as inrequired wh re shown a andfor ss rywall(Bcy 'Ll7 SEQ.: K3 5 6 9.5 7 3 4.No load should be applied to any component unci alter all bracing and 4.Installation of hues h the responsibility of Me respective contracto, fasteners are complete and at no Time should any loads greater than 5.Design assumes trusses ens to be used in a non-corrosive environment, design bads be applied 10 an t. and are for'dry condition'of use. TRANS ID: LINK gn oP raomponen 5.Compact's has no control over and assumes no responsibility for the 8.Design assumes NII bearing at NI supports shown.Shim or wedge I/ EXPIRES: 12/31/2017 fabrication,handling, ces9ery. fabrication, shipment and installation of components. 7.Design assumes adequate drainage Issass, . August 1 7 r 201 7 8.This design is furnished subject to the limitations set forth by e.Plates shell be located on both feces of truss,and placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request Ones coincide with joint center lines. 9.DlgHs indicate sloe of plate In Inches. MTek USA,Inc.ICompuTrus Software 7.8.8(11)-E 13 For basic connectorlate design gn values see ESR-1311,ESR-1938(MITA) 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: 2x8 KDDF #16BTR LOAD DURATION INCREASE = 1.15COND. 3: 250.00 PLF SEISMIC LOAD. BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 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 12 the responsibility of the engineer of record. 12.00 7 LL = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. 2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1.5x3 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. M-3x9 f 1 f 44:‘0 vB r-3x4 fn rnt I I M-4x'1 EL I r+ 10 0 I 0 il • MEI f �� 3 5 M-4x6 IIM-4x4 ��Ep PRapFss > 1to04 y �c\� taGIN FR /O 89200PE /t' JOB NAME : POLYGON 8056-A - BP4 4.� .--a-�""�y—., " Scale: 0.3687 illf� �''y //".A��. WARNINGS: GENERAL NOTES, unless othemMee noted. 'I OREGON t�' rCl 1.Butder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters sham and Is for an individual y A, Truss: BP4 and Warnings before construction commences. bulling component Applicablty of design parameters and proper �� A7 �l�N 2.004 compression web bracing anal be Installed where shown•. incorporation d component is the responsibility d me bulWlig designer. . 7 14 V s4 3.Additional temporary bracing to Insure stability during construction 2.Dealgn assumes the lop end bottom chords to be laterally breced at /+�,�s.� Ie the responsibility dB.erector Additional t bracing of 2'continuous end et 10 o.c.such unless braced Mrough d/tlrek all(Bngth by M l• 1 RIO- DATE: sperms fty c pemianen 9 conWuoue ahe'o.c.etch all plywood sheathing(TC)brcedthrou and/or drywell(BC). 8/17/2017 the overall structure is the resporsibiliy of the building designer. 3.25 Impact bridging or lateral bracisg required where shown•• 4.Na bed should be applied to eny,compo sent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 3 5 6 9 5 7 4fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads bsnonsapplied toany erandenenn Dedignare ss mea bearing al S CompuTrus has no mnird over and assumes mo responsibility for the 6.Dee full bearing al ell supports shown.Shim or wedge If EXPIRES:' 12131/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August I 1 7,201 7 8.This design is furnished subject to the limitations set forth by 8.Plates chat be located on both races of buss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.lCompsTNS Software 7.6.8(1 L)-E 18.For basic connector plate design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 'GOND. 3: 250.00 PLF SEISMIC LOAD. BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 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 PSF the structural system for imposed seismic loading is M-4x6 IIM-4x4 the responsibility of the engineer of record. 1 2LL = 25 PSF Ground Snow (Pg) f -x' Design assumes shear panel to align with verticals DLIMITED 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. ,-' •) 44x4 to I I M-4x' li so 0 0 1 t /' thin///hitt 3 5 M-4x6 I IM-4x4 � p RO Ft y y � e, 1-10-04 GIN /$� � /9 0 4, cr- 89200PE <' JOB NAME : POLYGON 8056—A — BP5 —; �: .— Scale: 0.9081 WARNINGS: GENERAL NOTES, unless omarwlae noted: +�}� OREGON A� �vle a 1.Builder and erection=tractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7 40 Truss: B P 5 and Warnings before construction commenoea binding component Applicability of design parameters and proper0 .tt �0 2.2x4 compresslon web bracing must be installed where shown n. incorporation W component h Me responsibility of the bulloing designer. 14 A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom asechords to be laterally braced el /A'A^ .`_ by o the responsibility of the erector.Additional permanent bracing of T ntinc.and sheathingt 0 mc.such as ply woods heated(TC)and/or their drt length), f/b y R 11-i J continuous such as plywood aheaNlig(TC)endla drywell(BC). ^^�,��!'j 1- DATE: 8/17/2017 ow overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 5 0 4.No load should be applied o any component until after all bracing and 4.Installation of truss Is the reeponsiNllty of Me respectNe contractor. SEQ.: K 3 5 6 9 5 7 S fasteners are complete and all co time should any bads greater then 5.Design assumes susses are to be used m a non.norrosiaa environment, TRANS ID• LINK design loads be added to any component. end ere for'dry condition'of use. 5.CompuTrus has no iotrol over end assumes no responsibility for the A Darden o°bearing at all supports shown.shim or wedge if EXPIRES: 12/3112017 lebricatbn,handling.shipment and installation of components. n n Amen7.Designlatesib assumes adequate drainagefIs truss, August 1 7,201 7 8.This design is furnished subject to the Amlletlona sal twin by e.Plates shell be located on both faces of Imes,and placed so their center TPIIWfCA In BM,copies of which will be fumished upon request. 8.lines ss coincide with eine of plate tent rInes. inches. MITek USA,Inc./CotnpuTrus Software 7.6.8(10-E 10.For basic connector plate design values see E8R-1311,ESR-19913(Welt) 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 #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 'COND. 3: 250.00 PLF SEISMIC LOAD. I WEBS: 2x9 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. LL = 25 PSF Ground Snow (Pg) /— 1 2 --! 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. ro i1 M-3x4 ro ,� M-3x4 i I 1 N 0 4 0 r r I I I I X— ///////////// 3 5 .Th-4x4 M-3x4 lit0 PR QF 1-10-04 ��,��GINE`cS' �S��. 89200PE fir' JOB NAME : POLYGON 8056—A — iBP6 � _ Scale: 0.5014 =n WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end erection contractor ah Id be advised of e11 General Notes 1.This design le based only upon the parameters shown and Is for an IndividualOREGON D• % Truss: B P 6 and warnings before construction antes. building component Applicability of design parameters and proper %,[j '�� 2 2 4 compresabn web bredng mu be installed where shown+. incorporation of component is the responsibility of the buoMing designer. �/0 -T Jr y A Q 3.Additional temporary bracing to 1 re stability during construction 2.Design assumes me lop and bottom chorda c be marshy braced al M f Y by b the responsibility of the erector. dItlonal permanent bredng of continuous nrino.and at 10 hin.sndr as respectively unless braced(TC)and/or their lengthl)B). [:./r RIO- DATE: 8/17/2017 the overall structure is the re 6 of the building designer. 25 impact ac t sheathing such lb plywood requirede sheatwhere s arms drywall(ec>. [� spore M kg g 3.25 Impad bridging or lateral bracing shown++ SE K3 5 6 9 5 7 6 4.No load should be applied to any mooned tend atter at bracing and 4.Installation of was is me responsibility of the respective contractor. Q'' fasteners ere complete and et not should any loads greater than s.Design assumes trusses are to be used in a non-corrosive environment, design loads be appose to any wroporrem. and are for•dry condiSon.or use. TRANS ID: LINK 5.Cornwallis has nocontrol over arid assumes noresponsibility for me fi.Dealgnaeaumeafullbeadngai esupponeahown.ShimorwedBelt EXPIRES: 12/31/2017 fabrication,handli shipment components. eaary. ng, smedand Me 7.plaice assumes adequate drainage Ioprovided.ss, August 17,2017 8.This design N furnished subject to Me limllesona set forth by B.Plalas shall be totaled on both faces of Was,and placed so meir tenet g TPIIWTCA In SCSI,copies of which will be furnished upon request. lines adndde with joint center lines. B.Digits indicate slue of plata In inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1963(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF d13BTR LOAD DURATION INCREASE = 1.15 1-2=(-397) 348 3-9=(-447) 447 3-1=(-1688) 1670 4-2=(-254) 233 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 1-9=(-1505) 1504 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 12 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 0= 12"00. UON. 12.00 7 DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -1660/ 1706V -464/ 464H 5.50" 2.73 KDDF ( 625) TOTAL LOAD= 42.0 PSF 1'- 10.3" -1656/ 1711V -464/ 464H 5.50" 2.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I M-1.5X3 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL = -0.007" @ 1'- 3.0" Allowed = 0.109" -/ MAX TC PANEL TL DEFL = -0.007" @ 1'- 2.3" Allowed= 0.163" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL - 0.001" @ 1'- 6.8" ICONS. 3: 250.00 PLF SEISMIC LOAD. </M-4x4/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, IF End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. .U+ I 0 0 P Imp-■ 3 �4 M-3x4 :A4-4x4 tiV) pRpFFss ), y �� GINE�q /��y� 1-10-04 "Y ,�.. 89200PE �<' JOB NAME : POLYGON 8056-A - BP7 Scale: 0.5967 -MI. i� y. . WARNINGS. GENERAL NOTES, unless otherwise noted: Gy, Truss: B P 7 1.Builder end erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an Indhiduel 'y OREGON <C/ end Warnings before construction commences. budding component Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. "a�1Y 14 20 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at -7 4' ex�y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and e110'o.c.respect pry unless ealhin throughout their length by `_ DATE: 8/17/2017 the overall structure Is the responsibility of the buddingdeal continuous sheathing such as plywood sheaming(TC)andfor drywan(BC). 4 f�1!}n t\ ` designer. 3.25 Impact bdtlgln eor lateral bracing required where shown++ {'1 Fl 1 l�v SEQ.: K3 5 6 9 5 7 7 4.No bad should be applied to any component until after all bracing and 4.Inetatiatbn of truss Is the responsibility of the respective convector. fasteners are complete and el no time should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for..dry condition.of use. s.CompuTne has no control over and assumes no responsibility forme 8.Daeaesum lgn assumes full bearing at all supports shown.Shim or wedge H EXPIRES 12/31/2017 fabrication,handling,shipment and Installation of components. ewy 7.Platassumesadequatedrainageistoes, August 17,20 17 5.This design is furnished subject to me 11 be furnished sal(oda by 8.Plates shall be located on both laces of truss,end placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. Wok USA,Inc./CpmpUTma Software 7.6.8(1 L}E 9.Digits indicate she of plate in Inches. 10.For basic connector plate design values sea ESR-1311,ESR-1988(MRak) • 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. I TC: 2x6 KDDF #15BTR LOAD DURATION INCREASE = 1.15 ICOND. 3: 250.00 PLF SEISMIC LOAD. WE: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Note:Truss design requires continuous WEBS: 204 KDDF STAND LOADING bearing wall for entire span U TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form 12 TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is 12.00 V' the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals M-1.5x3 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 2 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-3x4 1151 f- 40*0 .a 1 0 1 m r+ ILI t9-3x9 M-3x4 11111111111 1\ ME mm tmwmimimimimm 3 M-3x41, P re OD M-3x4 <(.. ' (t61 y y � E 0 ,1, 1-10-09 � - CC 89200PE N JOB NAME : POLYGON 8056-A - BP8Scale: 0.9434 = ' .. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON h �4, 1 Builder and erection contractor should be advised of all General Notes 7.This design Is based only upon the parameters shorn and Is for an individual Truss: BP8 and Warnings before construction commences. building component.Applicability of design parameters and proper %%% }/ (� 4 2.204 compression web bracing must be installed where shown,. Incorporation of component N the responsibility of the building designer. G<0 '9+ 14 (:�. (y, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom cholla to be laterally braced at l'7.L_ le the responsibility t the erector.Additional t brad f 2'o.c.and at 1 f o.c.respectively unless braced throughout their length by •Vf - n t \ v pon ty o permanent ng o continuous sheathing such as plywood sheathing(TC)and/or erywel9BC). ,�l lei Lk' DATE: 8/17/2017 the overall structure is the resporieiNlity of the building designer. 3.2z Impact bridging or lateral bracing required where shown+, SEK 3 5 6 9 5 7 8 4.No bad should be applied b any.component until after all bresbq and 4.Installation of truss Ie be rasponstOnty of the respective contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, assign bass be applied to any NmponenI and are for`dry condition.'or use. �y n } (� TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12131/?1117 • 5.CompuTrus has no control over grad assumes m responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 6.This design is furnished subject In the limitations set IoM by 8.Plates shell be located on both faces of buss,end pieced so their center TPI/WTCA In SCSI,copies of which will be furnlehed span request. e.IlinacDigit�ncide size o plctith joint e tmlines. • MITek USA,Ino./CompuTrue Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.I TC: 2x4 KDDF 91613TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. 1 WEBS: 2x9 KDDF STAND LOADING Note:Truss design requires continuous TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF bearing wall for entire span UON. BC LATERAL SUPPORT <= 12"01. 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-404 where shown; Jts:1-414 5 the responsibilityof the en engineer of record.2 -/ LL - 25 PSF Ground Snow (Pg) Design assumes shear --- I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9 panel to align with verticals 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. i 6 m 1 1 m 0 41 1 m ro I 1 __ ///////////// -' 3 5 y 1-10-04 y '<( .13PRQpF. S�5 NG1NE.c,9 /0 c_, 2 �" 17 89200PE r" JOB NAME : POLYGON 8056-A - BP9i/..--7- �� Scale: 0.4666 •g�• 1 `i. 110 WARNINGS: GENERAL NOTES, unless otherwise noted: O N 1.Builder and erection oo,tractor should be adWAed of all General Notes 1.This design Is based only upon the parameters shown and is for an hMMdual / (.7 h Truss: BP9 and Warnings before concoction commences building component Applicability of design par.melere and proper #/ N 2.2s4 compression web bradng must be Installed where shown« Incoryorailon of component la the responsibility al the building dealgner. //y y/ -14 O� �4� 3.Addlibnal temporary bracing io Insure etabillly during conarracthon 2.Design assumes the top and bottom chorda to be laterally braced el [./ V N the responsibility of the erector.Additional permanent bracing of 2'o.a and x110'o.c.respectively unless braced)TC)an til Shelf length by ��]�� IO- DATE: 8/17/2017 continuous aneangng such as plywood sheathing(TO)and/or drywell(BC). "{' the overall sill lure h the responsibility of the bulWlng designer. 3.20 Impact bridging or lateral breckm required where shown•s SEQ.: K 3 5 6 9 5 7 9 4.No load should be applied to any component until alter all bracing and 4.Installation of truss h the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for Mry condition.of use. 5.compuTrus hes no control over and assumes no responsibai y for the 8.Design assumes full bearing at ell supports shown.Shim or wedge If EXPIRES: 17/3-1/2017 7/x31/2017 fabrication,handling.shipment and installation of components, neeeacary. / s7 L 41 7.PlatShall b ea adequate drainage lwruss,d. end 1 7,21 7 5.This design is furnished salted to the limitations set forth by 6.Plates snag be Matted on both faces of was,and gacea as their center TPIIWTGA In SCSI.copies of which x411 be furnished upon request, linea coincide with joint center lines. MiTek USA,IncJCom UTN9 Software 7.8.8 1 E 9.Digits indicate she of plate In Inches. P (L)• io.For bask connector plate design values see ESR-1311,ESR-1958(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 29 "oc spacing. I TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 'COND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x4 ROOF 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"00. UON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD = 92.0 PSF the structural system for imposed seismic loading is M-3x4 where shown; Jts:l-6 1 2 the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals I- - 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 lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. .-I I I '-I I I I 5 1 /- ///////////// --/ 3 5 • • J' y t.0 PRppb 1-10-09 �csG1NE& 67/''.0........„ �" �� cr" 89200PE v-- JOB JOB NAME : POLYGON 8056—A — BP10 -141111P.41000:1 1 �'0.7 ; Scale: 0.5530 WARNINGS: GENERAL NOTES, unless otherwise noted. OR Cl7©IV /u 1.Builder and erection contractor should be advised of an General Notes 1.This design le based only upon the parameters shown and Is bran individual y Da v Truss: B P 10 and Warnings before construction commences building component Applicability of design parameters and proper GAG .7'44' A 2(y` 4� • 2.244 compression web bradng must be Installed where shown incorporation of component is Me responsibility of the building designer. _714 U 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the tap and bosom chortle b be laterally braced at �A ('1 Is the responsibility of the erecta.Additional permanent bradsg of 2'cc and x170'o.c respectively unless braced throughout their length by '"7 l•"a.4 R'�� To, continuous sheathing such as plywood cited ing(TC)and/or drywall(BC). 4(,.�.(*'� DATE: 8/17/2017 the overall structure is the respone'dilly of the building designer. 3.2x impact bridging or lateral bracing required where shown 0 w 4.No rasped'''.ad should be applied to any nomponent until after all bracing and 4.Installation o1 truss is the responsibility of the rasped'''.contractor. SEQ.: K3 5 6 9 5 8 0 fasteners are complete and at no Ilma should any toads greater than 5.Design assumes loiases are to be used in a non-oormsla environment, TRANS I D. LINK design bads be applied to any calnponent. end are sassor t nalWn or use. 5.CompuTms has no control over and assumes no responsibility for the 8.Desitin ewmas full bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2017 as; ++.I7 .t fabrication, sfurnis shipment tla the os wt fotheyts. 1.Pedgn assumes adequate oface is truss. August I/,20 17 • B.This design is furnished subject b db limitations set root by e.Ptatea ensu be located on both faces or wee.and pease so their comer TPI/WTCA In SCSI.coplee of which will be furnished upon request lines caindde with Joint canter lines. H.Digits Indicate size of plate in inches. Wel,USA,Inn./CanlpuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 1'— 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" 0.0. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 204 KDDF STAND LOADING Note:Truss design requires continuous bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF All connections and attachments of components to form TOTAL LOAD= 42.0 PSF the structural system for imposed seismic loading is =M-9x9 M-3x9 the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) 1 2 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 10PSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. u7I 1 1'1-4x4 `^ ti ti ti P I ti M-9x44 1 1 I o I I o c!D1 co 1- I I __ 3 5 =M-4x4 M-3x9 y y t�°© PROFEs 1-10-04 c::;•.. t;l GINJE s/� ,....„s_144 II 892OOPE s"" JOB NAME : POLYGON 8056—A — BP11 Scale: 0.4635 ./1'1' 400. WARNINGS: GENERAL NOTES, unless otherwise noted: "y� OREGON 4,Truss: B P 11 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an IndNIdual s� and Warnings before construction commences. building component.Applicability of design parameters and proper b M �f 14 2P� P4 2 2x1 compression web bradng must be installed where shown+ Incorporation of component e responsibility of the building designer. I/1 '7 y/ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced et V le the responsibility permanent bracing 2'on.and at 10 o c.sash a ply unless braced throughout heir length by R �� puna ty of the erector.Additionalt1 or commnuous sheathing such as plywood sheathing(TC)anwor drywall(BC). DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ SEQ. : K 3 5 6 9 5 81 4.No load should be applied to any component until after all bracing end e.Installation of truss is the reaponeiNlily of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for`dry contlitlon•of use. 5.ConpuTrva has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports Mown.Shim or wedge I( EXPIRES: 12/31/2017 2/r31/20.1 7 fabrication,handling.shipment and installation of components. 7.Design ssumes adequate drainage is provided. August 17,2017 L1a71 LU 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA M SCSI,copies of which will be furnished upon request lines ooindde with Joint center Anes. u7rus Software 28.8(1 L E 9.Diggs indicate sloe of plate In Inches. MiTek USA,Inc./Com p )' 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 6-03-12 GIRDER SUPPORTING 14-10-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x6 KDDF #1&BTR 6-03-12 GIRDER SUPPORTING 27-10-00 ON TC 1-2=(-112) 160 4-5=(-256) 744 1-4=( -824) 202 2-6=(-1706) 482 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-112) 160 5-6=(-256) 744 4-2=(-1706) 484 6-3=( -824) 202 WEBS: 2x4 KDDF STAND 5-2=( -150) 882 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 3.8" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 160.4)+DL( 129.1)- 289.5 PLF 0'- 0.0" TO 6'- 3.8" V 0'- 0.0" -713/ 2828V -198/ 198H 5.50" 4.52 KDDF ( 625) ( 2 ) complete trusses required. TC UNIF LL( 322.9)+DL( 219.6)= 542.5 PLF 0'- 0.0" TO 6'- 3.8" V 6'- 3.8" -713/ 2828V 0/ OH 5.50" 4.52 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. ) \AI 8" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. /X\/X\ 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.008" @ 3'- 1.9" Allowed= 0.270" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.014" @ 3'- 1.9" Allowed= 0.360" ** For hanger specs. - See approved plans SEASONED LUMBER IN DRY SERVICE CONDITIONS • 3-01-14 3-01-14 MAX HORIZ. LL DEFL = -0.001" @ 6'- 0.2" I ' '1 MAX HORIZ. TL DEFL = 0.002" @ 6'- 0.2" M-3x6 .. M-8x8 M-3x6 Design conforms to main windforce-resisting 1 2 3 system and components and cladding criteria. f Wind: 140 mph, h-22.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, Irl It (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ILII 111111111111111111111�' load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N N O O I I l LI 1111111111111111111111111 4 ** 5 10M2N 6 M-3x4 M-1.5x3 M-3x4 k 3-01-14 y 3-01-14 y y l F'°Q PR QF6: •6-03-12 . c•' . GIN,EkkiNs 9 ts, L41 1 ,c- 89200P r- . JOB NAME : POLYGON 8056-A - BX1 ' Scale: 0.4076 Q t �' • '+4. WARNINGS GENERAL NDTES, unless otherMsa noted �! 0 sa ("�Ik i �!i • 1.Builder and erection contractor should be advised of aA General Notes 1.Tres design is based only upon the parameters shown and Is for en individual rL/ /,J v I Y h "(f Truss: BX 1 and Warnings before construction commences building component Applicability of design parameters and proper ,./.0 r /� �OAN 2.2x4 compression web bradng must be Installed where shown.. Incorporation of component Is the responsibility of the banana designer. /1 3.Additional temporary bracing to Inane stability during construction 2.Design assumes the top and bottom chords to be la crells braced at /A'� 1 4 Is the responsibility of the erector.Addllbnal permanent bracing or 2'continuous and a118'o.c. uchafirespectively unless braced TE)and/or ui their length) -/ s., �1 DATE: 8/17 2 017 gro Owren atrodare Is Ins res slot r the 2s ep ous sheathing each as plywood air eming(TC)nsndrywsll(BC). (\\\�H ',w / responsibility o building designer. 3.2x Impact bridging or lateral bracing required where shown. SEQ. : K 3 5 6 9 5 8 2 4.No load should be applied to any componentunt l after all bracing and 4.Installation Design tgtion at truss,�z.responsibility 1 o bed t aeo respective`Oe enw��environment, fasteners are complete and at no time should any mads greater than TRANS I D: LINK design mads be applied m any oo,jgion.m. a.Design for mea condition'. m beam p use. supporta shown.shim or wedge If 5.GampuTroa has no control over and assumes no responsibility for the tea,.,." ♦ I EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 7,201 7 6.This design is furnished sub)eotto the limitations set forth by 8.Plates shell be located on both faces of trues,and placed so their canter 9 TPIN7TCA in SCSI,copies of which will be furnished upon request. Anes odndde with joint center lines. 8.Digits Indicate sire of plate In inches. MITek USA,InciCompuTfus Software 7.6.8(1L}E 10.For basic connector plate design values see E6R-f311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-01-04 GIRDER SUPPORTING 9-03-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x6 KDDF #16BTR 6-01-04 GIRDER SUPPORTING 27-10-00 ON TC 1-2=(-112) 160 4-5=(-224) 602 1-4=( -796) 196 2-6=(-1430) 422 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-112) 160 5-6=(-224) 602 4-2=(-1430) 424 6-3=) -796) 196 WEBS: 2x4 KDDF STAND 5-2=( -58) 476 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50.0)+01( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 1.3" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 91.1)+DL( 82.0)= 173.1 PLF 0'- 0.0" TO 6'- 1.3" V 0'- 0.0" -614/ 2379V -198/ 1988 5.50" 3.81 KDDF ( 525) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN TC UNIF LL( 322.9)+DL( 219.6)- 542.5 PLF 0'- 0.0" TO 6'- 1.3" V 6'- 1.3" -614/ 2379V 0/ OH 5.50" 3.81 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 8" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I q (- psf) uplift at 24 "oc spacing. i 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP MAX LL DEFL = -0.006" @ 3'- 0.6" Allowed m 0.259" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.011" @ 3'- 0.6" Allowed= 0.346" 5° For hanger specs. - See approved plans SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-00-10 3-00-10 f ,r MAX HORIZ. LL DEFL - -0.001" @ 5'- 9.8" MAX HORIE. TL DEFL = 0.001" @ 5'- 9.8" M-3x6 ::M-8x8 M-3x6 Design conforms to main windforce-resisting f 1 2 3 system and components and cladding criteria. I �I��1 Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, illiVAIl W�, f��1 (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. O N O u 61111111 5 6 M-3x4 M-1.5x3 M-3x4 3-00-10 3-00-10 y01‘0 P � � ScS' 6-01-04 ,cr a- :9200P ter'" JOB NAME : POLYGON 8056-A - BX2 Scale: 0.4076 tj� /-'#�-' WARNINGS. GENERAL NOTES, unleu otherwise noted OREGON ��sR Truss: B}{z construction Builder end erection contractor should be advised of all General Notes i This design is based only upon the parameters shown and Is for an Individual and Warnings before consction commences building component Applicability of design parameters and proper Z 2x4 compression web bracing must be Installed where shown 5. incorporation of component b the responsibility of the building designer. -7 1+ 0\. 3.Additional temporary bracing to Inure stability during construction 2 Design assumes Me sop and bottom chords to be laterally braced el L./ T 7 4 'Z �p"�` Is the responsibility or the erector.Additional permanent bracing of 2'o.c.end al 10.o.c.respectively unless braced throughout Meir length by DATE: 8/17/2017 the overall structure Is the responsibility of the building dealgnec continuous sheathing such as plywood Meed h(TC)own o dryxall(BC). MSR("]{�� 4.Ne bed should be applied to3.25 Impact bridging or lateral bracing required where shown++ (Z fl 1 SEQ.: K 3 5 6 9 5 8 3 PP y component until after all bracing and 4.installation of suss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design Inds be applied to any component, and ere o dry eendmon of use. 5.CmnpuTrus has no control over and assumes no responsibility for the 6.De sign asumae full bearing at all eupporie shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. ry' .1 .1 5.This design a furnished subject to the limitations set forth by T.Plates shall adequatendrainage Is prodded. and 17r2�17 B.Plates shall be totaled on both faces of truss, placed w their center TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tinea. Wok USA,IncJCompuTrus Software 7.8.8(1L}E 9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MGM) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting 8C: 2x9 KDDF #168TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=l5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. LL - 25 PIP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall TON. 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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 6-00 T 'fT • 12 12 IIM-4x4 12.00 73 12.00 I\ /111 M 2 -/O ,r) gjIMIMIIIIMIIIIMIIIIMIMMIMIMINIMIIIIIMIIIIMIIIIMIIIIIMIINIIIME_ Lr: O 1 • M-3x4 M-3x9 • ��.tia PRQFee, 1-00 12-00 1-00 �.r�\C ,NC tNE fig f�� '" 89200PE v"" JOB NAME : POLYGON 8056—A — Cl ir.....000.;100... . �/y Scale: 0.3932 , • r�-/+ (�� "•�. WARNINGS: GENERAL NOTES, unless otherMse noted: �� OF-iGla OREGON '\� 1.Sunder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indtdual 1^ Truss: Cl and Warnings before canatructior commences. building component Applicability of design parameters and proper ryA 2P-�� 2.204 compression web bracing'mat be installed where shown�. incgrporatbn of component h Me responsibility of the bulking designer. ') 1 4 3.Additional temporary bracing to fame stability during construction 2.Design assumes the by and bottom chortle to be laterally braced at v' 1 Is IM responalbANy of Me erector,Additional permanent bracing f 2'oo.and el 10'o.c.respectively unless braced theuphoul Mab length by M.r l R 1�\ g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •P \+ DATE: 8/17/2017 the overall structure Is the respwp1bMty of the building designer. 3.Ys Impact bridging or lateral bracing required where shown+4 SE K3 5 6 9 5 8 4 4.No load should be applied to any mmponant until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no,dme should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment end are for`dry condition.of use. TRANS I D: LINK design loads be applied to any cpmponeni.5.CompuTms has no control over end assumes no responsibility for the S necei sea aeumea u l bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment arid installation of components. 7.Design assumes adequate drainage is provided. August 17,217 e.This design n furnished subject to the limitations set forth by e.Plates shell be located on both faces of toss,and placed so their center TPINRCA In SCSI.codes of which will be furnished upon request. lines coincide with Joint center vines. S.Digits indicate alas of plate In Inches. MiTek USA,lnciCompuTrua..Software 7.8.8(11)-E to.For basic connector plate design values see ESR-1311,ESR-1953(Mirex) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 .i TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-11) 301 6-3=(0) 290 • BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2-3=(-504) 108 6-4=(-11) 301 ', WEBS: 2x9 HODS' STAND 3-9=(-504) 108 1 LOADING 4-5=( 0) 80 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL= 25 PSF Ground Snow (Pg) 0'- 0.0" -86/ 618V -153/ 153H 5.50" 0.99 KDDF ( 625) 12'- 0.0" -86/ 618V 0/ OH 5.50" 0.99 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. CONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spac THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL-L/240, TL+L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed= 0.100" 6-00 6-00 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed- 0.133" T 1 - -- MAX LL DEFL = -0.002" @ 13'- 0.0" Allowed- 0.100" MAX TL DEFL - -0.003" @ 13'- 0.0" Allowed = 0.133" 12 12 MAX TC PANEL LL DEFL = 0.156" @ 8'- 9.4" Allowed ,- 0.525" 12.00 M-9x6 12.00 MAX TC PANEL TL DEFL .. 0.373" @ 8'- 9.5" Allowed = 0.787" 3 9 0" SEASONED LUMBER IN DRY SERVICE CONDITIONS 616, y MAX HORIZ. LL DEFL = 0.003" @ 11'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 11'- 6.5" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 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, Truss designed for wind loads in the plane of the truss only. m m o /111111111110 -/o v1 of 5 ��. --lo1 .5x3 M-3x4 y Y b 6-00 6-00 1 1-00 b 12-00 b 1-00 \5- .1GII E•, (9,p j� 4�' 2v ,___.4.4 ti_.. 89200PE <' JOB NAME : POLYGON 8056-A - C2j/ Scale: 0.3932 ;� ,f WARNINGS: GENERAL NOTES, unless otherwise noted: OI"5 C/�.OAI /u,. I:Builder and erection contractor should be advised of es General Notes 1.This design is based only upon the parameters shown and is for an Individual kll CC II]] �I VY *- n(✓ Truss: C2 and Warnings before construction commences. building component Applloablllty of design parameters and proper N 2.204 compression web bracing must be Installed where Mown 4-. Incorporation of component Is the responsibility of me bulldog designer. -FL 4,,,,�,1).- 1 A• 2 �"'�'_� 3.Additional temporary bracing to insure stability during construction Z.Design assumes the top and bottom chordsbraced to be laterally bread al �,/ 4 ngth by Is the responsibility of the erector.Addtgonat permanent bracing of 2'contmg.inuous end at to o.c,respectively unless bated mrough d/m, all(B). �Es s R 1 L\- conepot sheathing en suerlbas ptywg required euirewhere sows u drywell(BC). DATE: 8/17/2017 ins overall structure Is me responsibility of the building designer. 3.24 Impact bridging 0 lateral bracing requlmd where shown++ SEQ. : K3 5 6 9 5 8 5 4.No road should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. festmism are complete and at no time should any toads greater than 5,Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design loads be applied to any component. and are for dry conditionor use. 5.CompuTrus has no control over and assumes no responsibility fon be 8.Des ign assumes full beating at all supports Mown.Shim or wedge If EXPIRES: n1/a] In7T1 7 sary.um .I 1 a7 /e'U fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,20 17 B.This design is furnished subject to the limitations set IoM by 8.Fates shall be located on both faces of truss,and placed so their center 9 TPIMTCA in SCSI,copies of which will be furnished upon request. lines coindde with joint canter lines. 9.Digits Iodate size of plate In Inches. MITek USA,Ino./CompuTnls Software 7.6.8(114-E to.For basic connector plate design values see ESR-1311.ESR-1988(WA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 23°- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 1-2-(-487) 257 1-5-( -46) 289 5-2-(0) 220 2x6 KDDF 616BTR T2 SPACED 24.0" O.C. 2-3-( 0) 0 5-6=) -46) 285 BC: 2x4 KDDF #15BTR 2-4-(-496) 138 6-4-1-163) 312 WEBS: 2x4 KDDF STAND; LOADING 4-7-1 0) 0 I 2x8 KDDF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF I DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -119/ 540V -149/ 87H 5.50" 0.86 KDDF ( 625) 11'- 3.5" -376/ 357V 0/ OH 134.50" 0.57 KDDF ( 625) NOTE: 204 BRACING AT 24" OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 9.6" -83/ 345V 0/ OH 134.50" 0.55 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 16'- 1.0" -8/ 16V 0/ OH 0.00" 0.00 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PDF. Full height blocking is required at right bearing M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 Unbalanced live loads have been MAX LL DEFL= 0.000" @ 0'- -3.0" Allowed = 0.100" considered for this design. 11-01-08 12-04-08 MAX TL DEFL= 0.000" @ 0'- -3.0" Allowed= 0.133" T 0 f MAX TC PANEL LL DEFL= -0.053" @ 2'- 8.6" Allowed = 0.466" 5-09-11 5-03-13 12-04-08 MAX TC PANEL TL DEFL- 0.106" @ 8'- 9.8" Allowed = 0.790" f f i:M-,.Ay4+,( SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 3 MAX HORIZ. LL DEFL = 0.003" @ 16'- 1.0" �� MAX HORIZ. TL DEFL = 0.004" @ 16'- 1.0" 12.00 V' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. m o Design conforms to main windforce-resisting ,i1 system and components and cladding criteria. 0 ut Wind: 140 mph, h=l6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 load duration factor=l.6, M-4x6 Truss designed for wind loads in the plane of the truss only. �� M-2.5x9 or equal at non-structural diagonal inlets. Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. A IL - - 1m [ s N ftM o M-4x4 M-3x6 t -4x9 Pp V Q1LM 3x4+(S) 0 5GINEF `96)., 4,<<-, / / / / y 5-09 5-06-08 4-09-08 6-05 C . � b l ��" � 89200PE <' 16-01 Ap JOB NAME : POLYGON 8056-A - Dl /�' cr Scale: 0.2327 OREGON �1J WARNINGS: GENERAL NOTES, unless othwwlse noted. I/ "199 OREGON VA `� 1.Builder end erection contractor shculd be advised of Cl General Notes 1.Thu designs based only upon the parameters shown end is for an individual I- 4, '.7 A 0\ �-Mw Truss: D1 and waminga before construction)ommences. building component.Applicability of design parameters and proper Q 1[} L »\ 2.2s4 compression web bracing must be installed where shown+. incorporation of component la the responsibility of Na building tlealgrror. /�'s J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chorda to be laterally braced et iii ii R 1 Is the responsibility f the erector.``,,tlilbnel permanent bracing of con a end et 10'o.c.respectively unless braced throughout their length by !'�fl l+ ty° T" continuous sheathing such as plywood sheet whereC)and/or 5rywall(BC). DATE: 8/17/2017 the overall structure ure is the responslbilty of the building designer. 2x impact bridging bridging or lateral bracing required shown s 5 S E K 3 5 6 9 5 8 6 4.Ne wad should be applied m any domponent until atter an bracing and 4.Installation of Imes Is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used inc nomcensslve environment, EXPIRES:' 12/3112017 TRANS I D: LINK design bads be applied to any component. and are for'dry condition"of use. 5.CornpuTn s has no control over arid assumes no responsibility to the S Design assumes ull bei ng at all suppo s shown.Shim or edge R August 17,2017 n.fabrication,handling.shipment and Inaleatlon of components. cea�e 7.Plate mea adequate both is provided. and This design is famished subject to be limitations set forth by B.Plates shallbe located on bath faces of Wes,and placed so ihNr center TPIANTCA In SCSI,copies of which will be furnished upon request. linea ccindde with joint center tines. 9.Digits indicate sue of plata in Inches. MiTek USA,Inc./CompuTrus Software+7.6.8-SP2(iL)-E 10.For basic connector plate design values see EBR-1311 ESR-1998(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/ODF/Cq-1.00 TC: 2x4 KDDF A1&BTR LOAD DURATION INCREASE - 1.15 1- 2=1-478) 117 1- 7-(-131) 385 7- 2=( 0) 272 BC: 2x4 KDDF N16HTR SPACED 24.0" O.C. 2- 3-(-123) 168 7- 8=1-132) 383 2- 8-1-492) 278 WEBS: 2x4 KDDF STAND; 3- 4=( -62) 156 8- 9-( -50) 211 3- 8-(-337) 99 2x4 DF STAND A; LOADING 4- 5-(-410) 116 9- 5-( -49) 212 8- 4=(-427) 285 2x6 DF SS B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-( 0) 80 4- 9-( 0) 233 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA LL= 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -78/ 468V -287/ 281H 5.50" 0.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 6.2" -164/ 988V 0/ OH 5.50" 1.58 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 6.0" -77/ 566V 0/ OH 5.50" 0.91 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:1,8,51 11-01-08 11-04-08 ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I f '1 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11 5-02-08 5-07-04 5-09-04 MAX LL DEFL = -0.002" @ 23'- 6.0" Allowed = 0.100" T T ' ' ' MAX TL DEFL = -0.003" @ 23'- 6.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.017" @ 2'- 8.6" Allowed= 0.484" 12 M-4x6 12 MAX TC PANEL TL DEFL = 0.082" @ 2'- 8.5" Allowed= 0.726" 12.00 F N 12.00 MAX TC PANEL LL DEFL= -0.046" @ 13'- 6.4" Allowed= 0.504" 4.0" MAX TC PANEL TL DEFL= 0.079" @ 13'- 6.4" Allowed= 0.757" 3 4.7! SEASONED LUMBER IN DRY SERVICE CONDITIONS L MAX HORIZ. LL DEFL = 0.006" @ 22'- 0.5" MAX HORIZ. TL DEFL= 0.008" @ 22'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-16ft, TCDL-4,2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads M-3x44111111 111111111111 in the plane of the truss only. 2 M-3x4 1 1 ** 7 8" 9 to M-4x4 M-1.5x3 0.25" M-1.5x3 \\M-4x41 o M-5x8(5) ,%,:?• ^C) PRQp. s * * * * > ti5 NGIIVEG-.19 /� 5-09-04 5-09 5-04-04 5-07-08 i(. R 1� b l b ,,24 22-06 1-or0 Z9200P t'' JOB NAME : POLYGON 8056-A D2011110 ;; [} Scale: 0.2347 +�} OREGON ` , WARNINGS: GENERAL NOTES, unless othemiee noted: /.. 1f_OREGON'�YA\* �A4,, 1 Builder and erection contractor should be edWsed of all General Notes 1.This design Is based only upon the parameters shown and is for en Mdtdual L///r`•4�,�}' N Truss: D2 and warnings before construction commences. building component Applicability of design parameters end proper [/ -T1 4Q. 2.2x9 compression web bracing mull be Metalled where shown*. Incorporation of component b the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction Z.Design assumes the by and bollen chorda to be laterally braced al 4 RIO-1 l•• Is the responsibility of the erector.Additional permanent bredrg of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 1-1 continuous sheathing such as plywood sheathing(TC) drywall(BC). DATE: 8/17/2017 Ne were!!atnrdore is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shownson it + SEQ.: K3 5 6 9 5 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reepecllve contractor. faetenen are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a rronsorroalve environment. EXPIRES: 12/31 /2017 1 TRANS ID: LINK design loads be applied to any component and are for gondnwn^due.. 5.CompuTrua hes no control over and assumes no responsibility m fore S Design assumes full bearing at A supports shown.Shim or wedge if febrkation,handling,shipment and installation of components. cone . August 17,2017 T.Pettit nee adequatedrainage to provided. S.This doelgn Is lumiahed subject to the limitations set forth by B.Plates shall be located on baatruss,faces of irusa,and placed so their center TPI(TCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center dries. 9.Digits indicate size of plate in inches. MiTek USA,Ino/CompuTrus Software+7.6.8-SP2(IL)-E 10,For hello connector plate design values see EBR-1311,ESR-1998(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 2-06-00 GIRDER SUPPORTING 9-03-08 FROM 0-00-00 TO 6-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR 22 06-00 GIRDER SUPPORTING 14-00-00 FROM 13-00-00 TO 22-00-00 1- 2=(-1478) 244 1- 6=(-228) 920 1- 2=(-1478) 244 4- 8=(-178) 1148 BC: 2x8 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -90) 324 6- 7=(-226) 906 6- 2=) -356) 1934 !. WEBS: 2x4 KDDF STAND 3- 4=( -54) 364 7- 8=( -56) 544 2- 7=(-1582) 492 I LOADING 4- 5=( -902) 124 8- 5=( -54) 552 3- 7=( -618) 86 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 7- 4=(-1084) 378 BC LATERAL SUPPORT <= 12"OC. UON. TC UNI: LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 22'- 6.0" V BC UNI: LL( 91.1)+DL( 82.0)- 173.1 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA ( 2 ) complete trusses required. BC UNI: LL( 0.0)+DL( 20.0)= 20.0 PLF 6'- 0.0" TO 22'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN BC UNI: LL( 150.0)+DL( 102.0)- 252.0 PLF 13'- 0.0" TO 22'- 0.0" V 0'- 0.0" -256/ 1542V -279/ 2798 5.50" 2.47 KDDF ( 625) nails staggered: 11'- 6.2" -1504/ 6362V 0/ OH 5.50" 10.18 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, ADDL. BC CONC LL+DL= 355.0 LBS @ 7'- 0.0" 22'- 6.0" -220/ 1408V 0/ OH 5.50" 2.25 KDDF ( 625) 9" oc in 2 row(s) throughout 2x8 bottom chords, ADDL. BC CONC LL+SL= 1940.0 LBS @ 9'- 0.0" 9" oc in 1 row(s) throughout 2x4 webs. ADDL. BC CONC LL+DL= 1940.0 LBS @ 11'- 0.0" (PROVIDE FULL BEARING;Jts:1,7,51 ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 ALL CONCENTRATED LOADS REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MUST BE EQUALLY DISTRIBUTED MAX LL DEFL = 0.010^ @ 5'- 10.4" Allowed = 0.542" TO EACH PLY OF THE TRUSS. BOTTOM CHECKED FOR LIVE LOAD. TOP MAX TL DEFL = -0.021" @ 5'- 10.4" Allowed = 0.722" AND BOTTOMTOM CHORD LIVE LOADSDS ACT NON-CONCURRENTLY. 1 MAX LL DEFL = -0.010" @ 16'- 9.4" Allowed = 0.515" MAX TC PANEL TL DEFL = 0.021" @ 13'- 5.9" Allowed = 0.743" SEASONED LUMBER IN DRY SERVICE CONDITIONS • 11-01-08 1 11-04-08 MAX HORIZ. LL DEFL = -0.002" @ 22'- 0.5" '� MAX HORIZ. TL DEFL = 0.005" @ 22'- 0.5" 6-00-02 5-01-06 5-06-02 5-10-06 T T 1 ' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 12.00 7 N 12.00 Wind: 140 mph, h=22.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3. , M-3x122 M-3x6 .41111 M-1.5x3 M-5x16 o '/ H o o 1,*+ 6 T 73 8 5 I M-8x14 M-3x8 0.25" M-1.5x3 1 0 0 M-10x10(S) o RPROFL, , +355# +1940#+1940# < 4:6is y y y . �N f 5-10-06 5-07-14 5-03-02 5-08-10 rT ,.. a90 4, y - I22-06 89200PE JOB NAME : POLYGON 8056-A -. D3 ,r /..�! ' Scale: 0.1874 10 • .011111P..• Cr WARNINGS: GENERAL NOTES, unleseothensae noted: OREGON 1.Builder end erection contractor should be adNeed of all General Notes 1.This design is based onN upon the parameter.shown and le for an individual -/ tx Truss: D 3 and Warnings before construction commences. bulking component.Applicability of design parameters and proper GAO %tl ��N 4� 2.2x4 compreaakn web bracing must be Installed where shown+. incorporation of component h the responsibility of the building designer. _714 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords b be laterally braced el RP is Me reeponsiblAty of the erecta.Additional permanent bracing of Y continuous ou at 10'e.c.such a pNely woods braced core)anal their tenger by 4// .• s,,, �` DATE: 8/17/2017 IM overall structure is the reb f the building deal nor. connnuoaa.neamkg each as plywood sheathing(TC)arldlw aryweu(Bc). K �.+. sports N o e s 3.2x Impact bridging or lateral bracing required where shown++ SE K3 5 6 9 5 8 8 4.No bad should be applied to any component until after all bracing and 4.Installation of buss Is me responsibility of the respective contractor. 4'' fasteners are complete end at nonn.should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive enNmnmenl, design loads be applied to any tocol ppnerat and are for*dry condition'of use. TRANS ID: LINK 6.Design assumes fullbearing atall supports shown.Shim°rwedge If EXPIRES;' 12/31/2017 5.CompuTlua has no control over a assumes no responsibility for the necessary. fabrication,handling,shipments installation of components. 7.Design assumes adequate drelnege is provided. August 17,2017 6.This design A furnished subject to me limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIIWTCA in SCSI,copies of whl sal be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate Moe of plate In inches. MiTek USA,Inc.(CompuTms Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF d1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -398) 110 11-13=( -6) 22 11- 1=( -664) 144 5-17=(-1636) 390 BC: 2x6 KDDF #1&BTR SPACED 24.0. O.C. 2- 3=( -402) 110 12-14=( -174) 122 11-12=( -160) 160 17- 6=1-6602) 1184 WEBS: 2x4 RODE STAND 3- 4=( -604) 3370 14-15=( -174) 122 1-12=) -156) 732 6-18=1 -306) 2276 LOADING 4- 5=) -602) 3354 16-17=( -72) 12 13-12=( 0) 66 18- 7=1-2908) 570 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -716) 3856 17-18=( -380) 1974 12- 2=1 -742) 192 7-19=1 -78) 894 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-2928) 532 18-19=( -972) 5284 12- 3-1 -154) 644 19- 8=( -310) 132 TOTAL LOAD= 42.0 PSF 7- 8=1-5876) 1044 19-20=(-1112) 6086 14- 3=( 0) 490 8-20=(-1346) 294 M-1.5x3 where shown; Jts:2,4,10,13-14,16 8- 9-1-4996) 890 20-21=( -818) 4428 3-15=(-3574) 642 20- 9=( -134) 1366 ( 2 ) complete trusses required. LL = 25 PSF Ground Snow )Pg) 9-10=) -50) 60 16-15=( -222) 20 9-21=(-5058) 908 Attach 2 plyADDL: TC UNIF LL+DL= 96.0 PIE 0'- 0.0" TO 49'- 1.5" V 15- 4=) -430) 114 21-10=( -466) 122 with 3•'x.131 DIA GUN ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 49'- 1.5" V 15- 5=) -190) 842 -Ij nails staggered: 9. 15-17-(-3908) 730 oc in 2 row(s) throughout 2x6 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 2 row(s) throughout 2x6 bottom chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9" c in 1 row(s) throughout 2x4 webs. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -140/ 735V -98/ 98H 4.00" 1.18 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 10.3" -1156/ 6510V 0/ OH 5.50" 9.75 KDDF ( 625) 49'- 1.5" -539/ 3071V 0/ OH 5.50" 4.91 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:11,17,211 1COND. 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= 0.009" @ 8'- 0.8" Allowed = 0.765" MAX TL DEFL - -0.020" @ 8'- 0.8" Allowed = 1.019" MAX LL DEFL = 0.106" @ 32'- 5.0" Allowed = 1.629" MAX TL DEFL = -0.252" @ 32'- 5.0" Allowed - 2.172" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.023" @ 48'- 10.0" MAX HORIZ. TL DEFL = 0.053" @ 48'- 10.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2-02-04 5-10-08 5-10-08 1-09-04 6-10-05 6-06-13 6-06-13 6-06-13 6-10-05 '1 T -1 T T T T T T T M-7x6(S) M-7x6(S) M-3x4 M-4x8 0.25" M-4x8 0.25" M-3x4 M-3x8 1 2 3 4 5 ), 67 B 9 10 • alfa h1.' y -. cm �..,12 19 41„tot k4161 ,14% . 1 I V� 15 '! = 11 13 0 0 16 17 18 19 20 71i,(217/M-3x4 0l I4-M-8x8 M-5x12 TM-4x4 0.25" M-3x4 M-3x8 =M-8x8 M-7x6($) D P R W b ), y l b 1 l b ). .0 r fl1 1 ,rFO 2-02-04 5-10-08 5-10-08 y1-11 8-04-04 8-02-08 8-02-08 8-06 C\ GIN s/ 2-04 11-05-08 35-04 l '' �p'N r� y� F,c� O1- y 49-01-08 y 89200PE �. JOB NAME : POLYGON 8056-A - El `A4 �/ Scale: 0.1377 yc y'� .. 10 WARMIHUS: O. hRALNOTs b unlesso the aramete 171,_ w 0RG�ON ��... Truss: E�. 1.Sunder and eredlon contractor should be commences. of all General Notes 1.This design Is based only upon the parameters en ehavn and la forproper en IndMduel t� and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x1 compression web bracing meal be installed where shown.. incorporation of component is the responslb#lty of the bulking designer. �O 'T/ 1 4 2,��4 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bosom chorda to be laterally braced at i 7 G Is the responeibNlty of me erector.Additional permanent bracing or 2 o.e.and et 10 o e.reaphc mond braced ihrouphaW Hieb length by /,�z"„ �� DATE: 8/17/2017 ins overall structure la the responsibility of 0e building deal continuous sheathing such es plywood aheething(TC)and/or drywell(BO). -•{E* g gner. 3.2.Impact bridging or lateral bredng required where shown** SEQ.: K 3 5 6 9 5 8 9 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is be responsibility of the respective contractor. fasteners ere complete and at no lime should any loads greeter than 5.Dslgn assumes tnases are to be used In a noncorrosive enNronment TRANS I D• LINK design loads be applied to any componentend are for dry condition.a use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes b0 bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. necessary. 7.8.This design b furnished subject to the limitations set forth by 8.Platesshallbe locaassumes tedonfacesage lof Bus se,eand placed so their center d. August 17,2017 TPI'TCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center tines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./ColnpuTrus Software 7.6.8(1 L}E 10.For basic conneclon plate design values see ES11-1311,ESR-1988(MITek) ( • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( -123) 132 10-12=( -6) 7 10- 1=( -243) 103 19-16=(-1079) 391 BC: 2x9 KDDF N1bBTR SPACED 24.0" O.C. 2- 3=( -124) 133 11-13=(-207) 195 10-11=( -251) 261 5-16=( -904) 474 WEBS: 2x9 KDDF STAND 3- 4=( -289) 892 13-19=)-207) 195 1-11=( -94) 234 16- 6=1-2189) 669 LOADING 4- 5=( -290) 892 15-16=1 -5) 3 12-11=( 0) 37 17- 6=( 0) 338 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -379) 1097 16-17=(-279) 805 11- 2=( -286) 173 6-18=( -275) 919 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1559) 575 17-18=(-279) 805 11- 3=( -161) 268 18- 7=1 -365) 250 TOTAL LOAD= 42.0 PSF 7- 8=(-1350) 504 18-19=(-518) 1539 13- 3=( 0) 291 7-19=) -272) 101 M-1.5x3 where shown; Jts:2,4,9,12-13,15,17 8- 9=( -87) 95 19-20=(-453) 1307 3-14=(-1095) 394 19- 8=( 0) 462 LL= 25 PSF Ground Snow (Pg) 15-14=( -65) 0 8-20=(-1607) 504 ** For hanger specs. - See approved plans • 19- 4=( -99) 64 20- 9=( -217) 129 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 14- 5=( -231) 973 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" -57/ 271V -155/ 155H 4.00" 0.43 KDDF ( 625) 15'- 10.3" -311/ 26380 0/ OH 5.50" 3.95 KDDF ( 625) 49'- 1.5" -146/ 1218V 0/ OH 5.50" 1.95 KDDF ( 625) (PROVIDE FULL BEARING;Jts:10,16,20I ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc sPacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.011" @ 8'- 0.8" Allowed- 0.765" MAX TL DEFL - -0.016" @ 8'- 0.8" Allowed - 1.019" MAX LL DEFL = -0.084" @ 32'- 6.8" Allowed = 1.629" MAX TL DEFL= -0.140" @ 32'- 6.8" Allowed= 2.172" • SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.031" @ 48'- 10.0" MAX HORIZ. TL DEFL = 0.046" @ 48'- 10.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All 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 2-02-04 5-10-08 5-10-08 1-09-04 8-05-02 8-05-02 8-03-06 8-03-06 in the plane of the truss only. I T T I T I I T I M-7x6(S) M-7x6(5) M-3x4 M-3x8 0.25" M-36x12 y.25" -M-4x49 9 1 2 3 4 5 y7 a . a • r o + + + of o 0 0 I I to to ill I 13 i- �19s e 10 y' 12 0 0 15 116 M- 17 2 18 19 *'g 0� M-3x4 I I M-5x8 M-3x12 0.25" 3x4 =M-4x4 M-5x8 0 M-5x6(S) s G*' PRCtfi , ). 1 ), . b b b ), wy<C t FSiS3 2-02-04 5-10-08 5-10-08 1-11 8-03-06 8-01-10 8-03-06 8-06-14 y �Gj ! G1Nr &'. /�A� y2-04 y 11-05-08 y 35-04 4 89200PE "�40 .7 b 49-01-08 / JOB NAME : POLYGON 8056-A - E2 � .1--.-� Scale: 0.1377 L� WARNINGS: GENERAL NOTES, unless otherwise noted( OREGON tx �`�/We � 1.adder and erection conlredor should be advised of aN General Notes 1.This design S based only upon me parameters shown and is for an Individual / /1 A Truss• E2 and Warnings before construction commences building component Applicability 01 design parameters and proper irQ( �{�\ �� • 2.204 compression web bredng must be Medalled where shown*. Incorporation of component te the responsibility of me building designer. L<O •T 14 `) 3.Additional temporary bracing to insure stability during construction 2.Design assumes me lop end bottom chorda M be telerelly braced at Is the responsibility of the erector.Additional permanent bracing f 2'continuous end et sea o.c.such as ply woods braced(TC)an throughout r dryeir langur). MC"ry R'y g° no Unuaua aheeming such ore plywood sheathing(TC)and/or drywall(SC). (�N!"''�j 1�4. DATE: 8/17/2017 Sw overall structure is the resporlclMtiy of the building designer. 3.2x Impact bridging or lateral bracing required where shown f-* SEQ.: K3569590 4.No wad should be applied to anycompone I until ager all bracing and 4.In taNellon of truss Is the responsibility of me respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, end are for'dry condition.of use. TRANS ID: design wads be applied m any component.LINK 6.compuTms has no controlover and assumes no responsibility forme a.Design assumes full beefing et all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication.handing,shipment add Installation of components. 7.Design assumes adequate drainage Is prodded. August 17,2017 B.This design is furnished subject to me limitations set form 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.Digits Indicate size of plate In Inches. MRek USA,Inc./CompuTrus Software 7.8.8(1 L)E 10.For bask connector plate design values see ESR-1311,ESR-toes(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 99'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF k166TR; LOAD DURATION INCREASE = 1.15 1- 2=( -260) 132 1-13=(-413) 272 2-13=)-192) 317 19-20-(-1051) 603 2x4 KDDF 11163TR T1 SPACED 24.0" O.C. 2- 3-) -440) 383 13-15=( -25) 17 2-14=(-341) 249 7-20=) -532) 615 BC: 2x4 KDDF #1613TR 3- 4=( -503) 509 14-16=(-275) 110 13-14-(-474) 312 20- 9=(-1933) 611 WEBS: 2x4 KDDF STAND; LOADING 4- 5-) -377) 438 16-19=(-524) 262 3-14=(-194) 261 9-21=) -91) 867 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -574) 1010 17-18-) 0) 0 15-14-) 0) 16 21-10=) -848) 291 DL ON BOTTOM CHORD- 10.0 PSF 6- 8-1 0) 0 18-20=( -24) 9 14- 4=(-630) 590 22-10=) 0) 384 TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=) -450) 886 20-21-(-123) 626 4-16=(-324) 299 10-23=) -295) 63 BC LATERAL SUPPORT <= 12"OC. DON. - 7- 9=) -464) 858 21-22-(-339) 1266 16- 5-(-154) 453 23-11=) 0) 519 LL = 25 PSF Ground Snow (Pg) 9-10=) -782) 226 22-23=(-339) 1266 5-19=(-623) 410 11-24-(-1456) 376 10-11-(-1147) 400 23-24-(-332) 1058 18-19=(-238) 0 24-12-( -215) 128 NOTE: 2x9 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -119) 131 19- 6-(-129) 81 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 19- 7=(-363) 127 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA M-3x9 where shown; Jts:4-5,7,11,13,16,21,23-24 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -21/ 245V -105/ 291H 5.50" 0.39 KDDF ( 625) ** For hanger specs. - See approved plans 15'- 10.5" -377/ 2718V 0/ 011 5.50" 4.07 KDDF ( 625) 49'- 1.5" -177/ 1273V 0/ OH 5.50" 2.04 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:1,20,241 ICOND.2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL= 0.028" @ 2'- 2.2" Allowed- 0.759" MAX TL DEFL= 0.023" @ 2'- 2.2" Allowed= 1.012" MAX LL DEFL - -0.071" @ 32'- 5.1" Allowed = 1.628" 0-01-07 MAX TL DEFL = -0.115" @ 32'- 5.1" Allowed- 2.171" SEASONED LUMBER IN DRY SERVICE CONDITIONS 15-10-03 33-03-05 MAX HORIZ. LL DEFL = -0.038" @ 48'- 10.0" 1' ' '1 MAX HORIZ. TL DEFL 0.045" @ 48'- 10.0" 0-09 4-04 0-06-08 8-01-14 8-05-01 1-05-S14-02-09 f f4-05-07'('Ir f 8-05-01 f f 8-03-05 Design conforms to main windforce-resisting T T T T T . ,. f .. ,. system and components and cladding criteria. 15-08-04 Wind: 140 mph, h=23.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 -111-8x8(S) load duration factor=1.6, End vertical(s) are exposed to wind, 6.00 M-4x6Truss designed for wind loads 6-e M-3x6 0.25" M-1125x3 in the plane of the truss only. 9 10 k 11 a -/ 5 ro q 'V j M-1.5x3 A o 0 o M-3x62 a+ _ ,� // \\ss ro 1 1315 0 0 17�18 20 21 7 23 *04 I M-3x6 I I -1.5x3 0.23 o. M-1.5xo3 M-5x8 M-5x8 M-4x8 M-5x6(S) p p t� n Jr 0-09}}k ), ),0-1.0 ), J, 1, 1, 4. PR�r (,) 1-05-04 6-05-0211-OS-08 5-02-02 y 03 8-05-01 8-01-0935-04 8-01-09 8-06-13 y �'_ lyG;1NE.&,� 9Si27 -04 y 14-10-12 1-01-04 34-02-12 y Q4. V- 4G0Ut- �� 49-01-08 JOB NAME : POLYGON 8056-A - E3 . �� wia Ct. Scale: 0.1140 '9 OREGON 44/ WARNINGS: GENERAL NOTES, unless otherwise noted L 1 yr `s&., I.Builder end erection contractor should be adNsed of all General Notes I.This design is based only upon the parameters shown ands for an individual a' 1)0` �4 Truss: E3 end Warnings before construction commences. building component Applicability of design parameters end proper L/ L 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top.not bottom chords to be laterally bree0 al M i'?R{1 Is the responsibility of the erector.Addilbnal permanent bracing of T o.c.end at t0 coo.respectively unless braced Ihroughoul their length by I'�n 1 lr DATE: 8/17/2017 the overall structure h Me responsibilityof the building designer. continuous risglog oratNng such l bracing plyng required e uirsha where)o •drywall(BC). 9 4.(n tmpact bridglrq or thlere onig ity of the where shown•t• SEQ.: K3569591 4.Nobedshred m leteanManycomponentonlyafteraileaterthand 4.Beslgeas ufwasIsthe aretosd;thereepedoscdelredm. fe.tenere are complete and ales time snouts any loses greater than s.Deagn assumes bonnes are to be used m a non-corrosive environment. EXPI7 TRANS ID: LINK design loads be applied to any component. ane are or'dry cdntlnlan'ofuw. EXPIRES:' 12/31/201( 5.CompuTnro has no control over and assumes no responsibility for the 8 r0ieerauergumes fu0 bearing el all supports shown.Shim or wedge R August 17,2017 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of Wss,and placed so their center TPINVTCA he SCSI,copies of which will be furnished upon request. Sees coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 15.For basic connector plate design values see ESR-1371.ESR-1e88(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 916BTR; LOAD DURATION INCREASE = 1.15 1- 2-( -260) 116 1-13=(-365) 268 2-13=(-189) 282 19-20=(-1051) 612 2x6 KDDF 916510 T3, T4 SPACED 24.0" O.C. 2- 3=( -440) 353 13-15=( -21) 17 2-14=(-289) 249 7-20=( -532) 749 BC: 2x9 KDDF 916BTR 3- 4=( -503) 477 14-16=(-273) 116 13-14=(-420) 308 20- 9-(-1944) 703 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -389) 438 16-19=(-521) 286 3-14=(-194) 262 9-21=( -63) 864 2x9 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=( -576) 1014 17-18-) 0) 0 15-14=( 0) 16 21-10=( -843) 245 DL ON BOTTOM CHORD- 10.0 PSF 6- 7-( -494) 891 18-20=) -17) 8 14- 4=1-581) 588 22-10=) 0) 384 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 8=( 0) 0 20-21=(-187) 626 4-16-(-324) 299 10-23-1 -294) 66 BC LATERAL SUPPORT <= 12"OC. UON. 7- 9=) -467) 860 21-22=(-367) 1266 16- 5-(-153) 453 23-11=( 0) 518 LL = 25 PSF Ground Snow (Pg) 9-10-) -778) 257 22-23=(-367) 1266 5-19=(-623) 350 11-24=(-1454) 388 10-11=(-1146) 407 23-24=(-349) 1058 18-19=(-238) 0 24-12=( -215) 127 NOTE: 2x9 BRACING AT 24"OC 1300. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -119) 131 19- 6=(-242) 39 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 19- 7=1-335) 327 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -21/ 245V -103/ 293H 5.50" 0.39 KDDF ( 625) vertical members (uon). 15'- 10.5" -538/ 2753V 0/ OH 5.50" 9.12 KDDF ( 625) 49'- 1.5" -183/ 1273V 0/ OH 5.50" 2.04 KDDF ( 625) M-304 where shown; Jts:4-5,7,11,13,16,21,23-24 ** For hanger specs. - See approved plans 'PROVIDE FULL BEARING;Jts:1,20,241 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.028" @ 2'- 2.2" Allowed - 0.759" MAX TL DEFL - -0.023" @ 2'- 2.2" Allowed - 1.012" MAX LL DEFL = -0.071" @ 32'- 5.1" Allowed - 1.628" MAX TL DEFL = -0.115" @ 32'- 5.1" Allowed= 2.171" 19-10-03 29-03-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 11-06-11 8-03-08 12-06-15 16-08-06 MAX HORIZ. LL DEFL= -0.036" @ 48'- 10.0"f f . MAX HORIZ. TL DEFL= 0.045" @ 48'- 10.0" 0-09 4-04 0-06-08 �4-06-13 8-05-01 1-05-14-02-09 1 4-05-07'3-08-08' ' 8-05-01 8-03-05 Design conforms to main windforce-resisting '' f i` T T TT 1' 1' T T f system and components and cladding criteria. 15-08-04 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 -M-8x8(5) load duration factor-1.6, 8 End vertical(s) are exposed to wind, 6.00 Truss designed for wind loads M-4x6 M-3x6 0.25" M-1.5x3 in the plane of the truss only. 6 7 9 ),1_°_ 11 12 M-3x6(S) T3 T4_ s + r1 0 4 + A o M-1.5x3 + o M-3x6 3 Ln z / m 0 1 1315 4 0 16 o 17 18 20 22% 21 D. 23 *94 I M-3x6 til I -1.5x3 JJ o M M-5x8 -5x8 --1.5x3 M-4x8 M-5x6(5) gip PR QF' S y o-09 )' )'0-10ib y y y F 1-05-b4 6-05-02 5-02-02 y-03 8-05-01 8-01-09 8-01-09 8-06-13 y ��So So .,),G. N;E&.R Si;; t. ,-09 11-05-08 , , 35-04 14-10-12 1-01-04 34-02-12 y � GOOf E �. y .1 49-01-08 � JOB NAME : POLYGON 8056-A - E4 • Sc Scale: 0.1140 yG OREGON 44 L\ 440,, WARNINGS: GENERAL NOTES, unless otherwise noted: �T , 1 Builder and erection cosranor should be advised of all General Notes 1.This design is based only upon the parameter&shown end is for en Indidual //A '44'Y 1 A 1)V `-- Truss: E 4 and wamings before construction commences. building component.Applicability of design parameters end proper d Y `s. 2.2x4 compression web bracing muitt be Ind/died where shown*, Incorporation component la the responsibility the buildingdealgner. 4 3.Additional temporary bracing b M ure stabltiy during construction 2.Design assumes the lop and bottom chards to be laterally braced al '/,�ii A `k- r dn.and at 10'o.c.respectively unless braced throughout Melt length by l Is the responsibility of the erector.'Addltbnel permanent bracing of continuous sheathing such as plywood aheatN g(TC)endior drywall(BC). DATE: 8/17/2017 the overall etnxdure Is the responsibility of the building designer. 3.20 impact bridging or lateral bracing required where shown** SEQ.: K 3 5 6 9 5 9 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective=grader. are complete end at no time should any loads greater than 6.Design assumes trusses ere to be used in a non-corrosive environment, EXPIRES:' 12/31/2017 design loads be applied to any component. and are for Wry cul be n'of use. TRANS I D: LINK s.Compurms has no control over end assumes no responsibility for the s.Design ase rose h il adne at an supports shown.shim o,wedge it August 17,2017 necessay a fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set Forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines cdndde with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L}E 10.For basic 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 49'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 254 KDDF 91613TR; LOAD DURATION INCREASE - 1.15 1- 2=1 -928) 215 1-14=1-142) 901 2-14-1 -274) 115 6-21-1 -918) 1329 2x6 KDDF X10810 T3 SPACED 24.0" O.C. 2- 3=1 -823) 471 14-15=1 -19) 41 2-16=1 -315) 577 21- 7=( -196) 159 BC: 2x4 KDDF X16BTR 3- 9-) -211) 47 16-17=1-955) 949 14-16=1 -155) 941 21-10-( -793) 368 WEBS: 2x9 KDDF STAND LOADING 9- 5=1 -199) 655 17-18-1-137) 195 15-16-1 0) 17 10-22=) -257) 796 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-) -174) 668 19-20-1 -13) 37 16- 3=1 -31) 180 22-11=( -698) 916 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -657) 902 20-21-1-514) 458 3-17=1 -773) 605 11-23=) -73) 354 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8-( 0) 0 21-22=1 -80) 754 17- 4-1 0) 334 23-12=) -237) 238 7-10=1 -991) 441 22-23=1-292) 1169 9-18=) -676) 361 12-29=1 -240) 212 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 0 23-24=1-477) 1340 5-18=( -81) 61 24-13-1 -443) 1348 NOTE: 2x9 BRACING AT 24"OC UON. FOR 10-11=1-1040) 568 24-25-) -92) 57 19-18=) -91) 0 13-25=1-1244) 585 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PDF LIMITED STORAGE 11-12=1-1483) 643 18-20=( -606) 508 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=1-1605) 612 18- 6=1 -64) 239 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 6=1-2122) 962 M-3x4 where shown; Jts:3-4,12-14,17,20,23 BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA 0° For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -49/ 369V -251/ 298H 5.50" 0.59 KDDF ( 625) 15'- 8.8" -903/ 2522V 0/ OH 5.50" 3.78 KDDF ( 625) 49'- 1.5" -188/ 1300V 0/ 0H 5.50" 2.08 KDDF ( 625) )PROVIDE FULL BEARING;Jts:1,20,251 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "so spacinq.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.034" @ 2'- 3.2" Allowed - 0.759" MAX TL DEFL - -0.043" @ 2'- 3.2" Allowed - 1.012" MAX LL DEFL= 0.071" @ 35'- 11.6" Allowed = 1.628" 23-10-03 4-06-10 20-08-11 MAX TL DEFL- -0.115" @ 35'- 11.6" Allowed = 2.171" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-10-12�-( 5-08-12 7-04-04 4-06-10 6-07-13 6-11-05 MAX HORIZ. LL DEFL = 0.034" @ 48'- 11.8" 1-05-04' 5-10-08 1-�1144 0-0<-07 0-0'Y07 ' 6-06-01 ' '1 MAX HORIZ. TL DEFL = 0.054" @ 48'- 11.8" '-'1 T T 1' f .tr ' T T Design conforms to main windforce-resisting 23-08-04 20-06-12 system and components and cladding criteria. 12 M-4x6 T M-7x6 12 Wind: 140 mph, h=25.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 6.00 7 0 9,0 ':16.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8(S) T3 M-5x6(5) load duration factor=1.6, End vertical(s) are exposed to wind, 0.25" Truss designed for wind loads 0.25" 1 in the plane of the truss only. M-1.5x3 6 e +1 + 2 + + +t M-356 3 ///3 Lo 2 L'el o 0_._18ritie .. N}4 z6 M-VAC' I M-241x8 0.0' 23 M-294x4 M-1.5x3 '25 N M-5x8 �M-1.5x3 1(-�� p r M-1.5x3 M-5x6(5) A`I '-° PRQpFss y ° 0-09 ), k i' y y y ), > c(5`�,.,- Fq �0.0 1-Q5-0 y 5-08-12 6-00-041-09-08 7-04-04 6-02-12 6-07-13 6-06-01 6-07-13 y 2-04 11-05-08 35-04 2' 89200PE r b k 49-01-08 JOB NAME : POLYGON 8056-A - E5 IMP Ar Scale: 0.1129 Ol.:lEGY'1 is1 Q, WARNINGS: GENERAL NOTES, unless otherwise noted. �X 11'-55 ll7 VV�If�VV tx s 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an indMdual 7/.... 4,0 �_7 y y^ 2,V�N�-\- Truss: E 5 and Warnings before construction commences. building component.Applicability of design parameters and proper V Toil 1 4 2.2x4 compressbn web bredng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. "_/ s� 3.Additional temporary bracing to Insure stability during construction 2.Design the lop and bottom chords to be laterally braced al E7 R I LL k the responsibility of the erector.AddllbnN permanent bredng of T o.c.and at 10'o.g.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TG)anNor drywell(BC). DATE: 8/17/2017 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+0 No bed should be applied to any component unto after all bracing and 4.Installation of Was is the responeibitry of the respective contractor. SEQ.: K3 5 6 9 5 9 3 4.fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2017 design loads be applied to any component end ere for'dry condition-of use. TRANS ID: LINK 5.ConpuTnnhas nocontrol over and assumes noresponsibility for the 8.Design assumes ullbearingalelleuppo ashown.Shimorwetlgeif August 17,2017 rhacessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the emitelons set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. ones coincide with joint canter lines. 9.Digits Indicate size of plate in inches. Wee USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988 wok) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 99'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 IC: 2x9 RIDE 414,BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-11=1 -82) 371 11- 3=( 0) 356 8-16=1 -60) 236 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -455) 125 11-12=1 -84) 368 3-12=1 -793) 915 16- 9=1 0) 202 WEBS: 2x9 KDDF STAND 3- 4=( -112) 535 12-13=(-373) 390 12- 4=(-1836) 809 9-17=(-1777) 627 LOADING 4- 5=1 -396) 345 13-19=1-109) 865 4-13=1 -327) 1283 17-10=( -145) 180 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)0131.,( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -291) 330 14-15=(-109) 865 5-13=1 -106) 89 BC LATERAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1122) 669 15-16=1-361) 1306 13- 6=(-1192) 449 TOTAL LOAD = 42.0 PSF 7- 8=(-1316) 653 16-17=1-469) 1309 14- 6=1 0) 329 OVERHANGS: 24.0" 0.0" 8- 9=(-1671) 692 6-15=1 -181) 376 LL= 25 PSF Ground Snow (Pg) 9-10=1 -51) 109 15- 7=( -72) 290 ** For hanger specs. - See approved plans 15- 8=1 -480) 364 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" -121/ 729V -211/ 257H 5.50" 1.17 KDDF ( 625) 15'- 10.0" -265/ 2351V 0/ OH 5.50" 3.52 KDDF ( 625) • 49'- 3.0" -161/ I368V 0/ OH 5.50" 2.19 KDDF ( 625) • 'PROVIDE FULL BEARING;Jts:2,12,171 '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 = 0.093" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.013" @ 8'- 3.1" Allowed = 0.765" MAX TL DEFL - -0.022" @ 8'- 2.1" Allowed = 1.019" MAX LL DEFL - -0.065" @ 32'- 6.2" Allowed = 1.629" MAX TL DEFL - -0.106" @ 32'- 6.2" Allowed = 2.172" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.028" @ 48'- 11.5" !, MAX HORIZ. TL DEFL- 0.095" @ 48'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 19-10 12-10 16-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T - load duration factor=l.6, 8-03-13 7-09-11 3-08-08 6-05 6-05 5-06-05 5-06-05 5-06-05 End vertical(s) are exposed to wind, T 1' j' - -( 4' 4' 4' 4' j' Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 L- M-5x6 M-3x8 M-5x6 Q 6.00 5 6 7 �M-4x9 w• 4 M-3x4 M-5x8(S) ' 0.25" + + M-3x6 3 +I 9 + /NM-1.5x3 O m p O p 1 2 7 11 12 13 14 15 16 *17 ry Y� PR' V e 1 M-3x4 M-1.5x3 M-3x9 0.25" M-1.5x3 0.25" M-3x4 =M-4x9 v /- A o M-5x8(5) M-5x8(S) V' GINE' 5�, y b 1 b b 1 b )' c....,3", N fig 02 y y 8-02-01 7-07-15 4-01!-12 6-03-04 6-03-09 8-05-04 8-03-08 y z 920 yr 2-00 49-03 JOB NAME : POLYGON 8056-A - E6 scale, 0.1282 - a' j� WARNINGS: GENERAL NOTES, unless otherwise noted: /'1b C/,./'1AI Ju 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and le for en Individual 01R EGO V y� "'{,/ Truss: E6 and Warnings before construction commences. building component.Applicability of design parameters and proper N 2.204 compression web bredng mull be installed whore shown*. incoryorehon of component Is the responsibility of Me building designer. �/1 7 14 4 20 �,.1 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the lop and bottom chords la be laterally braced al C/ Is the responsibility of the ereclor. ditional permanent bracing of 2'o.e,end et sheathingoontinuous o.e.aunt,as ply unless braced throughout their length by M��'f{"y'1 DATE: 8/17/2017 the overall structure is the respon bllty of the building designer. 3.Is mpect bridging or lateral bracing regwred wherd e shown dryw•lI(Bc). !�fl M SEQ.: K 3 5 6 9 5 9 4 4.No load should be applied to any iowponsnl until after all bracing and 4.Installation etalle e n of of weehe responsibility es o be illyeol a respepectoheely contractor. environment, fasteners are complete and at no tune should any loada greater than gto and are for•sty condition"of use. TRANS I D: LINK design loses ba applied to any component. 5.CompuTrus hes no control over and assumes no responsibaity for the 8.Design assdies tit beari�•'all supports shown.Shim o wedge if EXP I RES: 12/31/2017 ca•s•ry.0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. August.1 1 7,20.l 1 7 9.This design is famished subject to1he limitations set forth by a.Plates shall be located on both feces or buss.and placed so their center TPVWTCA In SCSI.copies of which will be furnished upon request. lines caindde with)Dint center Ones. El. Dig es. MiTek USA,Inc7Com uTnts Software 7.6.8(1LYE10.For bs indicate connector plate design values P Dorts•Iccate shte of plate Incvalues see ESR-1311,ESR-1988(Mick) This design prepared from computer input by I Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 52'- 6.0" IBC 2015 MAX.MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-11=1 -73) 525 11- 3=1 0) 356 8-16=1-1170) 555 BC: 2x4 KDDF N1bBTR SPACED 24.0" O.C. 2- 3=(-622) 202 11-12=1 -76) 521 3-12=1 -787) 416 16- 9=1 -775) 487 WEBS: 2x4 KDDF STAND 3- 4=1 -57) 369 12-13=(-217) 308 12- 4=(-1193) 546 9-17=1 0) 348 LOADING 4- 5=1-244) 297 13-14=1 -52) 410 4-13-( -89) 690 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-155) 304 14-15=1 -52) 410 5-13=1 -169) 91 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-180) 321 15-16=(-220) 333 13- 6=( -448) 167 TOTAL LOAD = 42.0 PSF 7- 8-(-264) 309 16-17=1 -81) 451 14- 6=1 0) 359 OVERHANGS: 24.0" 0.0" 8- 9=( -58) 358 17-10=) -79) 454 6-15=1 -411) 165 LL = 25 PSF Ground Snow (Pg) 9-10-1-608) 227 15- 7-( -175) 96 M-3x4 where shown; Jts:2,4,8,10,12,16 15- 8=1 -116) 684 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -128/ 809V -224/ 232H 5.50" 1.29 KDDF ( 625) 15'- 10.0" -189/ 1686V 0/ OH 5.50" 2.53 KDDF ( 625) 36'- 11.5" -188/ 1704V 0/ OH 5.50" 2.55 KDDF ( 625) 52'- 6.0" -73/ 536V 0/ OH 5.50" 0.86 KDDF ( 625) PROVIDE FULL BEARING;Jts:2,12,16,10I ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina. I VERTICAL DEFLECTION LIMITS: LL-L/240, TLmL/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 = -0.016" @ 8'- 3.1" Allowed - 0.765" MAX LL DEFL - -0.027" @ 26'- 3.0" Allowed - 1.019" MAX TL DEFL = -0.042" @ 26'- 3.0" Allowed- 1.358" MAX LL DEFL = 0.017" @ 44'- 5.6" Allowed= 0.750" MAX TC PANEL TL DEFL - 0.055" @ 4'- 0.6" Allowed= 0.855" MAX TC PANEL TL DEFL = 0.063" @ 48'- 10.2" Allowed- 0.830" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.015" @ 52'- 0.5" MAX HORIZ. TL DEFL - 0.022" @ 52'- 0.5" Design conforms to main windforce-resisting 19-10 12-10 19-10 system and components and cladding criteria. 8-03-13 7-09-11 3-08-08 6-05 6-05 4-00 7-08-13 8-01-03 Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ' . f . ,( .( . , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 D M-5x6 M-3x8 7M-5X6 5 6 7 Q 6.00 in the plane of the truss only. 8 M-5x8(5) M-5x8(5) 0.25" 3 +I +. + +I 0.25" yrs. +8 + +; +1 �. + + u) .. e tall n WO I p 1 . 12 13 14 is T16 17 0 0 Co' �,` p PR ppFSS l M-1.5x3 0.25" M-1.5x3 0.25" M-1.5x3 to M-5x8(5) M-5x8(5) GINE 8-02-01 7-07-15 4-01-12 6-03-04 6-03-04 4-05-04 7-07-01 7-11-07 y �L. 2 00 52-06 t" 89200PE � y y ` �"' JOB NAME : POLYGON 8056-A - E7 ,, /! Scale: 0.1252 4020P. •rn /y�. WARNINGS: GENERAL NOTES, uiess otherwise noted: / OREGON �w,` 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and Is for an IndMduall Truss: E7 and Warnings before wnewcdon commences. building component.Applicability of design parematers and proper 4 2.204 compression web bracing must be installed where shown+. incaporenen of component is the responsibility at the building designer. �//y�1 i • n Q� ��i� 3.Adittenal temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced Cl V !L} L .e/l?'\\\ Is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'o.c respectively unless braced throughout their length by 4, V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ''"777 L?R DATE: 8/17/2017 the overall structure is the responsibility of the bulking designer. t'T II�L 3.in impact lateral ponelb required of he respective SEQ.: K3 5 6 9 5 9 5 4.No load should bem applied bo any component until eller at bracing and 4.Design u es b is the ere to b silty the on-osehee connector. fasteners are complete and at no throe should any loads greater then 5.Design assumes busses ere b be used in a nontorrosHe environment, des bads be applied to any and are for condition'of use. TRANS SD: LINK en PP ypomponent. N 5.Cam uTms has no control over and assumes no res 8.Design assumes full bearing at it supports shown.shim or wedge ifEXPIRES: 19/3112417 P pcosibJiN for the m fabrication,handling,shipment and installation of components. 7.Design ssumes adaquete drainage Is provided. August 17,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of buss,and placed so their center TPIMTCA In BCSI,copies of which win be furnished upon request lines coincide with)int canter lines. 5.Diggs indicate sloe of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.80 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-10=1-1314) 3202 3-10=(-251) 276 8-14=1 -655) 388 BC: '2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-3582) 1344 10-11=(-1095) 2829 10- 4=1 -70) 513 14- 9=( -684) 1898 3- 4=1-3361) 1296 11-12=1 -753) 2309 4-11=1-767) 477 9-15=(-1880) 847 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2569) 1117 12-13=( -753) 2309 5-11=(-272) 821 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2239) 1093 13-14=1 -682) 1797 11- 6=1-182) 111 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-1897) 965 14-15=1 -51) 61 12- 6=1 0) 301 TOTAL LOAD = 42.0 PSF 7- 8=(-2195) 984 6-13=1-761) 290 OVERHANGS: 24.0" 0.0" 8- 9=(-2066) 823 13- 7=1-258) 690 LL = 25 PSF Ground Snow (Pg) 13- 8=1 -65) 206 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX BORE BRG REQUIRED BRG LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -369/ 2202V -201/ 2948 5.50" 3.52 KDDF ( 625) 46'- 6.0" -273/ 1940V 0/ OH 5.50" 3.10 KDDF ( 625) II !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I 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 = 0.194" @ 19'- 11.8" Allowed = 2.279" MAX TL DEFL - -0.306" @ 19'- 11.8" Allowed = 3.039" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.079" @ 46'- 4.3" MAX HORIZ. TL DEFL- 0.127" @ 46'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor-1.6, End vertical(s) are exposed to wind, ind ads 19-10 12-10 13-10 inuss thedplane offor thewtrusso only. f T 6-10-05 6-05-14 6-05-14 6-05 6-05 6-05-08 7-04-08 T T T T T T f T 12 12 6.00 M-6x6 M-3x8 M-5x6 Q 6.00 M-5x8(S) y. "" l' 0.25" M-3x4 4 (01\ M-1.5x3 M-4x6 3 + 9 P3 oI 0 Lci 11,111, M I /' • '�13 14 *fly i/ _10 10.25" M-11.5x3 0.25" M-3x8 M-1.5x4 a PROp�C'- y M-4x6 M y o M-5x8(S) y M-5x8(S) 4 y ��4,,• GINE,-9 -/ 0 04, .,10-01-03 9-10-09 6-03-04 6-03-04 6-10-12 7-0117 y b k 46-06 2w 89200PE r- 2-00 JOB NAME : POLYGON 8056-A - E8 Sale, 0.1410 -_!�' ii cr WARNINGS GENERAL NOTES, unless olherwlse noted: 7 4.1 OREGON �h �� • I.Sander and eredlon contractor should beadvted of an General Notes 1.This design Is based only upon the parameters shorn and is for an individual l yri Truss: E 8 and Warnbgs before construction es. building component.Applicability of design parameters and proper <� II/ (� �� 2.2x4 compression web bracing must be Installed where shown+ incorporation o component Is the responsibility o the building tleslgner. 7 1J 3.Additional temporary bracing to Inure stability during construction 14 2.Design assumes the lop and bottom chords to be laterally breeed el Is Me reeponstonl f the erector.Addlrlonal 1 bracing of 2'continuous and el 10'o.c.respectively unless braced Mro)andf rheb Iarpnl by M� R!I-\ y o Pennanen mntlna nd l IP oc.hing such ti plywood s brats d throu and/or air length b !j ` 4 DATE: 8/17/2017 the overall structure Is the responubmry of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 3 5 6 9 5 9 6 4.No bad should be applied to any component until after all bracing and 4.Installation of buss le the responsibility of the reepective contractor. fasteners are complete end at no Nme should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition'.of use. TRANS D. LINK design bads be applied to any mjnponent. H.Design assumes EXPIRES: 12/31/2017 5.CompuTrva nes no control over end assumes no responsibility for the necessary. fabrication,handling,shipment arid'installation ofmmponents. 7.Design assumes adequate drainage is prodded. August.1 17,201.1 7 H.This design u furnished subject t4 the limitations set forty by 3.Plates shall be located on both faces of buss,and placed so their center TPifWTCA In SCSI,copies of which will be furnished upon request. (nesoindd with joint center lines. ft.li . plcIn Inches. MiTek USA,)no.7CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1999(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2-12=1-142) 188 3-12=( -330) 302 9-17=1-666) 3222 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1 -170) 148 12-13=1-186) 224 12- 4=(-1074) 400 17-10=1-742) 476 WEBS: 2x4 KDDF STAND; 3- 4=( -74) 306 13-14=1 -56) 470 4-13=( -204) 674 10-18=1 0) 360 2x6 KDDF 92 A LOADING 4- 5-1 -456) 274 14-15=1-406) 294 13- 5=( -366) 192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -452) 390 15-16=1-406) 294 5-14=1 -204) 148 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -322) 412 16-17=1-134) 576 6-14-( -326) 112 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1 -78) 1114 17-18=(-184) 1282 14- 7=( -76) 742 8- 9=( -124) 1276 18-11=1-182) 1286 15- 7=( 0) 298 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -826) 248 7-16=1-1480) 338 ADDL: TC UNIF LL+DL- 10.0 PSF 9'- 4.5" TO 22'- 3.0" V 10-11=(-1548) 274 16- 8=1 -800) 146 16- 9=(-3209) 768 ( 2 ) complete with 3"x.131 DIA Gtrusses required.r*11 GUN ADDL.: BC CONC LL+DL= 2828.0 LBS @ 37'- 2.5" Attach 2 ply nails staggered: 9" oc in 1 raw(s) throughout 2x9 top chords, BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY IEC 2015. 0'- 0.0" -123/ SSOV -234/ 245H 5.50" 0.88 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9'- 5.5" -135/ 1437V 0/ OH 5.50" 2.15 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 webs. 32'- 6.3" -919/ 5004V 0/ OH 5.50" 7.49 KDDF ( 625) 52'- 6.0" -167/ 980V 0/ OH 5.50" 1.57 KDDF ( 625) ALL CONCENTRATED LOADS PROVIDE FULL BEARING;J[s:2,12,16,11 MUST BE EQUALLY DISTRIBUTED ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. TO EACH PLY OF THE TRUSS. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.011" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = 0.011" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.010" @ 19'- 10.0" Allowed- 1.095" MAX TL DEFL = -0.018" @ 19'- 10.0" Allowed= 1.460" MAX LL DEFL = 0.024" @ 37'- 4.3" Allowed= 0.993" MAX TL DEFL = -0.051" @ 37'- 4.3" Allowed= 1.324" MAX BC PANEL LL DEFL = -0.017" @ 4'- 7.2" Allowed- 0.424" MAX BC PANEL TL DEFL -0.034" @ 4'- 7.2" Allowed = 0.565" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.004" @ 52'- 0.5" MAX HORIZ. TL DEFL = 0.007" @ 52'- 0.5" 19-10 12-10 19-10 Design conforms to main windforce-resisting T T T T system and components and cladding criteria. 5-05-13 4-03-03 5-01-06 4-11-10 6-05 6-05 4-04-12 7-04-07 8-00-13 T ' f I I 1 f f I I Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor-1.6, 6.00 D M-5x66M-3x8 M-5x6 6 7 8 Q 6.00 Truss designed for wind loads .w w, in the plane of the truss only. M-Sx6(S) M-3x4 .M-3x6 s M-5x6(5) 0.25" 4 + + 0.25" it +I t A M-1.5x3 + + 0 3 'N'44kilisis..\ o1 2" 12 13 14 15 i -16 • 177Br - 1 18 P` o �6C_� r n qR©!C� to M-3x4 M-3x4 M-3x4 0.25" M-1.5x3 0.25' a' M-7x6 M-1.5x3 M-3x41 I ,C ' 6 =M-8x8(S) M-8x10(S) 2828# Co GENE 4 J, y 9-05-08 .5-01-06 5-04-14 6-03-04 6-02-04 4-11 7-02-11 7-11-01 fi y 2-00 52-06 89200PE r"CC JOB NAME : POLYGON 8056-A - EG1 ,` • �.; Scale: 0.1252 • 10 4r WARNINGS: GENERAL NOTES, uMeea othersdee noted' 'Y OREGON `r/ 1.Builder and erection contractor should be edvieed of all General Nobs 1.This design is based only upon the parameters shown and Is for en IndMdual / fl l�V 1 V tx A. Truss: EG1 and Warnings before construction commences building component Applicability of design parameters and proper �+"' ^� `'\ 2 204 compression web bracing must be installed where shown.. incorporetlon of component la IM roeponalblllry of ma building designer /O Y �i t.} �'"14•. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at }/��.,j} 'Y` la the responsibility of the erector.Additional permanent bracing of Nri 2'continuous ou s ee10'Nno.crespectively ap unless ear braced throughout C)and/Mak length). �^�I�R 1�� DATE: 8/17/2017 ma overall structure is the responsibility r me building designer. wnunuaue ehaamrg.urn as plywood.na.mm ane and/or dryaan(Bc). ty o g 9 3.2s Impact bridging or lateral bracing required where shown+. S EQ. : K3 5 6 9 5 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss N the responsibility of the respective contractor fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Inanon-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are rosary onmtion^of unon-corrosive �/[} [ 5.CompuTnre has no control over and assumes no responsibility forma e.Design coassumes NII bearing at all support.Mown.shim or wedge p EXPIRES:I RES 12/31/2017 fabrication,handling,shipment and inslagation of components, nary.um .I 7.Designassumes adequateonboth face is provided. August 17,2017 6.This design k furnished subject to the limitations set font by 8.plate,shah be located on born feces of puss,and placed so their center TPIMTCA in 0081,copies of which will be furnished upon request. tine coincide wtor joint center lines. MITek USA,Inc.iColn uTrus Software 7.8.8(1L)-E g.ForDigsilicon eceMplebInign values P 1.For basic connector sizer pkat design valuer sae EBR-1311,E58-7988(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2-12=(-172) 196 3-12=1 -322) 308 9-17=1-1364) 580 BC: 2x6 KDDF 1)1&BTR SPACED 29.0. O.C. 2- 3=1 -236) 199 12-13=1-148) 204 12- 4=(-1534) 500 17-10=1 -232) 266 WEBS: 2x9 KDDF STAND; 3- 9=1 -150) 290 13-19=1-138) 814 9-13=( -302) 1098 10-18=1 -238) 252 2x6 KDDF 42 A LOADING 4- 5=1 -876) 298 14-15=1-108) 934 13- 5=1 -680) 262 18-11-1 -170) 376 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1032) 424 15-16=(-108) 934 5-14=1 -12) 209 11-19=1 -358) 118 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -896) 930 16-17=1 -98) 168 6-14=1 -56) 136 BC LATERAL SUPPORT 0= 12•'00. UON. TOTAL LOAD = 92.0 PSF 7- 8=1 -510) 388 17-18=(-122) 188 19- 7=1 -132) 106 8- 9=1 -636) 374 18-19=1 -44) 52 15- 7=1 0) 340 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=1 -110) 94 7-16=( -792) 240 ADDL: TC UNIF LL+DL= 10.0 PSF 9'- 4.5" TO 22'- 3.0" V 10-11=1 -176) 78 16- 8=1 -8) 100 16- 9=1 -196) 889 M-3x4 where shown; Jts:2,5,10-13,18 ADDL: BC CONC LL+DL- 2379.0 LBS @ 37'- 2.5" ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -133/ 603V -201/ 292H 5.50" 0.96 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9'- 5.5" -168/ 1897V 0/ OH 5.50" 2.84 KDDF ( 625) 9'• oc in 2 row(s) throughout 2x6 bottom chords, 37'- 4.3" -766/ 4006V 0/ OH 5.50" 6.00 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs, 46'- 6.0" -53/ 356V 0/ OH 5.50" 0.57 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 webs. [PROVIDE FULL BEARING;Jts:2,12,17,191 ** For hanger specs. - See approved plans 'COND. 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 = 0.011" @ -2'- 0.0" Allowed = 0.200" ALL CONCENTRATED LOADS MAX TL DEFL = 0.011" @ -2'- 0.0" Allowed = 0.267" MUST BE EQUALLY DISTRIBUTED MAX LL DEFL = -0.018" @ 26'- 3.0" Allowed= 1.346" MAX TL DEFL= -0.031" @ 26'- 3.0" Allowed= 1.794" TO EACH PLY OF THE TRUSS. MAX BC PANEL LL DEFL s -0.017" @ 4'- 7.2" Allowed- 0.424^ MAX BC PANEL TL DEFL = -0.033" @ 4'- 7.2" Allowed = 0.565" MAX TC PANEL LL DEFL - 0.023" @ 40'- 9.7" Allowed - 0.515" MAX TC PANEL TL DEFL = 0.026" @ 40'- 9.8'• Allowed = 0.773" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.005" @ 46'- 4.3" MAX HORIZ. TL DEFL= 0.008" @ 46'- 4.3" 19-10 12-10 13-10 T ' ' f Design conforms to main windforce-resisting 5-05-13 4-03-03 5-01-06 4-11- 0 6-05 6-05 4-04-12 7-04-07 2-00-13 system and components and cladding criteria. T T T f T f ' f ' ' Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 M-5x6 M-3x8 M-5x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 l6 7 8 Q 6.00 load duration factor-1.6, k End vertical(s) are exposed to wind, 9 Truss designed for wind loads M-3x6 in the plane of the truss only. M-5x6(5) 5 0.25" 4 + A 0 M-1.5x3 1 3 Mt O 1 iil o • I,I Or r 6 O ,:n 1 2 2�q 13 4 15 0.251' • ,4-1•1- 117 18 *R9 ("4 ❑[Z�� . I I 1(1.25" M-1.5x3 p S d' �.7 1-f 1C� �y y y y M-Sx�(S) y M-Sx�M1_11x6 *23799 P4-1.�x3-OS � GINE Sa/// k y 9-05-08 5-01-06 5-04-14 6-03-04 6-02-04 4-11 7-04-07 1-09 y „Lt,1nry��c�' '�� 2-00 46-06 G l! L JOB NAME : POLYGON 8056-A -' EG2 Scale: 0.1280 - M WARNINGS: GENERAL NOTES, unless otherwise noted: 'K 1.Builder and erection contractor Mould be adWsed of ail General Notes 1.This design Is based only upon the parameters shown and Is for an IndMdual OREGON tx cc/ Truss: EG2 and Warnings before construction commences. building component.Applicability of design parameters end proper �� LI 1\, A, 2.2x4 compression web bracing mu l be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /�M-7• 1 4 V 3.Additional temporary bracing to In ure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at Is the responsibility f the erector. 1 brain f r o.c.and et 1a.o.o.respectively unless braced throughout thele length by L:ly R.I L�•". apons ity o permanent g o continuous sheathing such as pywcod sheathing(TC)and/or drywell(BC). C 1 DATE: 8/17/2017 the overall structure Is the responglbilty of the building designer. 3.2x Impsd bridging or lateral bracing required where shown++ SEQ. : K 3 5 6 9 5 9 8 4.No bed should be applied to any component anal akar all bracing and 5.4.Des of trussIs theheare responsibility beyd tae rospectNa Ne Mrector.environment, fasteners are complete end et no lime should any loads greeter thanign assumes TRANS ID• LINK design loads be applied to any component. and rare 1st'drycoibn'og ause PP wedge ( n(� • 5.CompuTrus has no control over and assumes no reeponsibiliy for the 8.Design n ass ea full bearing t eN supports shown.Shim or wad If EXPIRES: 1 2/31/2017 necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 6.This design is furnished subject to the limitations set fol h by 8.Plates shall be located on both feces of truss,end placed so their center TPIANTCA In SCSI.copies of which will be furnished upon request. lines coincide with Mint center Anes. 9.Digits Indicate size of plate In Inches. Mask USA,Inc/ColnpuTrus Software 7.8.8)1L(-E 10.For basic connector plate design calces see ESR-1311,ESR-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: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-7=(0) 0 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-672) 557 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-215) 395 9-5=(-215) 95 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -78) 0 DL ON BOTTOM CHORD = 10.0 PIP OVERHANGS: 12.0" 11.7" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -57/ 364V -193/ 496H 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 9.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 3'- 11.2" -282/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) 7'- 11.2" -249/ 330V 0/ OH 1.50" 0.42 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12'- 0.0" -200/ 234V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'PROVIDE FULL BEARING;Jts:2,7,3,4,5 1 8-05-04 4-06-07 iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -/ VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed- 0.100" 5 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.002" @ 12'- 11.7" Allowed 0.097" MAX TL DEFL - -0.003" @ 12'- 11.7" Allowed= 0.130" 4 MAX TC PANEL LL DEFL = 0.010" @ 2'- 2.4" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.011" @ 2'- 2.4" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.013" @ 11'- 11.2" MAX HORIZ. TL DEFL - -0.013" @ I1'- 11.2" M-3x6(S) Design conforms to main windforce-resisting 129 system and components and cladding criteria. 12.00 P Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=1.6, ei .i Truss designed for wind loads in the plane of the truss only. 0 en .-I 3 i; m 0 Lill i vw 7 to 1 M-3x4 C N'�© PRVF419 1-00y 4-00 y 8-11-11 J‘ GINE', �N�IN�F�. /�'G,�, `�` :9200P r JOB NAME : POLYGON 8056-A - EJ131110t':Iiii; ' ' Scale: 0.2559 Wm.' Re 1.WARNiNGS: O. hRAe NOTEb, unless o he,4ae mete "'f77 ,_OREGON �1Q` Truss: EJ13 1 Builderand a before contractor should be advised of en General Notes 1.This i design Is based onlypl upon the parameters shown and Is IMM.ual ale, • and Warnings before conewclbn commences building component Applicability of design parameters and proper N {{ 2.204 compression web bredng must be Installed where shown 4. Incorporetbn of component N the responsibility of the butane designer. <0 2°��-�.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at ,s L,F L 1 by is the responsibility of the erector.Additional permanent racing of c'ntin ound at sheathing hin,such h as ply wood s brace.(TC)and/or d/Belt length). /IA �� continuous act inr aterlbacng re aired shnd/«0rywell(BC). "'---��',(�'+ DATE: 8/17/2017 iM overall shakes is the responsibility of the beading designer. 3.20 Ironed bridging or lateral bracing require.where shown++ SEQ.: K3 5 6 9 5 9 9 4.No load should be applied to any component until after all bracing and 4.Installation of was Is the reeponstlley of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes mosses are to be used in a non-corrosive environment, TRAN S I D•• LINK design loads be milled to any component, and are for'dry condition.of use. 5.CompuTms has no control over end assumes no responsibility for the 6.Design assumes full Dealing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling-shipment and installation of components. T.Design assumes adequate drainage Is provided. August 1 7,201 7 6.This design is furnished subject to Be limitations set fold by 6.Plates shall be located on both faces of was,and placed so their center TPIM4CA In BC5I,copies of which will be furnished upon request. lines cdndde with Joint center lines. MRek USA,Inc./Com uTnis Software 7.8.8 1 L E 9.Digits Indicate sae of plate in inches.P ( )' 10.For basic connector plate design values see ESR-1611,ESR-legs(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS , TRUSS SPAN 10'- 3.1" IBC 2015 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-6=(0) 0 BC: 2x9 KDDF #18BTR SPACED 24.0" O.C. 3-4=(-278) 218 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=1 -73) 37 BC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -14/ 311V -137/ 323H 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -224/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.2" -169/ 249V 0/ OH 1.50" 0.32 KDDF ( 625) 10'- 3.1" -32/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 ICOND. 2: Design checked for net(-5 psf) uplift at 24 roc spacing.VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL - -0.008" @ 2'- 0.8" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.009" @ 2'- 0.8" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 10'- 2.4" MAX HORIZ. TL DEFL = -0.008" @ 10'- 2.4" Design conforms to main wlndforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, in Truss designed for wind loads o in the plane of the truss only. I0Ocn O _INO 1/11111/ M-3x4 <C-\'`gip PR©� s y y y )1 CSX` !NEIN 'z w 1-00 4-00 6-03-02 V 171. .0.'14 � f.- 89200PE r JOB NAME : POLYGON 8056-A - EJ14 •^�•• • Scale: 0.3194 -ted !�'^s a GENERAL NOTES, unlessotherwisenoled OREGON y� �44/ WARNiNeS: tx i.Builder and erection contractor n��°uld be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: E J 14 and Warnings before conawctnr�commences. building component Applicability of design parameters and proper ZO e�P 2.2e4 compression web bradng mast be Installed where shown n. mcorporenon m component b gra responsibility m the building designer. /O Y y 4 V 3.Additional temporary bracing to Irjeure atabinty during construction 2.Design assumes the top and bottom chords to be laterally braced el Ie the responsibility of the arectori Additional permanent bredig of Dn a and.110'o.c.respectively unless braced Mmughaul metr lelgtll by rC""-1 R 1 L` sinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 r 4+ DATE: 8/17/2017 the overall structure Is the resporpibility of the bunds g designer. 3.2s Impact bridging or lateral bracing required where shown S. 4.No load should be applied to any'.component until after all bracing and 4.Installation of truss h the responsibility of the reapectNe contractor. SEQ.: K 3 5 6 9 6 0 0 fasteners ere complete and at noltime should any loads greater than 5.Design assumes trusses are b be used in a non-corrosive environment, da:Ign bade be applied to any cgmponenL end are for rely condition"of use. TRANS I D• LINK 8.Design assumes stn bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 5.CompuTrus has no control over mid assumes no responsibility for the necessary.m fabrication,handling.shipment aPd installation of components. I.Design assumes adequate drainage is provided. August 17,2017 8.This design Is furnished subject to the limitations set forth by 8.plates shall he located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. O.linescoincide o Indicate.t joint lines. a oplate In MiTek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 91513TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF 810BTR SPACED 24.0" O.C. 2-3=(-331) 288 3-4=( -88) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE. SQ,IN. (SPECIES) 0'- 0.0" -16/ 315V -94/ 230H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -196/ 277V 0/ OH 1.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 0.0" -55/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3,41 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "op spacing. 1 4 -/ VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" 9 -1'- 0.0" Allowed= 0.133" V MAX TC PANEL LL DEFL = -0.010" 9 2'- 0.8" Allowed= 0.338" �� MAX TC PANEL TL DEFL = -0.012" @ 2'- 0.8" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" 9 6'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 6'- 11.2" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads co '�) in the plane of the truss only. I til 0 r M O 0 1 M-3x9 y 1-00 y 4-00 y 3-00 * �S��NP€r ty�t/�* 41-C' 89200 PE r" JOB NAME : POLYGON 8056-A - EJ15 _,, / Scale: 0.4204 - , 421 WARNINGS. OENERALNOTES, urly opus the parameters shown and Is for an IMMduel i Cl7 end Warnings before construction commences building component Applicability of design parameters and proper �/ t 2.204 compression web bracing must be metalled where shown 5. incorporation or component b the responsibility of the budding designer. /,* '.7 y 2-° °� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at V (r Is the responsibility of the erector.AddlbonelT o.e,end et 10'o.e.respectively a braced throughout their length by �� DATE: 8/17/2017 the overall structure is the responsibility permanent bredrg of continuous sheathing such as plywood sneelbmerec)enNpr erywen(ec). Ft pone ty of the building designer. 3.28 Impact bridging or lateral bracing required where Mown++ SEQ.: K3 5 6 9 6 01 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility or the respective contractor. fastened are complete and et no time should any loads greater than 5.Design assumes busses are to be used in a non-corrnelve environment, loads be (led to any and ere for•dry condition•of use. deal TRANS ID: LINK gnoa app y 5.CompuTrus.has no control over and assumes no responsibility tor the 8.Design assumes full bearing at all supports shown.shim or wedge If EXPIRES:' 12/31/2017 febncolion,handling,segment and installation of components. ssaryum by 7.necessary. ates shall asureea acted on othllage io puree,d. W August 17,2017 s.Thin designIs rumiehsd au ed to in limitations set loth 8.pletea ssbe Toasted at both faces of Wes,end ease so their cedar TPINTCA In 9101,copies of which will be furnished upon request. lines adndde with Joint center Anes. 9.Dlgite Indicate sloe of plate In Indus. MITek USA,InciCo npuTrus Software 7.8.8(1L}E 1a.For bass connector plate design values see E511-131 1,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 80 2-7=1-46) 63 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-315) 231 6-8-(-63) 85 6-3=( 0) 33 WEBS: 2x4 KDDF STAND 3-4=(-269) 216 3-8=(-136) 100 LOADING 4-5-( -93) 68 TC LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 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 BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -17/ 317V -94/ 231H 5.50" 0.51 KDDF 1 625) 3'- 9.7" -24/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -145/ 217V 0/ OH 1.50" 0.28 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 0.0" -59/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,8,4,5I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-00 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinue.I f VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 SI -/ MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL - 0.005" @ 1'- 2.5" Allowed= 0.177" I( MAX TC PANEL TL DEFL = 0.005" @ 1'- 1.7" Allowed= 0.266" h SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.005" @ 3'- 9.7" MAX HORIZ. TL DEFL = 0.006" @ 3'- 9.7" 12 12.00 7 Design esisting system and fcomponents orms to iand n icl _ adding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), I I load duration factor=1.6, Truss designed for wind loads jin the plane of the truss only. M-4x6 3 AI 400, . WORIMINV O ISI OI ME O 1 M23x4 0 I ' M-3x4 M-3x6 • • M-1.5x3 J, ), l 2-03-12 1-08-04 �<�9 O PRQPk-0 > k k y 1-00 , 2-05-08 y4-o6-08 , ��c� �NClG11ry'Vv�� /0* 4-00 3-00 '9200Pt� -A- . JOB NAME : POLYGON 8056-A -' EJ15C C Y� Scale: 0.3612 y . 4#OREGON Lrc, WARNINGS: GENERAL NOTES, unlessothenNee noted: � . s' (� (� `/% 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and a for an individual u/ •) ( 8)0 =k- Truss: EJ15C and Warnings before consbuaton commences. building component.Appllcabllly of design parameters and proper v s z.Pao compression web bracing must be installed where shown,. Incorporation of component N the responsibility of the building designer. aa..�� 3.Additional temporary bracing to inebns stability during construction T.Design assumes the tap and bottom chorda to be laterally braced at z' R 1`\„ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 8/17/2017 tiro overall structure Is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown 4 4 SEQ. : K 3 5 6 9 6 0 2 4.No load should be applied to any dxnponent until after all bracing and 4.Installation of Imre is the responsibility of the respective contractor. fasteners are complete and at no time shook any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment EXPIRES:' 120/2017 TRANS I D: LINK design loads be applied to any component. Dile gnassumecondition'full erng use. pv wedge i . 5.Compurnn has no contra over ark assumes no reapandbllity for the 6.Deed fun been t all su orfs shown.shim or wee f August 17,2017 fabrication,handling, pmen necessary. ahl t and Installation o/componenn. ].Design assumes adequate drainage Is provided. 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAYTCA In SCSI,copies of which will be furnished upon request. lines cdndde with Joint center Anes. 9.Digits indicate size of plate in inches. MITek USA,Ino./ContpuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.8" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 254 KDDF #15BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x9 KDDF #108TR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting 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 system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Di r), considered for this design. load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-05-15 5-05-15 T f f 3-09-15 2-07-01 2-07-01 3-09-15 f ' '1 T T 12 D IIM-4x4 12 6.00 Q 6.00 4 4.0" TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 2X4 STRIPPING REQUIRED AT 24"OC WHERE CONTINUOUS BEARING IS �� SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL lli FOR CONNECTION TO BASE TRUSS. M-1.5x9 illiM-1.5x9 3 u) Ill M 1 jeri 1l1 IIII 7 M I 0 8 9 10 0 M-3x4 M-3x6 M-3x6 M-3x6 M-3x4 3, 3. l b y 3-09-15 2-07-01 2-07-01 3-09-15 l b 0 b A(� ,p PR pFFss 0-03-04 10-11-14 0-03-04 Q 89200PE �r" JOB NAME : POLYGON 8056—A — ECAP Scale: 0.5173 OREGON ��". WARNINGS: GENERAL NOTES, unless othermse noted; ` t/s Truss ECAP 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is furan individual LIQ•,Y 2,e;\µ 4 and Warnings before construction commences. building component Applicability of design parameters and proper ��'� 2.2x4 compression web bracing mud be installed where shown+. Incorporation of component N the responsibility of the building designer. RIO- SEQ.: � 3.Additional temporary bracing to insure stability during construction Tri 2.Design assumes the top and bottom chords to be laterally braced at is IM responsibility of the erector.Additional permanent bradng of 2'o.c.continuous et 10'ea.gush a ply unless braced mro)end/thele length by DATE: 8/17/2017 the overall structure is the responsibility of the building designer. 2imactahggi or sten b acing re uirsha shown drywall(BC>. 4.In Impact bridging/use or lateral bracing required the where co++ .S EQ. K 3 rJ 6 9 6 0 3 4.No wad ahold be applied to any component until alter all bracing end 4.Installation of Inas b 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 to a non-corrosive environment, and aro for condition.o use. EXPIRES'' 12/31/2017 TRANS I D: LINK design loads be applied to any component. 5.can uTrus has no control over and assumes no res 6.Design assumes fun bearing M an supporta shown.Shim or wedge it August 17,2017 p responsibility for the necessary. febrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitation set forth by S.Plates shell be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software+7.8.8-SPI t L E 5.Digits Indicate she of plate In Inches. MiTek USA,Inc./Com P ( )- 10.For basic connector plate design values see ESR-1311,155-1588(MiTek) ) This design prepared from computer input by �'� Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS SII TRUSS SPAN 10'- 11.8" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 TC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been LL - 25 PSE Ground Snow (Pg) load duration factor=1.6, considered for this design. ADDL. TC UNIF LL+DL= 10.0 PIF 0'- 0.0" TO 10'- 11.8" V Truss designed for wind loads in the plane of the truss only. ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 1 rows) throughout 2x9 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" cc in 1 row(s) throughout 2x4 webs. 5-0'-15 5-05-15 '1 I q T 3-09-15 2-07-01 2-07-01 3-09-15 T I T T 1212 6.00 IIM-4x4 Q 6.00 44.0" TRUSS DESIGNED ASA PIGGYBACK.STRUCTURAL TRUSS IS BELOW. �� - . 2X4 STRIPPING REQUIRED AT 24"0C WHERE CONTINUOUS BEARING IS SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL 110 % FOR CONNECTION TO BASE TRUSS. M-1.5.4 x M 1 5 4 2.0" 2 � ,, m 111 I -� N I Erf I 1IFFtFFI%IPd -moo 1 8 9 10 O OM-3x4 M-3x4 .-3x6 M-3x6 M-3x6 b / b b l 3-09-15 2-07-01 2-07-01 3-09-15 p 0-03- 4 10-11-14 0 y o4 ' SA/ 0-03-09 6� N zq 02 144 89200PE 9r JOB NAME : POLYGON 8056-A - EGCAP Scale: 0.5048 s7L O.EGON�>x ��CC I ildeB: GENERAL NOTESdesign unless e the e: 'Q ei ��4 i.Builder and erection contractor should be advised of all General Notes 1.This deagn I+based only upon the parameters shown and is for an Individual <0 •� "'4 Truss: EGCAP and Wamings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown 1-. incorporation of component Is the responsibility of the building designer. `� 3.Additional temporary bribing to Messrs stability during construction 2.Design assumes the top end bottom cholla to be laterally braced et E'F R y w Y o.c.and at 10'o.c.respectively:Issas braced throughout MO length by Is the responsibility of the Bracton,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/17/2017 the overall structure la the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown if a SEQ.: 5 6 9 6 0 4 4.No load should be applied to any component until after all bradng and 4.Installation of trues Is the responsibility of the respectve contractor. fasteners are complete and at no Hee should any loads greater than 5.Design assumes trusses are s be used Ina non<onoslve environment EXPIRES: 12/31/2017 design beds be applied to any component. end are for'thy condition.be ni g use. TRANS ID: LINK 6.nsceae tswmes uHbe+dngat+Asuppo sawwn.8himorwetlpeif August 17,2017 5.CompuTruc has no oonbd over all assumes no responsibility t«the smq, fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. B.This design is furnished subject do the limitations set forth by B.Plates shall be loaded on both laces of truss,and placed so their center TPIM'TCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 5.Digits indicate size of plate In inches. MiTek USA,Inc./CenlpuTrue Software+7.6.8-SP2(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 46-07-08 MONO HIP-D SETBACK 4-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 101 2-13=( -751) 2187 3-13-( -93) 284 11-18=(-747) 454 2x4 KDDF #1613TR T1 2- 3=(-2575) 801 13-14=(-1127) 2630 13- 4=( -78) 500 18-12=(-251) 198 BC: 2x6 KDDF #18BTR LOADING 3- 4=1-2482) 835 14-15=( -904) 1992 13- 6=( -555) 464 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15-16=( -264) 453 6-14=) -327) 260 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 4- 6=1-2190) 774 16-17=( -123) 35 14- 7=( -155) 710 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 75.0)+DL( 21.0)- 96.0 PLF 8'- 0.0" TO 46'- 7.5" V 6- 7=1-2487) 1018 17-18=1 -396) 632 7-15=(-1395) 674 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 46'- 7.5" V 7- 8=1-1018) 445 15- 8=( -388) 1306 8- 9-( -866) 1984 8-16=1-2922) 1296 TC CONC LL( 200.0)+DL( 56.0)- 256.0 LBS @ 8'- 0.0" 9-10=) -866) 1984 16- 9=( -636) 471 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=) -398) 169 16-10=(-2183) 1031 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( -53) 58 10-17=) -118) 745 ==m=====_===-..=__ ___________________ REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17-11=( -369) 377 OVERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -485/ 1738V -57/ 139H 5.50" 2.78 KDDF ( 625) 28'- 3.0" -1585/ 3633V 0/ OH 5.50" 5.81 KDDF ( 625) 46'- 7.5" -363/ 753V 0/ OH 4.00" 1.21 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,16,18 '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- 0.104" @ 12'- 6.5" Allowed= 1.378" MAX TL DEFL= -0.163" @ 12'- 6.5" Allowed- 1.837" MAX LL DEFL = 0.029" @ 37'- 4.4" Allowed= 0.891" MAX TL DEFL- -0.041" @ 37'- 4.4" Allowed- 1.188" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- -0.031" @ 46'- 4.0" MAX HORIZ. TL DEFL= 0.044" @ 46'- 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. 0-07-07 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, “ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11 38-07-13 load duration factor-1.6, T T '( End vertical(s) are exposed to wind, 7-11-11 18-07-13 20-00 Truss designed for wind loads '( T T in the plane of the truss only. 3-10-09 3-05-11 4-06-13 5-02-04 5-02-04 5-04 6-01-08 5-11-12 6-03-04 T T T T T T T T T T T 7-09-12 T 256# 12 M-5x6(S) 6.00 ' M-4x6 5 M-3x4 M-3x4 M-5x6 M-1.5x3 M-3x8 M-3x4 M-1.5x3 444 6 7 8 9 10 11 12 M-1.5x3 M a rd -'' di o • `Z / \ o // r y d' 1 2/ 13 14 .( 15 16 17 18 , 1M-3x6 M-3x8 0.25" 7M-4x4 0.25" D pp C M-7x6(S) -M-8x8(S) M 3x4 M-3x4 t3 V Pn d�hhs y b i b b l 1 1 NGINF�c� /p�r� 7-02-08 7-00-12 6-11 7-00-12 9-01-06 9-03-02 c "V y2-00 46-07-08 ./' ....-.77., 89200PE .1,,r' JOB NAME : POLYGON 8056-A - Fl ..0 /9�i Scale: 0.1419 NJ WARNINGS: G.INsdeNGTEb, udaupothenvlaenoted '1'' ,OREGON �l(� I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: F l and Warnings before construction commences building component Applicability of design parameters and proper 14 ry N t 2 2x4 sompresalon web bracing must be Installed where shown 4. Incorporation of component Is the responsibility of the building assigner. //1 y n v g� -t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �•fAll L �t1 Is the responsibility of the erector.Additional permanent bredng of 2'o.c.and m 10'o.c.respectively unless braced throughout their length by j DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 2x Impact sheathing or laud,as plywood airedsheatwhere s and«arywan(Bq. "e � "`•,• 3.Installation n tmpact of truss Is htere baring required whpre showo++ SEQ. K3569605 4.Nrconeeareceanenany component anal load all bracing and 5.Design ionumes thesisare to b ste i s respective crenvron • festeMre are complete and at no time should any loads greeter men 5.and Design assumes buses are m be used in a non-cortoaive environment, design mads be applied to anyand are for'dry contlilron"of use. TRANS ID: LINK noodassu 5.CompuTnrs has conal over and assumes no responsibility for the 6.Design assumes fel bearing at all support shown.Shim or wedge If EXPIRES: 12/31/2017 necessary.fabrication,handing,shipment and Installation of components. 7.Desigassumes adequate drainage Is provided. placedAugust 17,2017 6.This design Is banished subject to the limitations set form by 8.Plates shall be located on both feces of truss,and so their anter TPIANTCA In SCSI,copies of which will M furnished upon request. linea coladas with joint anter lines. S.Dlgiasalelofplate Iminches. MITek USA,Inc./Com uTrus Software 7.6.8(1L)E toDor basic connector plate design values see ESR-1311,ESR-1 gB8(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/Cq=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=) 0) 101 2-13=1-1011) 1493 3-13=1 -83) 138 11-18=(-515) 153 2x9 KDDF #1&BTR T1 SPACED 24.0" O.C. 2- 3=1-1714) 932 13-14=1-1063) 1652 13- 4=1 -87) 388 18-12=(-167) 100 BC: 2x6 ROOF #1&BTR 3- 4=1-1560) 877 14-15=1 -677) 1279 13- 6=1 -385) 226 WEBS: 2x9 KDDF STAND LOADING 4- 5=1 O) 0 15-16=( -153) 296 6-14=1 -178) 353 LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1354) 821 16-17=1 -109) 124 19- 7=) -330) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1574) 892 17-18=1 -128) 436 7-15=1 -891) 542 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 92.0 PSF 7- 8=1 -657) 288 15- 8=1 -334) 840 8- 9=1 -646) 1288 8-16=1-1896) 882 LL = 25 PSF Ground Snow (Pg) 9-10=1 -646) 1288 16- 9=1 -423) 237 NOTE:2x4 BRACING AT 24"OC UON. FOR 10-11=1 -297) 90 16-10=1-1443) 555 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1 -53) 58 10-17=1 -92) 488 __ ______________==-=-a---==___---__= REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17-11-1 -237) 263 OVERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -232/ 1269V -57/ 139H 5.50" 2.03 KDDF ( 625) M-1.5x4 or equal at non-structural 28'- 3.0" -284/ 2386V 0/ OH 5.50" 3.82 KDDF 1 625) vertical members (uon). 46'- 7.5" -60/ 511V 0/ OH 4.00" 0.B2 KDDF 1625) M-3x4 where shown; Jts:2,6-7,11,15,17-18 (PROVIDE FULL BEARING;Jts:2,16,18I 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.095" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL - 0.093" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL- 0.084" @ 12'- 6.5" Allowed= 1.378" MAX TL DEFL= -0.104" @ 12'- 6.5" Allowed= 1.837" MAX LL DEFL- -0.016" @ 37'- 4.4" Allowed - 0.891" MAX TL DEFL - -0.028" @ 37'- 4.4" Allowed = 1.188" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.023" @ 46'- 4.0" MAX HORIZ. TL DEFL = 0.029" @ 46'- 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. 0-11-12 Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, <--f Wind: Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), 11-11-11 34-07-13 ,� load duration factor-1.6, 11-11-11 14-07-13 20-00 End vertical(s) are exposed to wind, Truss designed for wind loads 3-10-09 3-05-11 9-02-08 5-02-09 5-02-04 5-09f. 6-01-08 5-11-12 6-03-09 in the plane of the truss only. T T T 1. T T T T '1 T 7-09-12 f f 5 12 1 I M-5x6(S) 6.00 M-4x6 M-3x6 M-1.5x3 =M-4x4 M-1.5x3 4 6 7 8 9 10 11 12 .0•00 .1 f Ul e g M-1.5x3 \ Ni + + `"' �/ o o 0 M o - o 1•01112 13 14 15 16 17 18 of M-3x8 0.25" 0.25" ,( ��to PROp M-7x6(5) -M-SxB(S) 4�"\ NGINEE' S/0A-. y 7-02-08 y 7-00-12 J 6-11 y 7-00-12 y 9-01-06 y 9-03-02 y -.�+ y2-00 46-07-08 y `r" :9200PE 'r' JOB NAME : POLYGON 8056-A - F2 /- Scale: 0.1919 e f� Sr 1.IWARNINGS: GENERAL NOTES, unless otherwise noted � GON h- �� 1.Builder end erection contractor ehbuld be advised of all General Notes 1.This design Is based only upon the parameters shown and le for an IndMdual 7,_ V" Truss: F2 and Warnings before consiruclbn commences. building component Applicability of design parameters and proper lam^ '44'. Q {� 4 2.2a4 compression web bradng must be installed where shown•. Incorporationfscomponent is me responsibility of the building designer. /O •Y '�(,� ,,,`'� #y 3.Additional temporary bracing to insure stability during construction 2.Designthe tap end bottom chards m be laterally braced at `_ Is the responsibility I the erector:Additional 1 bred f 2'ntin end el 10'o c.such a ply unless braced(TC)throughout Mair length by MFR R10- pori ly o permanent rig o continuous she'hingo.c.such ti plywood s braced and/or drywdlgth b DATE: 8/17/2017 the overall structure Is the respon/lbWty of the building designer. 3.24 Impact bridging or lateral braOng required where shown•• 4.No bad should be applied to any component until after as bracing end 4.Installation of buss b the responslddhllty of the respea contractor. SEQ.: K3 5 6 9 6 0 6 fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non-corroshe environment, TRANS I D: LINK design loads be appned to any component. end are for'dry wMbearillOn.of supports s wedge• 6.CompuTrus has no oonbd over and assumes no responsibility for the 0.Design assumes hdt bearing at all w bourn.Shim en wed d EXPIRES: 12/31/2017 saery.um talnoation,handling.shipment ark installation of components. 7.Design assumes adequate drainage Is provided. August 17,2017 8.This design C furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPI/WTCA In SCSI,copies of which wail be furnished upon request. lines coincide with joint center Pros. 9.Digits Indicate aloe of plate In Inches. MITek USA,Ino./CompuTros Software 7.8.8(114-E 10.For basic 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 46'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-14=(-497) 1379 3-14=1 -214) 216 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1596) 637 14-15=(-323) 1108 14- 4=1 -55) 378 WEBS: 2x4 KDDF STAND 3- 4=1-1384) 597 15-16=1 -30) 304 4-15=( -567) 376 LOADING 4- 5=1 -794) 462 16-17-1 -30) 304 15- 5=( 0) 133 TC LATERAL SUPPORT <- 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 17-18=1-675) 495 15- 7=( -324) 694 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=( -664) 489 18-19=1 -43) 126 16- 7-1 0) 331 TOTAL LOAD = 42.0 PIF 7- 8=) -85) 720 19-13=(-183) 474 7-17=1-1494) 582 8-10=1 -40) 371 17- 8=1-1212) 570 NOTE: 204 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 0 8-18=( -402) 933 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( -76) 461 10-18=1 -324) 153 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 11-12=1 -392) 227 18-11=) -632) 395 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=1 -608) 279 11-19=1 -145) 419 OVERHANGS: 24.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-12=( -281) 331 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:2,8,13-14,17,19 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -165/ 1237V -172/ 180H 5.50" 1.98 KDDF ( 625) 28'- 1.3" -287/ 2450V 0/ OH 5.50" 3.67 KDDF ( 625) 46'- 7.5" -59/ 484V 0/ OH 4.00. 0.77 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,17,131 'COND. 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 - 0.060" @ 15'- 9.9" Allowed = 1.378" MAX TL DEFL = -0.091" @ 15'- 9.9" Allowed - 1.837" MAX LL DEFL = 0.023" @ 38'- 9.6" Allowed- 0.891" MAX TL DEFL - -0.032" @ .38'- 9.6" Allowed= 1.188" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.019" @ 28'- 1.3" MAX HORIZ. TL DEFL = 0.029" @ 28'- 1.3" Design conforms to main windforce-resisting 0-05-04 0-05-04 system and components and cladding criteria. pr '(1 15-11-11 14-09-10 15-10-03 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, - - T ,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-03-15 4-11-08 5-03 5-10-02 6-06-15 2-04-09 5-03 4-11-08 5-02-07 load duration factor-1.6, -1 'i 'r fi I 1. ff '( 2 l' Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 6 M-3x8 9 M-4x6 Q 6.00 M-5x6(S) 5 7 e r 1 M-5x6(S) 0.25"` 1 0.25" 4 .1 IN M-1.5x3 41 + M-1.5x3 3‘,,,, 2 ..,/,..... , /‘1 ' p 1 14 0^.2 5" 16 17 f 18 19 13 o c.B[O PR Qp- M-1.5x3 0.25" 1 rG. I'(- M-5x8(5) M-5x12(S) 4\ „GINE, s/, J b J- J J. 1 J b y J' 7-11-07 7-05-04 6-05-03 6-03-07 3-03-01 7-05-04 7-09-15 J' .�s . 2-00 46-07-08 89200PE �' JOB NAME : POLYGON 8056-A - F3 Scale: 0.1331 (4P/Ie,„-o.r lip : '-re 10 47C WARNINGS; GENERAL NOTES, unless olhenvlaenoted'ba '=7 OREGON L(/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is sed only upon the parameters shown end is for an individual F3 and'Mornings before conebudkw,commences building component 4 Applicability of design parameters and proper 2.204 compression web bracing collet be Installed where shown+. incorporation of component Is the responsibility of the building designer. Gi0 q y 14 2' �-�'�' 3.Additional temporary bracing to insure stability during construction Z.Design assumes the tap and bosom chortle to be laterally braced at is the responsibility of the erector.Additional permanent bracing of continuous o.c.and alto'o.o.respectively unless braced throughout their length by 4:11" FS �� conllnue sheathing such as plywood sheelMng(TC)and/or drywall(BC). (� DATE: 8/17/2017 the overe%structure le lib responsibility of the building designer. 3.tie Impact bridging or lateral bracing required where shown+•SEQ.: K3 5 6 9 6 0 7 4.No bed should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of Me respedle contractor. fasteners ere complete and at no time should any load.greater than 6.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component ansae o dry conditionof use. 6.CompuTrua has no contra over and assumes no ro.pansibinty far the B.Desbn assumes fug bearing el all support.shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment a assumes August.I r� .I isprosedoereelmia of forth components. 7.Potion eeaded neothl fad la twos,a. AU USt 17,6017 B.This assign Is furnished subject to the limitations set rgdn by e.Plates shall be located on both lace.of w..,and planed so their center g IPI(TCA in SCSI,wpbs of which win be furnished upon request lines ceindde with join center lines. S. indicate Nee of plate In inches. MiTek USA,Ino.iCom uTrus Software 7.6.8 1L)-E 10 For basic connectorplate design values see ESR-1311,ESR-1 BBS(MiTek) This design prepared from computer input by j Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-14=(-556) 1397 3-14=) -214) 227 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1596) 762 14-15=(-372) 1128 14- 4=( -63) 378 3- 4=(-1384) 718 15-16=( -55) 317 4-15=( -567) 311 WEBS: 254 KDDF STAND LOADING 4- 5=1 -8161 596 16-17=( -55) 317 15- 5=1 0) 133 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-675) 528 15- 7=( -311) 694 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -685) 584 18-19=( -56) 138 16- 7=( 0) 331 TOTAL LOAD = 42.0 POE 7- 9=( -124) 720 19-13=(-152) 474 7-17=(-1531) 808 8-10=( 0) 0 17- 9=(-1212) 766 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -40) 382 9-18=( -388) 933 ALL FLAT TOP CHORD AREAS NOT SHEATHED li 10-11=( -76) 473 10-18=) -324) 165 --------- ------____---_- ---- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -402) 192 18-11=( -632) 363 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13-( -608) 266 11-19-( -146) 419 OVERHANGS: 24.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-12=( -281) 332 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA M-1.554 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (tion). 0'- 0.0" -202/ 1237V -172/ 181H 5.50" 1.98 KDDF ( 625) 28'- 1.3" -412/ 2450V 0/ OH 5.50" 3.67 KDDF ( 625) M-3x4 where shown; Jts:2,9,13-14,17,19 46'- 7.5" -59/ 484V 0/ OH 4.00" 0.77 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,17,13I ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.045" @ -2'- 0.0" Allowed= 0.200" MAX TL DEFL - 0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.100" @ 15'- 9.9" Allowed - 1.378" MAX TL DEFL - -0.093" @ 15'- 9.9" Allowed= 1.837" MAX LL DEFL = 0.025" @ 30'- 11.1" Allowed= 0.891" MAX TL DEAL = -0.032" @ 38'- 9.6" Allowed- 1.188" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.019" @ 28'- 1.3" MAX HORIZ. TL DEFL = 0.029" @ 28'- 1.3" Design conforms to main windforce-resisting system and components and cladding criteria. 19-11-11 6-09-10 19-10-03 1' 1' f . Wind: 140 mph, h-15.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 5-03-15 4-11-08 5-03 4-00-052-03-01 5-04-07 1-02-2809-13 5-03 4-11-08 5-02-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(oir), T 'r "r 1 f f 1' 1' 1' 1' 1' 1' load duration factor-1.6, 6 8Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 / ''Q6.00 M-4x6 M-3x8 M-9x6 M-5x6(S) 5 y M -Sx6(S) 0.25" 0.25" 4 41 M-1.5x3 �!, +- + +I �+ M-1.5x3 3 .111\ cis to \h. 9 w N 1 14 15 I 16 17 flI 18 19 J13 o s-s t© r it V/- I 0.25" M-1.5x3 0.25" 1 �'# OS M-5x8(S) M-5x12(S) ��Cj'C' \AVNFE /per y y y b l l l y Fi q 7-11-07 7-05-04 6-05-03 6-03-07 3-03-01 7-05-04 7-09-15 1 b b ,..,_"4./ :9200PE r" 2-00 46-07-08 JOB NAME : POLYGON 8056-A -j F4 Scale: 0.1331 40 WARNINGS: GENERAL NOTES, unless otherMse noted. •'�7� OREGON l h �rf,./� t.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon Me parameters shown end le for an indMduel `yw Truss: F 4 and Warnings before construction commences. balding component.Applicability of design parameters and proper 2. 4t 2.2x4 compression web bracing must be Installed where shown�. incorporation of component Is the responsibility of the building designer. �6 Y 14, `•` �y 3.Additional temporary bracing to Imam stability during construction 1.Design assumes the lop and bottom chords to be laterally braced at `- la tiro responsibility f the erectors Additional 1 bracing f 2'o.c.and et 10'on.respectively unless braced throughout thatr length by 4/EI RIO- continuous aeons ty a s trued en g o sheathing such es plywood sheatMng(TC)and'or drywall(BC). {,� DATE: 8/17/2017- the overall structure la the responbINlty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 6 9 6 0 8 4.No load should be applied to any pompenent until after all bracing end 4.Installation of truss Is the respooelbltity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment and are for"dry condition.of use. TRANS I D• LINK design bads be applied to any component 8. 5.Compalnn ty te has no control over and assumes no respanaibitir the 8.Design assumes full bearing et all supports shown.Shim or wedge It EXPIRES: 12/31/2017 assumes s. uctu August design is mmienw subject to the limitations set roan by 8.Mates anal be located on both(saes of case,arra placed so mal.caner TPIIWTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate sine of plate In Inches. MITek USA,lnojCornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(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 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-12=(-420) 1587 3-12=( -298) 301 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1668) 615 12-13=(-177) 1121 12- 4=( -153) 597 WEBS: 2x4 KDDF STAND 3- 4=(-1497) 615 13-14=( -65) 624 4-13=1 -687) 367 LOADING 4- 5-( -643) 400 14-15=(-518) 480 13- 5=( -162) 801 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -158) 339 15-16=) -98) 238 5-14=(-1056) 520 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -158) 366 I6-10=( -97) 459 14- 6=( -175) 82 TOTAL LOAD = 42.0 PSF 7- 8=( -95) 678 14- 7=( -359) 1255 OVERHANGS: 24.0" 24.0" 8- 9=( -437) 189 7-15=(-1728) 769 LL = 25 PSF Ground Snow (Pg) 9-10=( -612) 187 15- 8=( -714) 378 10-11=( 0) 101 8-16=) -174) 646 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=1 -350) 322 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" -176/ 1277V -276/ 2760 5.50" 2.04 KDDF ( 625) 28'- 4.7" -264/ 2401V 0/ OH 5.50" 3.84 KDDF ( 625) 46'- 9.0" -131/ 765V 0/ OH 5.50" 1.22 KDDF ( 625) 1PROVIDE FULL BEARING;Jts:2,15,101 ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacino. 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 - -0.071" @ 12'- 3.5" Allowed - 1.378" MAX TL DEFL = -0.112" @ 12'- 3.5" Allowed= 1.837" MAX LL DEFL - -0.018" @ 38'- 4.6" Allowed= 0.891" MAX TL DEFL = -0.028" @ 38'- 4.6" Allowed= 1.187" 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 23-09-08 23-04-08 MAX HORIZ. LL DEFL = 0.023" @ 46'- 3.5" T MAX HORIZ. TL DEFL = 0.034" @ 46'- 3.5" 6-04-06 5-11-15 6-03-07 4-08-12 4-08-12 6-03-07 5-11-15 6-04-06 T f T T T T T T T Design conforms to main windforce-resisting 12 system and components and cladding IIM-4x4 6.00 12 ps P criteria. Q6.00 4.0" Wind: 140 mph, h-16.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 6 .6( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !\ load duration factor-1.6, 1.1 Truss designed for wind loads M-3x9 5 ,S.. -4x4 in the plane of the truss only. M-5x6(S) M-5x6(S) 0.25" 0.25" 4 +I + + M-1.5x3 M-1.5x3 rn +I ///* Ahihhi..... .„1„ 3 r7 .41111111111111111111111111& 0 1 2 'M-3x4 M-3x4 b3.25" M-3x8 0.25', 15 16 '1r 1 0 `��O PRQp M-3x4 M-3x4 I G PRO o M-5x6(S) M-5x6(S) o r›.- ' ,,,Y- 11"..." NG1NFF s/o.. 8-04-07 9-11-13 5-00-04 5-00-04 9-11-13 8-04-07 2-00 46-09 z-oo '�` 89200PE 44 fir"" JOB NAME : POLYGON 8056-A - F5 /#4, • Scale: 0.1252 Cts WARNINGS: GENERAL NOTES, unleee omerMse noted O ry to 01 V �. 1.Builder and erection contractor should be advised of all General Notes 1.Thle design is based only upon the parameters shown and is for en individual L OREGON Truss: F5 and Waminga berme constmccon commences building component.Applicability of design parameters and proper 2.204 compression web bracing must be instated where shown+ incorporation o1 component Is the responsibility of the building designer. In 4." qY 4 V'le,t-yw� 3.Additional temporary bracing to Insure stability during conslmction 2.Design assumes the top and bottom chords to be leleraliy braced at (./ A 1 4 i le the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'on.respectivelycp5 unless braced throughout their length by ��R IO- DATE: 8/17/2017 responsibility of the buildingdesigner. continuous sheathing such as bracing required ing(TC)and/or drywall(ec). the overall structure Ie the re ibill g 3.2x Impact bridging or lateral where shown++ SEQ. : K3 5 6 9 6 0 9 4.No load should be applied to any component unit after at bracing and 4.Installation of russ Is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a nonmrmsive enumnment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition or use. 5.Com uTnn has no control ewer and assumes no res 8.Design ase ss iWI bearing atan supports shown.Shim or wedge I` EXPIRES;.t 12/31/2017 p responsibility for ssary um fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is presided. August 1 7,20 1 7 8.TNs design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPI/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint canter Fines. Wee USA,IncJCom uTrus Software 7.8.8(1 L E 9.Digits indicate size of plate in inches. p )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 lbw (maim)9961-893'1101-8$a see sown Ow:NNd w4w141o00609103'01 3-10)8'9'L PuemyoS snllndw0303411'VSn)101!4 x0409.1.1.1d 10 0010 01001401011N10 13 seen 01400 WP01411m ePWw Dew 1000601 41311:W4ewni eq Nm Awn W NNtl.'1898.103160(11 II II It QQ /014100/1041 oe pooeM pue'cpo 60 00006 41011110 peleool eq 11040 Meld'8 Aq wog 100 suoompo 1041 N 100(90¢POUelwi4 0 06!0040011'8 LY0ZILY�SllUlld paP%0.dp06euNpNen6epecewn00016I000 •sluvuodw ojouopeuel9pup juewdlgs'Bu11Wa4'uoneougel LLOLft£f of S3aIdX3 Ae001 0 04,131AI!nglsu0tl0Ne1.00010000DueJew484100o1.seusrulndwo0'9 N eBDOm 10 w14S'umo4e 003111100l%le Buueaq IIr4 vewnew 4161000'9 lu.odwgo,(ue W mid.eq speq Wool, ANY.' :Q I S NVIII eon Io,uo10Puoo Np.101 on pue ue41101ew0 0401(Aue Plno4c 04191041 la We NNtlw00 Ne 010410010( rvewuwue0.s0910 41041a111Pssnsgofs000000000010000401000 s B 410110100pus d969S£}I •'b1S wmujuo0 0,y4edse104110 of 6.leuodom 04101 song to uonelleleul'9 We 00161 Ile lay.Nun 1410 o1 Pella.W M.N.44,04.De%eN'9 41..40NWm..10601 Bu4.11¢101.1106.16411 I...I 00'0 10u61wP BulpNnq 04113 A1NNsuoMN NO sl NW,.0101...1 LT0Z/LT/8 :3Iva 1.11 IJ '(J9)p0O.Iup incur(31)Bui' 1s poamld se epne.141......9.0. 10 6upNq 1000 OIle111.0111PPV 101.000 04110 0911410 01201 04101 El(,] ,(q 416101 ge4pj A11 19 WOS1 I Alen1PO..10•1.0110 Pus'.'0.0 1.o!on1N 010 Bupnp Almelo amp'01&slow llewdwe110uon1Pp1 3 I, t 0 le P0ONW 09 1Nel eq 01 spwy0 010809 Pus 113104100010000 061000'i 0 4101040 010410 p0110100106 NON 604014 gem 00Pee4dw00 900'6 leuBlceP 111%Inq 111010 ANI u6!OOcN 041 N 741000110103(0 u31INod100u1 000000141110 4ngsu00 ewlaq 09.1100M Pus 9.3 :S S nZ y 100014 Pue¢1000410011411(0141091 011dd9 lu0 01061dtwo Bul%1nq /'sy. 'I\ �� t. pomp'1.e wl sl Pue 0010411 NNcwNed eta uodn Apo pessq el Woo.l'AN'1 SOWN 4181.00 Its(0411µ4s eq pM a1010111410141o80ew pus yawls•1 `.N1./ NO0380 :P0100wuu0410000100 'S31ON1Y83N30 'SONINOYM -V IVl/ 01 �j07 ZSZT'O :01005 93 - V-9508 NO A1Od : HP\IVN 902 00-Z 60-94 00-Z '.>Q ]d00Z6: fi T T T 4 LO-40-8 £T-TT-6 70-9 X80-80-E� ET-TT-6 LO-40-8 0,S `1?-3NI' N- $ T T (5)9X5-W (0)9X5-N o dOUd CO `, o SSZ'0 8XE-W 6T ..SZ.:0 cu 1 s I? ��1 -- ZT Z I I Pi 0 o � w w E 6 EXS.T-W EX5'T-W 06 u SZO //////► 59.0 (5)9X5-W '� -'/ (S)9X5-W •ATuo 0000; ay; ;o aveid ay; 1.T �.�' 04031 puTm .Tog paubTsap 00002 '9•(..ao;Je3 uoT;esnp PeoT Y)' 9 '(1(3(04031971 '0'1103 '3•160 '40001063 '(04196109 ITV) ..0'6 'OI-L 30540 '0'9-70319'Z'6-7005 '131'91-4 '4aw 061 1409800'9(2 , Q 00'9 6X6-WII ZT •eTxa;TiO 600ppeTo pue e;ueuodwo3 Pue 010;0.10 ZT 6uT1090n1-aOaogpuTm 01001 01 00109000 ubTsaO i' y )' I' It ./ )' )' 90-40-9 5T-TT-3 L0-E0-9 ZT-80-4 y ZT-80-6 L0-20-9 ST-TT-3 90-40-9 y .,S'£ -.96 0 .,8'10'0 - 7330 11 '2I/1011 XVW y 80-80-EZ .,S'E -,94 8 .CIO'0 = 7330 77 'ZI80H XVW 80-40-EZ SNOIII1N00 33IA831 2.80 NI H38W01 23NOSV2S .,L9Z'O -P0m0TTV ..0'6 -,86 0 ..£60'0 = 7330 71 XVW ..003'0 =40MOTTV ,.0'6 -.87 0 .,560'0 - 7330 77 XVW .,66S'T -Pam°TTV .,9'6 -.80 01 ..090'0- = 7330 71 XVII .,661'1 =400101140 .,9'6 -.8E 8 ,.060'0- - 7380 71 XVW • ..9Z6'T = 400OTTV ,.6'6 -.8 0 „160'0- = 7330 1I XVW 1010'I -P6moTTV .6'6 -.8 0 .,630'0- - 7300 77 XVW .L9Z'0 =Pem0TT40 .,0'0 -.Z- 8 ,.060'0 - 1330 71 XVW .,009'0 - Ped0TTV ,.0'0 -.Z- 0 „560'0 = 7330 77 XVW 081/7-7I 'O7Z/7-77 :SIIWII NOII921330 7403IIU2/. .euT0eds JO„ 6Z ;e 13TT00 (Jed 1-)990 003 4130940 001880 :Z 'ONOOI I0T'61'ZIs;Pb0NINV30 7703 30I1104011 (639 ) 300)1 SS'T ,.05'5 HO /0 ATL6 /L61- .0'6 -.97 (SZ9 ) 3009 86'0 .05'S HO /0 A6593 /L0E- .,8'0 -.ZZ (SZ9 ) 3009 ZE'S .05'S H9LZ /9LZ- A£Z8 /bET- ..0'0 -.0 (03I0320) 'NI'OS 3ZIS SNOII34038 160I10V2U SW0I140001 '3Sd OT 30 WOWINIW V SI 04007 04030 08090 401109 3011 403840`088 138I0030 088 Z808 XVW I83A XVW ONI8403H 'S10Z 00I Ad 03I1I33dS (S)N0II40901 IV 04001 3AI7 613 (0££- )=6 -9T 30408011 03IIWI1 3Sd OZ V 003 0330363 040080 WOII06 9T'ZT'Oi'L'S'Z:s;P rumoys az 01901 6x0-14 699 (691- )=91-8 TOT (0 )=T1-01 6LE (001- )=8 -ST 6EE (OOTi-1=0T-6 (ba) mous 1,,u00z0 3Sd SZ =77 ,.0'63 ,.0'63 :S0N408193110 998 (680- )=LT-L 703 (196- )=6 -8 ZZS (L801-( L -bT bEZ (19- )=8 -L 3Sd 0'01 = 00108 78I0I 113 TTZ (196- )=9 -6T 188 (b EZ-)- 9LLOI-9T (96- )=L -9 3Sd 0'01 = 08090 401509 NO 70 '0100 '00,.91 => 163111105 740831407 08 OES (0301-)=61-0 060 (EL- (=91-ST 968 (811- )=9 -S 110d 0'ZE = 08080 dOI NO (0'L )70+10'SZ )77 'N00 '0o„ZT => I80dd0s 7183IV7 0I OSL (691- )=5 -ET 696 (1ST-1=51-6T ZSS (86- )=5 -7 ONI04001 LLE (STC- )=ET-6 046 (635-)=71-E1 S£Z (600- )=6 -E0794010 3003 7.3 '50298 ZS9 (ELT- (=6 -Z1 9EZ (TZZ-)=ET-ZT LEZ (ETL- )_E -Z '0'0 .,0'73 0034010 81891# 3009 6X9 :30 610 (SVC- )=Z1-E 6ZL (56- (=Z1-Z TOT (0 )=Z -T ST'T = 2040380NI NOIIru00 OV01 81801# 3009 6X9 131 00'I=60/300/8M6 533803 8384340 04004 STOZ 38I ,.0'6 -,96 NVdS 00081 1 SNOII403I1I00110 830407 • 38-ssnay pue aagwn7 033Toed .Sq ;nduT aa;ndwo0 01019 paaedaad u6Tsap 0141 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -45) 180 1-10=(-237) 227 10- 2= 285 7-14=(0) 363 0) BC: 2x4 KDDF SSPACED 24.0" O.C. 2- 3=( -190) 737 10-11=(-239) 224 2-11=( -680) 431 WEBS: 2x4 KDDF STAND; 3- 4=( -101) 718 11-12=1 -68) 244 3-11=( -341) 252 2x4 DF STAND A LOADING 4- 5=( -672) 506 12-13=1-208) 1059 11- 4=(-1699) 671 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=( -685) 498 13-14=(-531) 1709 4-12=( -172) 825 TC LATERAL SUPPORT <= 12••00. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-1338) 620 14- 8=1-528) 1712 12- 5=( -195) 292 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-2048) 728 12- 6=( -955) 540 8- 9=( 0) 101 6-13=( -98) 543 OVERHANGS: 0.0" 24.0" LL - 25 PSF Ground Snow (Pg) 13- 7=( -729) 366 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -41/ 279V -280/ 268H 5.50" 0.45 ROOF ( 625) 14'- 0.2" -369/ 2392V 0/ OH 5.50" 3.83 KDDF ( 625) 46'- 6.0" -277/ 1483V 0/ OH 5.50" 2.37 KDDF ( 625) (PROVIDE FULL BEARING;Jts:l,11,81 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.079" @ 38'- 0.3" Allowed = 1.590" MAX TL DEFL - -0.130" @ 38'- 1.2" Allowed- 2.119" MAX LL DEFL = 0.045" @ 48'- 6.0" Allowed = 0.200" MAX TL DEFL - 0.043" @ 48'- 6.0" Allowed- 0.267" MAX TC PANEL LL DEFL = 0.047" @ 3'- 4.6" Allowed= 0.481" MAX TC PANEL TL DEFL - 0.091" @ 3'- 4.6" Allowed- 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- 0.028" @ 46'- 0.5" 23-01-08 23-04-08 MAX HORIZ. TL DEFL= 0.046" @ 46'- 0.5" 7-05-08 6-06-12 4-06-10 4-06-10 6-09-11 8-00-05 8-06-08 Design conforms to main windforce-resisting T T 1. 1. T , f f system and components and cladding criteria. 12 IIM-9x4 12 Wind: 140 mph, h=25.lft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4,0" load duration factor=l.6, 5 4`,( Truss designed for wind loads "-� in the plane of the truss only. M-5x6(5) M-3x6 1.1 4 M-3x4 0.25" M-Sx8(S) ,F 0.25" M-3x9 2 -F. 7 vW M-3x4 rn ? A o 1 0 1` 5 2 2 _co PROFE:0 M-1.5x3 I.25" M-1145x3 .M-4x4 '8 • o M-3x8 0.2�� $<'$%1'. • {� M-5x8(5) M-5x6(5) o y V J' > ), J' y )' y 45 NC"INE Wo y 7-03-12 6-08-08 9-01-04 7-01-03 7-10-09 8-04-12 "� 46-06 2-00 :9200PE r JOB NAME : POLYGON 8056-A - F7 Scale: 0.1407 t 41111110. WARNINGS: OENERALNOTES, uny apeslaenoledr ,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 bran Individual ` t44/ Truss: F7and Warnings before conaWctbn commences building component Applicability or design parameters and proper 4 �s ^i\�� z 2,4 compression web bracing most be Installed where shown.. Design a Incorporation of component and s the responsibility of the building aealgnsr. / ^� 4 V 3.Additional temporary bracing to insure stability during construction 2. assumes the top entl bo=om chorda to be laterally braced at b the responsibility of the erector.Additional permanent bracing o! 2'pc.end at 10.°A respectively unless bated throughout their length by M � �� DATE: 8/17/2017 lb overall swears is Sre responsibility r me building designer. continuous shoaling lateral r as plywood sheathing(TC)h re s and/or drywell(Bc). -`-Y �'u '� 3.2z Impact bridging or lateral Orecing required where shown SEQ. : K3 5 6 9 611 4.No bad should be applied to any component until after all braGng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end el no file should any loads greater Then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied b any component end are for'dry condition.or use. 5.DnnpaTroa has no control over and assumes no responsibility for the I.Design assumes ran bearing at at supports shown.Shim or wedge If EXPIRES: 12/31/2017 • necessfabrication,handling,shipment and installation of components. Design assumes adequate7. 8.This design is furnished subject to to limitations set forth by 8.plat shell be locattsdon both) is prodded. truss,and placed so they center August 17,2 1 7 TPIMITCA b BCS(,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 7 L E 9.Digits Indicate eine of plate In Inches. P ( )' 10.For basic 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 46'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 1- 2=(-7533) 7620 1-10=(-4041) 3979 1- 2=(-7533) 7620 6-14=1 -439) 908 BC: 2x4 DF 2400E SPACED 29.0" O.C. 2- 3=(-5033) 5231 10-11=(-4069) 4008 10- 2=(-1464) 1402 14- 7=(-1543) 1067 WEBS: 2x9 WOOF STAND 3- 4=1-3366) 3106 11-12=(-4501) 4337 2-11=(-1596) 1414 7-15=1 0) 358 LOADING 4- 5=(-2241) 1777 12-13=(-4614) 4853 11- 3=(-2887) 1613 7- 8=(-5003) 3611 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2251) 1779 13-14=(-5507) 6287 3-12=(-2094) 2876 BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3583) 2686 14-15=(-6451) 7648 12- 4=(-2410) 1868 TOTAL LOAD = 42.0 PSF 7- 8=1-5003) 3611 15- 8=(-6449) 7652 4-13=(-2195) 2581 OVERHANGS: 0.0" 24.0" 8- 9=( 0) 101 13- 5=1 -904) 1207 LL= 25 PSF Ground Snow (Pg) 13- 6=(-1846) 1193 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -3372/ 3524V -11625/ 11625H 171.00" 5.26 DF ( 670) 7'- 3.8" -1253/ 1532V 0/ OH 171.00" 2.29 DF ( 670) 14'- 0.2" -779/ 2546V 0/ OH 171.00" 3.80 DF ( 670) 46'- 6.0" -1637/ 2596V -11625/ 11625H 5.50" 3.87 DF ( 670) Full height blocking is required at left bearing '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= -0.197" @ 38'- 0.3" Allowed = 1.590" MAX TL DEFL= -0.245" @ 38'- 0.3" Allowed = 2.119" MAX LL DEFL= 0.041" @ 48'- 6.0" Allowed= 0.200" MAX TL DEFL - 0.039" @ 48'- 6.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.228" @ 0'- 0.7" MAX HORIZ. TL DEFL = -0.245" @ 0'- 0.7" 23-01-08 23-04-08 COND. 3: 250.00 PLF SEISMIC LOAD. i 7-05-08 6-06-12 4-06-10 4-06-10 6-09-11 8-02-01 8-04-12 Design conforms to main windforce-resisting f f f ff f I f system and components and cladding criteria. 12 • 12 Wind: 140 mph, h-25.lft, TCDL=4.2,BCDL-6.0, ASCE 7-10, M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 .tO( in the plane of the truss only. 44 MSHS-8x10(S) M-7x64/3.1" daar M-3x4 0.25" 30 M-5x16(S) o� +€ Allp0.25'. ,M-8x8 +I 7 2 + M-1.5x3 -1.5x3 + r: M 0 i 1 ,r,.. 12 10 0.25`4 M-1155x3 MSHS-7x16 e nn p p y� M- x9 d•25' M-7x6 '=M-8x8 0 VO f"R(,/FF.`S o M-7x6 MSHS-8x10(5). a• y7x6 y Msxy axlo(s) y l l L y � NGINt Zcg s/0 y 7-03-12 6-06-12 4-04-14 4-10-02 7-01-03 7-10-09 8-04-12 y y qtr n Oh c •' 46-06 2-00 G V L JOB NAME : POLYGON 8056-A - F7DRAG Scale: 0.1320 Lw 100 WARNINGS: GENERAL NOTES, udessothervdsenoled: "�� D OREGON �j1/� 1.Builder and erection contractorshaild bela advised of all General Notes 1.This design is based only upon the parameters shown and for an individual I Truss: F7 DRAG and Wamings before construction es. building component.Appllcabtlly of design parameters and proper 2.204 compression web bracing mus Installed where shown.. incorporation or component is the responsibility of me building d.signer. O .'1 14 14 Q,©.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chorda to be laterally braced et V/ Is the responsibility or the erector.Additional permanent bracing of 2 ntinwc.uon„asa sheathing n.respectively unless n tithed throughout f d it m n cby fiR R I,-`"' suchPNwoo g(T)a ris. IB) DATE: 8/17/2017 the overall structure Is the responsibility or the building designer. 3.W impact bridging or lateral bracing required where shown.. SEQ.: K 3 5 6 9 612 4.No load should be applied to any component IAN after all bracing end 4.Inetallafton of Imes is the responsibility of the respectNe connector. fasteners ere complete end al no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, and are for^dry condition'or use. design loads be applied to any component TRANS ID: LINK6.Design assumes full bearing atMIsupports shown.Shim orwedge if EXPIRES: 17/31/2017 5.CompuTnn has no control over and assumes no responsibility for the asary. fabrication,handling,shipment an4 installation of components. 7.Design assumes adequate drainage Is provided. August 1 7 r 201 7 e.This design N furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and paced so their center TPIMTCA In SCSI,copies of which wit be furnished upon request :Ines coincide with joint center lines. 9.Digits indicate she of plate In Inches. MITek USA,Inc./CompuTrus Software 7.13.8(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 7.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-582) 538 3-4=1-360) 293 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=)-111) 78 BC LATERAL SUPPORT <= 12"0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 313V -156/ 365H 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -224/ 292V 0/ OH 1.50" 0.37 ROOF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.2" -207/ 304V 0/ OH 1.50" 0.39 KDDF ( 625) 11'- 7.4" -68/ 103V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARI NG;Jts:2,6,3,4,51 5 [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 01 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL - 0.011" @ 2'- 2.4" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.011" @ 2'- 0.8" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.010" @ 11'- 6.7" MAX HORIZ. TL DEFL = -0.010" @ 11'- 6.7" 4 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 1 12.00 P7 Wind: 140 mph, h=16.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads .1 in the plane of the truss only. 0 0 Cu '4 01 O N 1 0 1 M-3x9 PRP OpFS',,� O Syb b l- ' GIN / *l-005 FRp 4-00 7-07-07 fii.- :9200P r ' JOB NAME : POLYGON 8056-A - FJ12 /G� Scale: 0.2954 - Ca le [�`' WARNINBS: GENERAL NOTES, unless otherwise noted. 'S'G OREGON ry EG O N �4" 1.Builder and monies contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and Is for an IMMdual , fl l� 'V h Truss: FJ12 and Wandnge before construction commences building component Applicability of design parameters and proper N t 2.254 compression web bracing must be Metalled where shown*. Incorporation o/component b the responsibility to of the building designer. , '14 2'- =M.. 3.Additional temporary bracing to Insure stability Oaring construction 2.Design assumes the top and bottom chords to be laterally braced at (./ L+ °''' {�111 Is the responsibility of the erector.Additional permanent bracing of r o.c.and at 1a o.o.respectively unless braced throughout their length by `_. DATE: 8/17/2017 the overae structure is the responsibility of the building designer. 2x impact ridging orng laterhal as plywood alwd where sheathing(TC) drywan(Bc). �R R L-.. 3.2s tmpad of or the bracing required the whpe shovei contractor.SEQ.: K3569613 4.Nobadshould ba appliedll 5.Design su kuntethearetobeuse lth.reepeprhre°environ fasteners aro complete and el no Inns should any loads greeter than 5.Dealgn assumes busses are M be used in a nan�noalve environment, TRANS ID: LINK design loads be applied M any component. end are for'dry condition.of use. 5.C«npuTrus hes no control over end assumes no responsibility for the 8.Design sesames full bearing at all supporta shown.Shim or wedge It EXPIRES: 12/31/2017 fabrication.handlin esury. g.shipment end installation of components. .1 7.Design assumes adequate drainage is provided. August 1 7,201 7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,and placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software Z8.8 iL E B.Digits indicate size of plate in inches. MITek USA,Inc./Com P ( )- to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS • TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF R16BTR SPACED 24.0" O.C. 2-3=(-278) 230 3-4=( -66) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" • TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • 0'- 0.0" -18/ 319V -81/ 203H 5.50" 0.51 KDDF ( 625) LL - 25 POP Ground Snow (Pg) 3'- 9.2" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -167/ 240V 0/ OH 1.50" 0.31 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -28/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3,4I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" • MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed= 0.133" 0 MAX TC PANEL LL DEFL = 0.018" @ 1'- 11.2" Allowed= 0.338" MAX TC PANEL TL DEFL = 0.016" @ 1'- 11.2" Allowed = 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12.00 7 • Design conforms to main windforce-resisting • 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, • r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ol o Truss designed for wind loads 0 I in the plane of the truss only. o oI l0 rn 0 /- N 0 /r. IIIIIIIMffirA.0 M-3x4 i. 1-00 4-00 2-00 W3 00W3 PROF, 40 S • �` 89200PE <' JOB NAME : POLYGON 8056-A - FJl 3 -,,.--''4 "" Scale: 0.4656 ,..411, -,,,------4---- � 1110 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON li 1.Builder and erection contractorshould b advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual v /�",'4 Truss• FJ 13 and warnings before construction commences. building component Applicability of design parameters and proper �/ !n �0� A 2.204 compression web bracing must be installed where shown Incorporation of component is the responsibility of the building designer. -(/).- 14 3.Additional temporary bracing to Insley stability during construction 2.Design assumes the top end bottom chords to be laterally braced al 01' Is the responsibilityof the erector.Additional t bracing of 2'continuous end e110'o.c.respectively as ply unless sheathraceding(TC) (TC)and/or melt langur by Er,R II-- DATE: '-( v the building canlinuaus streaming such as plywood required lrig(TC)and/or drywall(BC). - DATE: 8/17/2017 the overall structure is the reaponslblNly of building designer. 3.20 head bridging or lateral bracing where shown ti s 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 3 5 6 9 614 fasteners are complete end et so nine should any bads greater man 5.Design assumes Ousses are b be used in a non-corrosive environment, design bads be applied to any component. and are for•dry condition"of use. TRANS I D: LINK 5.Comp/talus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all suppers shown.Shim or wedge N EXPIRES: 12/31/2017 2/31/201? awry. ♦ .I / s7 it L. .! fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. August 1 7,20 1 7 e.This design is furnished subject to the limitations set forth by S.Plates shall be located on both laces of truss,and placed so their center TPINytCA In BCS(,copies of which will be furnished upon request. lines colmdde with joint center Ones. 9.Digits indicate sloe of plate in Inches. MRek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1838(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-10-00 SPAN HIP CORNER RAFTER Refer to CompuTrua rafter detail for complete specifications. SETBACK 6-03-00 FROM END WALL CHORDS: (2) 2X9 DF #16BTR TOP CHORD LL (25 PSF) + DL (7 PSF) = 32 PSF LOAD DURATION INCREASE = 1.15 + 12 5.37 8-10 0-08-15 T T T M-3x6(S) M-5x8 88 M-3x6 8 SUPPORT AT HIP CARRIER M-3x6 00 M-3x6 001 M-3x8 rn LT J SUPPORT TOP CHORD AT 98" O.C. u I O c.O PR OFF s y 2-04-05 y 8-10 y ` IN, ��/O y 28-04-07 ZC! ,7 �- 89200PE ��' JOB NAME : POLYGON 8056-A - FR :+ � �� -ry— Scale: 0.3281 �� ,/OREGON tit �44/ WARNINGS: GENERAL NOTES, unless otherwise noted: 1 fl 'V♦ T ru s S: FR Builder and erection contractor should be advised 0101:General Notes 1.This design Is based only upon the parameters shown and Is for an individual a 7 )() and Warnings before construction commences. building component.Applicability of design parameters and proper V G 2,204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility dare building designer. a� 3.Addlibnal temporary bracing to Insure stability during conetmc84 E,on 2.Design assumes the lop end bottom chords to be laterally braced at 44E-fit R`�1 4 is are responsibility W the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by !'�� DATE: 8/17/2017 the overel structure Is the responsibility of the building designer. continuous sheathing such l bs plywood aired where s and/or drywell(BC). ty 3.In impact bridging lateral bracing required e where shovm++ SEQ.: K 3 S 6 9 6I S 4.No bed ehauld be applied to any component anal after all bracing and 4.Installation of truss Is the responsibility of the reapeGNa contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, EXPIRES: 12/31/2017 TRANS I D: LINK design bads be applied to any component. and are for dry condition•of use. 5.CompuTrua has no coned over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrlcaaon,handling,shipment and Installation of components. asary. August q 17,2 .1 17 7.Design assumes located on bdoth ela provided. 6.This design h furnished subject to the limitations set forth by 3.Plebs shell be on latae of trues,end placed so their center TPIAVTCA In SCSI,copies of which will be furnished upon request. Nnes coincide with joint center lines. 9.MiTek USA,Inc./CompuTrus Software 6.2.3(1 L} 2 10.Foorr,ts basicInconnete ector pilose desie of plate in gn values see ESR-1311,ES10-1893(MRek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cid=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -1) 61 8- 9=(-122) 210 8- 2=(-1363) 433 11- 6=) -363) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-2648) 612 9-10=(-614) 2540 2- 9=( -517) 2393 6-13=( -101) 123 WEBS: 2x4 KDDF STAND; I 3- 4=1-2198) 539 10-11=1-465) 2005 9- 3=( -163) 182 12-13=( 0) 96 204 KDDF STUD A LOADING 4- 5=(-1483) 416 11-13=1-396) 1599 3-10=) -550) 159 13-14=( -73) 49 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-1526) 428 12-14=( -5) 21 10- 4=( -4) 303 13- 7=( -388) 1636 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-1822) 459 4-11=(-1020) 314 14- 7=(-1106) 326 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POP 11- 5=( -231) 998 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -224/ 1408V -111/ 169H 5.50" 2.25 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 27'- 10.0" -143/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL- -0.031" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL - -0.036" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.127" @ 12'- 7.0" Allowed = 1.346" MAX TL DEFL - -0.215" @ 12'- 7.0" Allowed - 1.799" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.093" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.073" @ 27'- 6.5" 12-10-08 4-00 10-11-08 Design conforms to main windforce-resisting T f , f system and components and cladding criteria. 6-07 6-03-08 4-00 5-08-08 5-03 Wind: 140 mph, h-22.1ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 1 ' f 1 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 12 load duration factor-1.6, M-4x6 Q 6.00 End vertical(s) are exposed to wind, 3.00 17 - 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 5 ,(--( 1 M-5x63.1" 101.1.11.1111.1.1.111111.1.4 M-3x4 6 M-3x4 3 M-3x8 -.m10111111111111 11111111abbOor -11111111 -,1:-M-4x4 z I. /- . MIMMIMIIMMIMMIIMM=& .-1g - m 9 10 11 N 130 M-1.5x3 M-7x6 0.25" M-3x8 _ '-1 1 B 1 M-5x6(S) . 12 $14 -/.-4 M-1,5x3 M-3x4 M-5x12 1 )' 1 1 1 1 6-03-08 6-03-08 4-03-08 5-10-04 1 5-01-04 1 0,G 0 PR Opk.. 1 2-00 ) 22-07 5-03 ��a� NG'N4'S' sfQ3 ,3)J 27-10 CC89200PE -,1 PE JOB NAME : POLYGON 8056-A G1 Allir,rScale: 0.2168 le a" WARNINGS: GENERAL NOTES, unless otherwise noted: ••T7� � �N�*I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and le for an individual 77 n Vl Truss: G 1 and Warnings before ulna adton pommesnes building component Applicability of design peremebro and proper 9 G� 4 2.2x4 compression web bracing mu It be installed where shown+. Incorporation of component is the responsibility of the bulbing designer. /a Y '1 4 V 3.Additional temporary bracing to insure stability during consimcllon 2.Design assumes the top and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bradn ! 2'on,and x110'n o,respectively unless braces throughout mein length by L^'(.y 10- DATE: B o continuous eheatdhg each as pywood eheamingRc)and/or drywan(B1). [�.1� 1+.-+ DATE: 8/17/2017 the owrse ahudure Is the respun dbItty of the building designer, 3.2s Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the reepentre contractor. S EQ.: K 3 5 6 9 616 fasteners are complete and at no lime should any loads greater man s.Design assumes susses are to be ased in a non-nermaiae environment, and are for'dry condition.of use. design beds be applied to any coMponent. TRANS ID: LINK 8.compuiwshas nocontrol over and assumes noresponsibility for the 8.�eegnass viaehilbooIng ellaupponeehom.S imorwedgeIf EXPIRES: 17/31/2017 eary." fabrication,handling,sNpment and installation of components. 7.Design assumes adequate drainage Is prodded. August 1 7,20 1 7 8.This design is fumished subject la the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIMTCA In BCSI,copies of whlbh will be furnished upon request. lines ss coincide with OW plate tcenter Ones, g,Nits Indicate MITek USA,InoiCompuTrus Software 7.6.8(IL)E 10,For basic connector plate design vsiues see ESR-1311,ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -1) 61 8- 9=1-122) 210 8- 2=(-1363) 433 11- 6=( -363) 175 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2698) 612 9-10=1-614) 2540 2- 9= -517) 2393 6-13=1 -101) 123 WEBS: 2x9 KDDF STAND; 3- 4=(-2148) 539 10-11=(-465) 2005 9- 3=1 -163) 182 12-13=1 0) 96 2x4 KDDF STUD A LOADING 4- 5=(-1483) 416 11-13=1-396) 1594 3-10=( -550) 159 13-14=( -73) 49 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1526) 428 12-14=1 -5) 21 10- 9=( -9) 303 13- 7=( -388) 1636 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1822) 459 4-11=1-1020) 314 14- 7=1-1106) 326 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 11- 5=( -231) 998 OVERHANGS: 24.0" 0.0" LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -224/ 1408V -111/ 1698 5.50" 2.25 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 27'- 10.0" -143/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.031" @ -2'- 0.0" Allowed= 0.200" MAX TL DEFL- -0.036" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL - -0.127" @ 12'- 7.0" Allowed= 1.346" MAX TL DEFL - -0.215" @ 12'- 7.0" Allowed = 1.799" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.043" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.073" @ 27'- 6.5" 12-10-08 4-00 10-11-08 Design conforms to main windforce-resisting f T T f system and components and cladding criteria. 6-07 6-03-08 4-00 5-08-08 5-03 Wind: 140 mph, h=22.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f f f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 12 load duration factor-1.6, 3.00 I7 6.00 M-4x6 'Cl 6.00 End vertical(s) are exposed to wind, Truss designed for wind loads 4.0" in the plane of the truss only. 5 '(-2( M-5x6 00111^ M-3x4 M-3x4 6 3 M-3x8 IIII�IIIII/ o A- I10 -.11"14-4x4 I 1 IMIIINMEMMIIIINMINIIIIII11111.11111111.1111111") ,-1 Bo 9 10 11 M-1.5x3 M-7x6 0.25" M-3x8 0 13 2 I 5 M-5x6(S) .+ z **19 -s,-I M-1.5x3 M-3x4 M-5x12 b b b l y y y y 6-03-08 6-03-08 4-03-08 5-10-04 5-01-04 tD p �a 2-00 22-07 y b s o3 y �' �INE�c tSf�•* 27-104r 89200PE �1- JOB NAME : POLYGON 8056-A - G2 4... 4 Scale: 0.2168 WARNINGS; GENERAL NOTES, unless otherwise noted. ''7 OREGON ISO Ltf1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an Individual / t Truss: G2 and Warnings before construction commences bullding component.Applicability of design parameters and proper L/ - �� 3� �.\ g 2x4 compression web bracing must be installed where shown+, � incorporation of component Is the responsibility building designer. �/y y 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced al (,/ )) /�.., is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al sheathing on.such respectively unless braced throughout their all)B by �`r l �� DATE: 8/17/2017 iM overall structure Is the responsibility of the banding designer. continuous such as plywood shaething(IC)and/or drywall(BC). -('f`� 3.2z Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 617 4.No Had should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respect.conlrect . fasteners are complete and at no time should any loads greater Than 5.Design assumes truss.are to be used in a non-conosive environment, TRANS ID: LINK design loads be applied to any component. and the for`dryccondition.ofuse. 5.CompuTmMM e has no c5over and assumes no responsibility for the B. ea NII bearing at an supports shown.Slim or wedge It EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. necessary.m 7.platen shall esaded on hem gage to proosssed. August 17,2 17 8.This design Is furnished subject to the limitations set foto by S.Plates shall be located n on boli faces of truss,and placed so their cantor TPI/TCA in SCSI,copies of which will be famished upon request. sines coincide with foini center lines. MRak USA,Inc./Com uTrus Software 7.8.8 1 L E 9.Digits indicate size of plate in inches. V ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) I This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 15'- 3.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( -10) 5 5-6=(-93) 657 2-5=(-191) 189 BC: 2x4 KDDF $1&BTR LOAD DUSPAIED INCREASE C 1.15 2-3=(-200) 168 6-4=(-91) 661 5-3=(-765) 255 BC: 2x4 KDDF STANDR SPACED 24.0" O.C. 3-4=1-842) 174 3-6=( 0) 357 WEBS: 2x4 KDDF STAND; 2x4 KDDF #1&BTR A LONDIOG LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -101/ 643V -290/ 114H 5.50" 1.03 KDDF ( 625) Unbalanced live loads have been Iii LL = 25 PSF Ground Snow (Pg) I5'- 3.5" -170/ 645V 0/ OH 5.50" 1.03 KDDF ( 625) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.131" @ 16'- 3.5" Allowed = 0.317" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.106" @ 16'- 3.5" Allowed - 0.422" MAX TC PANEL LL DEFL = 0.043" 9 11'- 8.3" Allowed- 0.544" MAX TC PANEL TL DEFL - 0.054" @ 11'- 8.3" Allowed = 0.816" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-03-12 7-00-01 7-11-11 12 MAX HORIZ. TL DEFL - 0.0112" @ 14'- 10.0" M-1,5x3 " 6.00 / I Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 140 mph, h-23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), 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 o A 4 0 J. i m INMa f 6 " 4 I 5 ** M-3x4 M-1.5x3 M-3x4 c )' y7-05-09 y 7-09-15 y Gj4,0 "�r 4' Vs/� 15-03-08 .'y " 89200PE r JOB NAME : POLYGON 8056-A Hl ' : Scale: 0.3284 10 �. WARNINGS: GENERAL NOTES, uldessothenclsenoted: OREGON j(/ i Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an hldMduS y In A, Truss• H1 and Warnings before construction commences building component.Applicability of design parameters and proper qq • 3.204 compression web bracing mc et be Installed where shown 0. Incorporatbn o component la the responsibility o the building designer. 0 1(� Q. (y 3.Addition&temporary bracing to Ir sure stability during construction Z.Design assumes the lop and bottom chorda to be laterally braced at <6L` N the responsibilityf the erecta Additional permanent bradng of Y ntin and et 10'sting such es ply wood s eaoed(TC)and/rleh length) (:R R IO- DATE: V o continuous sheathing each as plywood sheathing(TC)ands drywall(BC). [� 1 1i DATE: 8/17/2017 the overall slmdure le the respor'Wilily of the building designer. 3.25 Impact bridging or lateral bracing required where shown n o Na bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 3 5 6 9 618 4.fasteners are complete and at time should any bads greater than 5.Design assumes bosses are to be used in a non-corrosive environment, design bade be spilled 1st any�mponenI and are for"dry condition"of use. TRANS ID: LINK s.ConpuTrushasnocontroloverendassumesnoresponsibilitylerthe ° Design ryaam°°^"bearing°'°"supportsstrewth Shim errwedge" EXPIRES: 12/31/2017 fabrication,handling,shipment add installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 8.This design Is furnished subject W the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIN✓PCA In SCSI,copies of condi will be furnished upon request 9.'ines DIesa aindddaIndicatwith Joint oi plate in. MiTek USA,Inc./Comp-true Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 -10) 5 4-3=(-85) 133 4-2=(-156) 154 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 89 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)081( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 205V -91/ 36H 5.50" 0.33 KDDF ( 625) Unbalanced live loads have been 5'- 0.0" -123/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) considered for this design. LL = 25 PIF Ground Snow (Pg) ** For hanger specs. - See approved Tans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i P LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - -0.059" @ 6'- 0.0" Allowed= 0.333" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = -0.051" @ 6'- 0.0" Allowed m 0.444" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.045" @ 2'- 3.7" Allowed = 0.310" 0-03-12 4-08-04 MAX TC PANEL TL DEFL = -0.041" @ 2'- 5.5" Allowed = 0.465" 1' 'I SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL - 0.001" @ 4'- 6.5" Q 6.00 MAX HORIZ. TL DEFL = 0.001" @ 4'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 1 M-1.5x3 f 2 Wind: 140 mph, 1=20.5ft, TCDL-4.2,BCD1,=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 load duration factor-1.6, It End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M O i N o Lo f killill=1.1111MIIIMIIM6;11 -7.7,o 4** =413 O M-1.5x3 M-3x4 l i' 4-08-04 y 5-00 pR OF oSNG IN A' -/ � 19 O Q' 89200 P E• �<' JOB NAME : POLYGON 8056-A - H2 Scale: 0.5772 *�' ' WARNINGS: GENERAL NOTES, unlessotherwisetheparameters J�. A.0-�ON �4, 1.Budder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ,V }�_ Truss: H2 and Warnings before construction commences. building component Applicability of design parameters and proper ,�T l^ 2.Eta compression web bracing must be installed where shown.. incorporation of component b the responsibility of the building designer. IO -7 Y' 14 2 ��.a., 3.Additional lemporary bracing to Insure stability during construction 2 Design assumes the by end bottom chords b be laterally braced at ,yA L Is the responsibility f the erector.Addilbnal 2'o.s.and at ill'o.c.respectively unless 505004 throughout their length by // /�,� ��. sperms ty o permanent bracing or continuous aheatNng such as pNwood shead,ing(TI)and/or drywall(BC). =(�'w DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown.. SEQ.: K3 5 6 9 619 4.No bad should be applied to any component until after all bracing end 4.Installalbn of truss is the responsibility of the respective convector. fasteners are complete and at no time should any loads greater than 5.Design assumes Noses are to be used in a non-corrosive enoironmenl, TRANS I D: LINK design loads be applied to any component. and era to•dry nsnamon of use. 5.CompuTnn has no contra over and assumes no responsibility for the 8.Desitin assumes fun bearing al all supports shown.Shim or wedge It EXPIRES: 12/31/2017 fabrication.handling,shipment and installation of components. necessary. T.Design assumes adequate drainage is provided. August 17,2017 8.TMs design Is furnished subject to the limitations sal forth by 8.Plates shall be located on both faces of truss,and pieced so their center TPIMRCA In SCSI,copies of which will be furnished upon request. linea dclndde with Joint center lines. uTrus Software 7.8.8 1 L E 9.Digits Indicate alas of plate In Inches. MiTek USA,Inc./Com P ( 18.For basic connector plate design values see ESR-1317,ESR-7088(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-271) 144 5-6=(-460) 427 5-1=(-319) 212 7-3=(-198) 130 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-199) 260 6-7=(-180) 228 1-6=(-212) 308 3-4=( -10) 5 6-2=( -36) 264 WEBS: 2x4 KDDF STAND; 2-7=(-556) 364 2x9 KDDF #16.BTR A .i LONDIOG LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 378V -180/ 283H 5.50" 0.61 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9'- 3.5" -139/ 419V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ 7'- 1.0" Allowed - 0.419" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL - 0.055" @ 3'- 5.9" Allowed = 0.740" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-03-12 MAX HORIZ. LL DEFL - -0.005" @ 8'- 10.0" MAX HORIZ. TL DEFL = -0.004" 8 8'- 10.0" 7-09-08 1-07-09 T Design conforms to main windforce-resisting i system and components and cladding criteria. 12 6.00 M-1.5x3 4 Wind: 140 mph, h=23ft, TCDL-4.2,BCOL-6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor-1.6, ;;;;; 111111111111 End vertical(s) are exposed to wind, 2 Truss designed for wind loads ec in the plane of the truss only. i M-3x4 0 44111110 11 1 111111 I 0 N1 0 1 I m 111111111111111111MMEMMEMEd --/ 5 e* 6 * 7 M-1.5x3 ' M-3x4 M-3x4 y y y 7-01 2-02-08 ,'0Ep PROFSSs y Cj GINE / y 9-03-08 O44/ �', CC 89200PE r' JOB NAME : POLYGON 8056-A - H3 �`� • Scale: 0.3176 �y„ I� p ^I )`�L�� WARNINGS: GENERAL NOTES, unless otherwise noted' OREGON "6/' t.Builder and erection contractor uld be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual A }. /` Truss: H3 and Warnings before construct commences. building component Applicability of design parameters and proper 4* _.7 ^Q l 2.244 compression web bracing m t be Installed where shown*. Incorporation d component is the responsibility d the building designer. '(W 4 • 3.Additional temporary bracing to I ure stability during construction 2.Design out the lap end bottom chords te be laterally breced al Is the responsibility of the erector Additional permanent bredrg of Y o.a and et 10 o.c.respectively woods braces throupho/their length by 1�/t R �\ conalwows sheathing such se plywood Meathing(TC)errwar drywall(BC). /-j '. DATE: 8/17/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e* 4.Na had should be applied h anylcompunent until after all bracing and 4.Installation of truce Is the responsibility of the respective contractor. SEQ.: K 3 5 6 9 6 2 0 fasteners are complete end at noises should any loads greeter than 5.Design assumes trusses are 10 be used in a non-corrosive environment design loads be applied to any component. and are for ndllla ri of use. TRANS ID• LINK a.Designcondition. hnbeadngatall aupvad.shown.shlmarweegeIf EXPIRES: 12/31/2017 5.CompuTrus has no mord over and assumes no responsibility for the necocsary u fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,20 17 8.This design is famished subject to the limitations set forth by 8.Plates shell be located on both faces of buss,and placed so their center TPI,WTCA In BCSI,copies of which will be furnished upon rawest. g.Ilines ese indicate size ondde with fplate center �lines. Inches. Welk USA,InciColnpuTrus.Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR4371,ESR-7988(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-09-00 GIRDER SUPPORTING 7-11-00 ON TC FROM 5-00-00 TO 15-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-2010) 638 1- 6=(-546) 1690 2- 6=(-364) 1032 4- 9=(-2634) 918 BC: 2x6 RIDE #1&BTR 2- 3=1-1806) 626 6- 7=1-666) 2012 6- 3=(-948) 406 9- 5=(-2910) 770 WEBS: 2x4 KDDF STAND; LOADING 3- 4=1-2014) 714 7- 8=(-702) 2028 3- 7=( 0) 42 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -86) 258 8- 9=1-702) 2028 7- 4-( -54) 84 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 5'- 0.0" V 8- 4=( 0) 192 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 124.0)+DL( 64.3)= 188.2 PLF 5'- 0.0" TO 15'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNI£ LL( 50.0)+DL( 14.0)- 64.0 PLF 15'- 6.0" TO 15'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 15'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. ROIL: TC UNIF LL+DL= 33.0 PLF 5'- 0.0" TO 15'- 6.0" V 0'- 0.0" -345/ 1183V -37/ 94H 5.50" 1.89 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 15'- 9.0" -1201/ 4269V 0/ OH 5.50" 6.83 KDDF ( 625) nails staggered: ADM, TC CONC LL+DL= 2480.0 LBS @ 15'- 6.0" 9" oc in 1 row(s) throughout 2x4 top chords, COND. 2: Design checked for net(-5 9" oc in 2 rows) throughout 2x6 bottom chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I 9psf) uplift at 24 "oc spacing. ) 9" oc in 1 row(s) throughout 2x4 webs, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL - 0.022" @ 6'- 1.7" Allowed= 0.742" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.039" @ 6'- 1.7" Allowed= 0.989" ALL CONCENTRATED LOADS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MUST BE EQUALLY DISTRIBUTED MAX HORIZ. LL DEFL = -0.007" @ 15'- 3.5. TO EACH PLY OF THE TRUSS. MAX HORIZ. TL DEFL- 0.011" @ 15'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-00 10-09 load duration factor-1.6, T T f End vertical(s) are exposed to wind, Truss designed for wind loads 5-00 0-10-04 4-11-06 4-11-06 in the plane of the truss only. T 1' T T +2 80# 12 6.00 M-5x6 M-3x4 M-3x8 IIM-4x4 2 3 4 5 III _ -i o A00.............° E / .1111 ,1.111 A o 6-1 N M El 1 ul 11 l>G 6 7 8 ->,...9 0 M-3x4 M-3x4 M-3x4 M-1.5x3 M-3x12 b ). b ' y 5-03-08 0-10-09 9-07-14 9-11-06 y 15-09 y NC N3I€ S�+/O �G 9 'tom :9200P s-- JOB NAME : POLYGON 8056-A - HG1 "� App Scale: 0.4067 11 (#. - [)''' WARNINGS. GENERAL NOTES, unless on the parameters OREGON At`"`. Truss: HG 1 1.Builder and erection construction should be advised of all General Notes 1.This design b based only upon the p design parameters shown and Is for an IndNMual -74. V F7 C V'V *- 4.(,� and Warnings before cenawdbe commences building component Applicability of design perenretere and properV' I ].204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the bulknng designer. I0 1 4 2. �='i.. 3.Addttlanal tem bracingto Insure stability during 2 Design assumes the top end bottom chords to be laterally braced at V 4' 1 temporary ty ^9 rnbracintlon 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /..,��'�� Is the responsibility of the erecta.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (' DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 6 21 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respedhe contractor. - fasteners are complete end at no time should any loads greater then 5.Design assumes irvsees are to be used in a non-corrosive enNrenment, TRANS ID: LINK design bads be applied to any componem. end ere for.dry condition'.of use. 5.Gam Tmahasnocentrdoverandassumesnore Design assumes nnbeadq.tansuppo ssnown.smmorwedgeIf EXPIRES: 12/31/2017 pu responsibility for the r� fabrication,handling,shipment and Installation of components. 7.Desigmicesn adequate drainage Is provided. August 17,201 7 6.This design is furnished sub)ed to the limitations set forth by e.Plates shell be located on both feces of toss,and placed so their center TPIMTCA In BCSI.copies of which will be furnished upon request lines colndda with sin center linea. Wel,USA,IncJCom uTrus Software 7.8.8 1 E E 9.Digits indicate size of plate In Inches. P ( 10.For basic connector plate design values sea ESR-1311,ESR-1388(MITek) • , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-03-00 GIRDER SUPPORTING 7-11-00 ON TC FROM 5-00-00 TO 15-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16,BTR 15-09-00 GIRDER SUPPORTING 12-00-00 FROM 0-00-00 TO 5-00-00 1- 2=(-9639) 1250 1- 6=(-1082) 3978 2- 6=( -646) 2240 4- 9=(-4084) 1256 BC: 2x6 KDDF #1513TR I LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4232) 1194 6- 7=(-1244) 4482 6- 3=(-1160) 456 9- 5=(-2910) 770 WEBS: 2x4 KDDF STAND; 3- 4=(-4520) 1300 7- 8=( -998) 3288 3- 7=( -68) 628 2x6 ROOF #2 A LOADING 4- 5=( -86) 258 8- 9=( -998) 3288 7- 4=( -288) 1414 LL = 25 PSF Ground Snow (Pg) 8- 4=( 0) 226 TC LATERAL SUPPORT <= 12"OC. UON. TC UNI LL(. 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 5'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNI LL( 124.0)+DL( 64.3)= 188.2 PLF 5'- 0.0" TO 15'- 6.0" V BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA TC UNI LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 6.0" TO 15'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BC UNI LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 15'- 9.0" V 0'- 0.0" -771/ 3006V -37/ 999 5.50" 9.81 KDDF ( 625) BC UNI LL( 125.0)+DL( 85.0)= 210.0 PLF 0'- 0.0" TO 5'- 0.0" V 15'- 9.0" -1368/ 4987V 0/ OH 5.50" 7.98 KDDF ( 625) ails staggered: 001; TC ONIF 1.1+01.= 33.0 PLF 5'- 0.0" TO 15'- 6.0" V n 9" oc in 1 row(s) throughout 2x9 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, ADDL: TC CONC LL+DL= 2480.0 LBS @ 15'- 6.0" 9" oc in 1 row(s) throughout 2x4 webs, ADDL: BC CONC LL+DL- 1490.0 LBS @ 6'- 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.044" @ 6'- 1.7" Allowed = 0.742" 9" oc in 2 row(s) throughout 2x6 webs. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL DE FL = -0.083" @ 6'- 1.7" Allowed - 0.989" ALL CONCENTRATED LOADS REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. SEASONED LUMBER IN DRY SERVICE CONDITIONS MUST BE EQUALLY DISTRIBUTED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL - -0.011" @ 15'- 3.5" TO EACH PLY OF THE TRUSS. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.021" @ 15'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.5ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-00 10-09 load duration factor-1.6, Truvertical(s) are exposed to wind, frwindload 5-00 0-10-04 4-11-06 4-11-06 in the plane of the truss only. 1' 1' T T 1280# 12 6.00 M-5x6 M-3x6 M-3x12 IIM-4x4 2 3 4 5 -f 01/-/I - ___ __ Ai O A h 2ti , N ,..,, to 0 ,4_ _ __ ri _ 7..I u l _ >C 1 f I X 6°' 7 8 9 o M-5x12 -4x4 M-7x6 M-1.5x3 M-3x12 I ), 1,1490# y y 5-03-08 I 0-10-04 4-07-14 4-11-06 y 'S\f Q P RQp 89200PE <- JOB NAME : POLYGON 8 0 5 6-A - HG2 � --�"�' Scale: 0.4067 i <a WARNINGS: GENERAL NOTES, unless othendsenoted: 7 OREGON ,.(ft. 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Indlduel444 4/ Truss: HG 2 and Warnings before conetuctbn commences building component Applicability of design parsmeters and proper <0Ll 20\1)4 � 2.254 compression web bracing mint be Installed where shown+. Incorporelbn of component h the responsibility of me building designer. _7s,� 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced el P o.c.and et 10'o.n.respectively unless braced throughout their length by 444. V Is the responslblllty of the erector.Additional permanent bracing o/ continuous sheathing such as plywood sheathhg(TC)and/or drywall(BC). R 11-\-- DATE: 8/17/2017 the overall structure le the reeponAbhtty of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ 4.Na load should be applied b any component until after WI bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 3 5 6 9 6 2 2 fasteners are complete and at no Otto should any loads greater then 5.Design assumes tenses are to be used in a non.aonosive environment, TRANS I D• LINK design loads be applied to any component end i8^for'meesfull bion"of use. /] n(T 5.ComWTrus has no control over and assumes no responsibility for the 8.Design full bearing al all supports shown.Shim or wedge t EXPIRES: 12/31/2017 necessary. .I r� fabrication,handling,shipment end'mstalladon of components. 7.Design assumes adequate drainage Is provided. August 17,2017 6.This design is furnished subject tathe limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center TPIM'TCA in SCSI,copies of whldh will be famished upon request lines coincide with joint center Ones. 5.Digits Indkate size of plate In inches. MITek USA,Inc.ICorllpuTrss Software 7.6.8(11_)-E 10.For bask connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" INC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 119 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF O'- 0.0" -116/ 367V -17/ 69H 5.50" 0.59 KDDF ( 625) 0'- 10.8" -132/ 53V 0/ OH 1.50" 0.09 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING• 2 3 4 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0-11-09 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ) _BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 12 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.9" Allowed= 0.050" 12.00 P7 MAX TC PANEL TL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.075" MAX BC PANEL LL DEFL = 0.003" @ 1'- 10.6" Allowed = 0.154" MAX BC PANEL TL DEFL = -0.003" @ 1'- 12.0" Allowed= 0.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = -0.000" @ 0'- 10.8" Design conforms to main windforce-resisting /111$11fig° -" system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), bi load duration factor=l.6, 'Truss designed for wind loads 1 in the plane of the truss only. 0 /- .+ (h O 1 O 110-- NEM-3x4 1 l 3. 3. 1-00 4-00 JOB NAME : POLYGON 8056-A - J1 /�/ / . Scale: 0.8154 811.•. 10 Iy WARNINGS: GENERAL NOTES, unless otherwise noted: "17l ,OREGON y� �4i�,f�. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onty upon the parameters shown and is for en individual N Truss: J1 end Warnings before construction commences building component Applicability al design parameters and proper ,[F (� 2.204 compression web bracing must be installed where shown.. incorporation of component le the responsibility of the building designer. <O "7 r 1 4 2" �4 3.Additional temporary bating to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at la gra responsibility of the attar.Additional permanent bredng of 2'o.c.and at 10'fro.respectively unless braced throughout their length by !/j��f� DATE: 8/17/2017 Na overall structure Is the responsibility of the building designer. 3.2x Imcontip act bridginguous tog is al brsuch as acing required a where shown and/0 drywalHBC). •, `�, Pon g required where ++ SEQ. : K 3 5 6 9 6 2 3 4.No load should be applied to any component until after all bracing and 0.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a nonmrmelve environment. TRANS ID: LINK design bads bsapplied toany component. and are ter^decodlion^grata. 5.CompuTnrs has no control over antl assumes no responsibiliy for the 8.�e�ign ace es MI tie�drg at ell euppale shown.S^int or wedge II EX PI R E S 12/31/2017 . fabnoatnn,handling. saryum shipment and batatiatbn of components. 7.Design assumes adequate drainage Is prodded. August 1 7,2017 8.This design b furnished subject to be limitations set lath by 8.Plates shall be located on both faces of truss,and placed so Meir canter 9 TPIIWTCA in SCSI,copies of which will be furnished upon request. Anes coindde with)int tante Bros. MiTek USA,Inc./Com uTrus Software 7.8.8 1L E 10.Forteigits Indicaten ect platee inches.values P ( } S. For basic casbe of 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 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR !, LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-4=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" SII TOTAL LOAD = 92.0 PSF 0'- 0.0" -38/ 293V -30/ 91H 5.50" 0.47 KDDF ( 625) 1'- 10.8" -76/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,4I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-019 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" '1 f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.079" MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.6" Allowed= 0.146" 12 MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.003" @ 1'- 12.0" Allowed = 0.206" 12.00 F7 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 3 -/ MAX BORIZ. TL DEFL = -0.000 @ 1'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. ,i, Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL-6.0,-ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads l in the plane of the truss only. v 0 N 11 M f iriO O M-3x4 1 • 1 b 3' 1-00 4-00 ��cO PR QFFss I" �CCo NGI N�F9 10,0 CC" 89200PE r JOB NAME : POLYGON 8056-A - J2 ,4414111.• /. -'7 Scale: 0.6834 `S.� ytC/0 ' WARNINGS: GENERAL NOTES, unless otherwise noted: ' OREGON 44/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en IndMdual Truss: J2 and Warnings before construction commences. bulMing component Applicability of design parameters and proper "74.O Lf y' �(��N � 2.294 compression web bracing mull be Installed where shown+. incorporation of component Is snthe responsibility of me building designer. A:',1)*- 7 7 14 1J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braces el V�' by is the responNbn8y of the erector.AddltbnN permanent braGig of c ntin ou at 10'o.c.such a ply unless eacad(TC)a Cul r dryeir length). L`-R F1 11- continuous ridging or each l b plywood aired here s and/or drywall(BC>. t^'. DATE: 8/17/2017 ins overall elmctun la the responsibility of the bonding designer. 3.27 Impact bridging or talent bracing requires where shown++ SEQ.: 3 5 6 9 6 2 4 4.No load should be applied to any Component until after at bracing end 4.Installation of truss Is the responsibility of the respecihre contractor. fasteners are complete end at no vine should any loads greater then 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any codiponem. and are ss dry wnanlon^erase. 5.CmnpuTrus hoe no coMrel over a�d assumes lie ros bili for Ina 8 necessary,Deslssurtes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2017 responsibility fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 17,2017 8.This design Is furnished subject tome limitations set forth by 8.Males shall be located on both faces of truss.end placed so their center TPIM77CA In SCSI,copies of WWII wilI be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. • MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-f988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-88) 77 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 308V -42/ 118H 5.50" 0.49 KDDF ( 625) 2'- 10.8" -81/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FILL BEARING;Jts:2,3,9i REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 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. 2-11-09 MAX LL DEFL = -0.002" @ -1'- 0.0. Allowed = 0.100" T l' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 12 MAX TC PANEL LL DEFL = 0.015" @ 1'- 10.3" Allowed = 0.240" 12.00177 3 MAX TC PANEL TL DEFL = 0.014" @ 1'- 10.3" Allowed = 0.361" SEASONED LUMBER IN DRY SERVICE CONDITIONS p MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" I/ MAX HORIZ. TL DEFL = -0.001" @ 2'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,HCDL-6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r1 load duration factor=1.6, I o Truss designed for wind loads in the plane of the truss only. G) in 0 0 M-3x4 1 b y y 1-00 4-00 4<Sc o PROP / cca NGIN Fg /O 2 89200PE I!r JOB NAME : POLYGON 8056-A - J3 Scale: 0.637910 lU. -. WARNINGS: GENERALNOTES, uMeupothemieenoled "T7_ OREGON X40 1.Builder and erection contractor should be adWeed of all General Notes i This design Is based only upon the parameters shown and Is for an Individual sem. Truss: J3 and Wammgsbefore consnr,csoncommences. building component.Applicability of design parameters and 1+` 2.2s4 compression web bracing incorporation W cam responsibility fl Pef 6'ror. I/� j! y 1 (�+ mprea must be installed where shown 5. corpore po"e"t is the res ibi4 of the building deal V 1 2/°'` A- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom cholla to be laterally braced al l b the reapanalbllity of the erector.Additional permanent bracing of 2'o.c.and a110'o.c.respectively unless braced throughout their length by 4/4i. �� continuous sheathing such as pcwood aheedwhere)and/or drywall(BC). aL71 DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 6 9 6 2 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design wads be applied to any component and are fordry condition.'of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes hill bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. necessary. 7.PlatesDesigassumes adequate drainage aceso provided. August 17,2017 6.This design H furnished subject to the limitations set forth by 8.Rates shall be located on both faces of buss,end placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with)olnt center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.8.8(1 L)E - 10.For basic connector plate design values see ESR-1311,ESR-1808(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-114) 99 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. I LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 332V -55/ 146H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.6" -77/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 'f MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.061" @ 2'- 5.2" Allowed= 0.335" 3 -/ MAX TC PANEL TL DEFL = 0.058" @ 2'- 5.2" Allowed= 0.502" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORR. LL DEFL = -0.001" @ 3'- 10.8" 12.00 7 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, 1. load duration factor=l.6, Truss designed for wind loads N in the plane of the truss only. 1 c 0 c M f 0 LI-) PjrjIIIIMIM o i f -e 0 9 111. M-3x4 101110111114114 1 J., ), k 1-00 4-00 <-<'\,t.0 PROp4`ScS' NGINE 6 /p$I ,c' 89200PE r" JOB NAME : POLYGON 8056-A - J4 Scale: 0.5769 /'� rt WARNINGS: GENERAL NOTES, unless othensee noted: "�� ,�OREGON�� L(/" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Vs ,\�I Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper A +(� �� 2.2x4 compression web bracing moat be Installed where shown 4. incorporation of component is the reaponeiblNty a the building designer. �Q _7 A 2.V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et 'Y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'me.such a ply unless braces(TC)and/or melt length by $*�R I O` DATE: 8/17/2017 tire overall structure IS the responsibility r the building desl x impact sheathing such as acing re airedsheatin ere s own+drywal(BC). 4+ porn Aty o g 9ner. 3.2x Impact brbgbg or lateral bracing required where shown+x SEQ.: K 3 5 6 9 6 2 6 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the reapectNe contractor. fasteners are complete and at no done should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D. LINK design loads be applied to any component and are or'dry conditiono use. 5.CompuTnn has no conlyd over and assumes no responsibility for the 6.Design assumes hal bearing at all supports shown.Shim or wedge d EXPIRES: 12/31/2017 um r. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 S.This design is furnished subject to Ole limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPI/WTCA in BC51,copies of which will be furnished upon request lines colndde with joint center lines. 9.Digits indicate else of plate In Inches. MiTek USA,Inc./CompuTroe 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 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-5=10) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-221) 101 3-4=1 -77) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -25/ 317V -63/ 188H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) 4'- 0.0" -170/ 219V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,31 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 -"1 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed- 0.100" MAX TL DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 4'- 11.6" Allowed = 0.096" MAX TL DEFL = -0.003" 8 4'- 11,6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.027" @ 2'- 5.5" Allowed = 0.338" 12 MAX TC PANEL TL DEFL = -0.030" @ 2'- 4.0" Allowed = 0.507" 12.00 7 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. w Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, . (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), aload duration factor=1.6, o Truss designed for wind loads ut in the plane of the truss only. o N OI NEM 5 IMMO M-3x4 1 y ,1 ), y 1-00 4-00 0-11-09 `I r PR r �� tiNGI N FF19 /p c 89200PE i. �<' JOB NAME : POLYGON 8056-A - J5 Scale: 0.5260 le 1:r WARNINGS: O.This NOTES, uMeup o the a e '7 A. OREGON �� 1.Builder and erection contractor should be advised of all General Notes 7 TER design Is based only upon the parameters shown and is for an individual Truss: J5and Warnings before construction commences. building component.Applicability of design paremetere and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility d the bulltling designer. /� 'Q '4 2�hh..�„ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the by and bottom chords to be laterally braced et .° [- Is the responsibility of the erector.Additional permanent bredng of 2'o.c.and at 10'o.c.cud,a plywood osd s braced throughout their length by �` �� DATE: 8/17/2017 me overall structure le the res continuous sheathing such as plywood required ing(TC)and/or drywell(BC). '7Ft I responsibility of the building designer. 3.20 Impact bridging or lateral bracing where shown++ SEQ.: K3 5 6 9 6 2 7 4.No bad should be applied b any component unto alter all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes busses are b be used in a noncorrosive environment, TRANS I D: LINK design baa be applied a any component. and are for"dry condition.'of use. 5.CompuTnu hes no coned over end assumes no responsibility for the 8.Design assumes Ru bearing at all supports shown.Shim or wedge If EXPIRES: 1ry/r� /syn -y fabrication,hanegng,shipment and installation of component. 7.Design necessary adequate drainage is provided. August 17,2017 / d Ll! 6.This design a furnished subject to the limitations sat IoM by 8.Plates shell be located on both faces of truss,and placed so their center TPI7NTCA In BCS(,copes of which will be furnished upon request lines odndde with Joint center linea. MTek USA,Inc./Com uTrus Software 7.8.8(1 L E 9.Digits Indicate size of plate In Inches. P )- 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF t1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-275) 228 3-9=1 -66) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -18/ 319V -81/ 2026 5.50" 0.51 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) 3'-.11.2" -166/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.6" -27/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3,41 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 4 -! VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" 0 MAX TC PANEL LL DEFL = 0.018" @ 1'- 11.2" Allowed= 0.338" MAX TC PANEL TL DEFL = 0.016" @ 1'- 11.2" Allowed = 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.8" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.8" 12.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. ( ') Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I , sl6Cat.2, Exp.B, MWFRS(Dir), load durationfactor . , (NI Truss designed for wind loads I in the plane of the truss only. a 0 so 01 o f 0 PI I O /1g M-3x4 1 vo y 1-00 y 4-00 y 1-11-09 y �� pNE eUS•Q 11 - 89200PE JOB NAME : POLYGON 8056-A - J6 � ..- Scale: 0.4690 ...'011lLw pp //�� pp�� /'- WARNINGS: GENERAL Is unlessuo the p e noted: 7 Opt E;l7©IV �^.4,/ 1 Builder end erection contractor should be advised of all General Roles 1.This design Is based only upon the parameters shown and Is for an Individual J Hwy Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper ,ryA`' �� 2.2 4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the bulMing designer. �i0' l•/ 14 O 3.Additional temporary bracing to inure stability during construction Z.design assumes the lop and bosom chorda b be laterally braced at la the responsibility of the erecta.Additional t bracing of 2'continuous end al 10'o.c.such as ply unless braced throughout their length by `r l R 1 O- permanent n coMlnuaua sheathing such as plywood sheathing(TC)and/or drywall(BC). P DATE: 8/17/2017 gra overall structure Is the responNblllty of IM building designer. 3.Is Impact bridging or lateral bracing required where shown.. 4.No bed should be applied to any yo�m,nponent until eller all bracing and 4.Installation of buss Is the responagtlllty of the respective contractor. SEQ. K3 rJ 6 9 6 2 8 fasteners are complete end at no hlme should any loads greater than 5.Design assumes trusses are to be used in a nan.00rmsive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry full beating of use. 5.CoinpuTnn has no control over and assumes no responsibility for the 8.Design full bearing at ell supports shown.Shim or wedge I/ {.l EXPIRES: 12/3117017 fabrication,handing,shipment add Installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,201 7 s.This design is furnished subject t0 the limilagone sat forth by 8.Plates shall be located on both feces of truss,and planed so their center TPIIWTCA In SCSI,copies of whkh will be furnished upon request. Digits oinddds eke of trent center lines. 9. plate In Inness. MiTek USA,Inc.(ConlpuTrus Software 7.6.800-E 10.For basic connector plate design values see ESP-1311,ESR-1888(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.6" INC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #i&BTR SPACED 24.0" O.C. 2-3=(-339) 286 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=1 -89) 58 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 315V -99/ 2296 5.50" 0.50 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -195/ 276V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 11.6" -54/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IPAOVIDE FULL BEARING;Jts:2,5,3,9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) 4 , VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" 0 MAX TC PANEL LL DEFL = -0.010" @ 2'- 2.4" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.012" @ 2'- 0.8" Allowed = 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 6'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 6'- 10.8" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, NTruss designed for wind loads '-i in the plane of the truss only. 0 m o /- o F- 5 1.-::=7-,0 -/ 0 1 M-3x4 y y b l "S'p.EPNFl-00 4-00 2-11-09 '0'61 NGFk, a /. � 6 4, 89200PE vr' JOB NAME : POLYGON 8056-A - J7 Scale: 0.4231 'I MP - WARN I. tr ilOS: GENERAL,Tidesign NOTE any up n the otherwise mete' 7 OREGON As Truss: J7 Builder and erection contractor shook be advised of all General Notes This de tin b based only upon y design ere shown and is for an individual y and Warnings before ionsiruGlon commences building component Applicability of design parameters and proper Vs 2.204 compression web bracing must be Installed where shown+ incorporation of component b the responsibility of me building designer. <'0 t' 4 2"�� 3.Addtlonal temporary bracing to Insure stability during construction 2,Design assumes the lop end boson chorda to be laterally braced h / is the responsibility of the erector.Additional permanent bracing of Z'o.c.end a110'o.s.respectively unless braced throughout Inelr length by �r DATE: 8/17/2017 the overall structure b the responsibility of the building designer. continuous sheathing or eter l bac plywood air el s owand/or dryvrell(BC). ` []'��. 3.2z Impact bridging or lateral bracing required where shown t• `P R SEQ.: K3 5 6 9 6 2 9 4.No bad should be applied b any component until after all bracing end 4.Installation of truss Is me responsbily of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Deapn assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for•dycondmon'ofuse. 5.CanpuTms has no control over and assumes no responsibility for the 8.Desitin assumes tali bearing et all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication.handling,shipment and installation of components. necessary. .l r� .t e.This design is furnished subject to the limitations seat fart by 7.RatesDesigassumesadequate b drainage is truss,andd. August 1 7,G�1 7 B.Plates shall be located on both feces of truss, placed so their center TPIN✓TCA In BCSI,copies of which will be famished upon request lines coincide with Joint center lines. MITak USA,Inc./CampUTNs Software 7.13.13(10-E9.Digits indicate sloe of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I MEIMIMMIIIMMIMIMIIMIMMIMIIMIM This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cid=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=7 0) 80 2-5=(0) 0 BC: 2x4 KDDF 41S13TR SPACED 29.0" O.C. 2-3=1-406) 50 3-4=(-122) 386 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -12/ 306V -106/ 2570 5.50. 0.49 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 11.2" -232/ 326V 0/ OH 1.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -76/ 115V 0/ OH 1.50" 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1PROVIDE FULL BEARING;Jts:2,5,3,41 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002. @ -1'- 0.0" Allowed- 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.007" @ 2'- 3.9" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.006" @ 1'- 11.2" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.005" @ 7'- 10.8" MAX HORIZ. TL DEFL = -0.005. @ 7'- 10.8" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 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=l.6, Truss designed for wind loads in the plane of the truss only. 3 N. 1 C )( m m o /- o ��MMIMEMIIIMIMIl /- �� 5►' 0I 1 M-3x4 F,s,,,€° PROF y 1-00 y 4-00 y 3-11-09 t,,Cp' 043INEe'6, (5>0� :9200PE <' JOB NAME : POLYGON 8056-A - J8 '�• Scale: 0.3813 le WARNINGS: GENERAL NOTES, unlesaolhenalse noted: -7 ,�OREGON�� •44 1.Builder end erection contractor should be edvleed of as General Notes 1.This design Is based only upon the parameters shown and is for an Indldual /� Truss: J8 and Warnings before...talon commences. balldNa component Applicability Is of design parameters and proper 2 4�� 2.254 compression web bradng must be installed where shown.. rosorporetion d component b the responsibility d me bulking designer. �O �Y 14 3.Addlibnal temporary bracing to Insure stability during construction 2.Deegn assumes the lop and bottom chorda to be laterally braced at Is the reeponabiliy of the ereobn Additional permanent bracing f T continuous and et 10'o,c.such as plywood unless braced frC)endf r dry le l(Bt). V + 1 1 -\ g° conMuoue she'o.c.such ti plywood s braced t rou houtt air length b !'1 R �+ DATE: 8/17/2017 the oven,aWdure b gM reeporlslblllty of the building designer. 3,2x Impact bridging or lateral bracing required where shown.. SE K3 5 6 9 6 3 0 4.No bad should be applied to anylcomponent until after all bracing and 4.Installation of Imes Is the roeponsldllty d Me respec1Ne contractor. 4•• fasteners are complete and at no time should any loads greater than 5.DeSivn assumes Busses are to be used in a noncorrsa w enWrenment. design beds be applied to any Wmporrent. and are for"dry condition'of use. TRANS I D• LINK B.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES:' 12131/2017 5.CampuTrve hes no contrd over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 6.Ids design h fumbhed subject Ip the limitations set forth by 8.Plates shell be located on both faces of truss.and placed so their center TPIN4TCA in BC31,copies of which will be furnished upon request. 9.lines Digits bnddIndicas with joint i the plate to linen. MTek USA,Inc.ICompuTrua Software 7.8.8(1L}E 10.For basic connector plate design values see EBR-1311,ESR-1880(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF W168TR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL - 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note;Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 4-00 T T 12 12.00 V M-1.5x3 3 03 t+1 O N o • 2 re f- O 1 -A N O O 4 M-3x4 1 M-1.5x3 b b y 1-00 4-00 4 1.. PROFA-„ 6.1 89200PE fir" JOB NAME : POLYGON 8056—A — J8DRAGI Scale: 0.528110 ter,. Z. WARNINGS: GENERAL NOTES, unless otherwise noted: 7 % OR EGON 4/ 1.Builder and eredlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters chosen and le for an individual fl l7 '`/ As Truss: J8 DRAG and Warnings before construction commences. building component.Applicability of design parameters and V g payoff proper �} 2. 14 204 compression web bredng must be Installed where shown 0, incorporation of component Is Pa responsibility of the bulking designer. �/\ '.7 r ry � �y� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced el (,/�A 4 1 by Is the responsibility of the erector.Additional permanent bredng of 2'o tob.and el ill'o n.suds as ply unless braced flc)a d/their length). f �� continuous edging or such as plywood sheathing(TC)shown drywell(BC). R DATE: 8/17/2017 the overall structure Is vire respunslbNIty of Me building designer. 3.25 Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 6 9 6 3 1 4.No load should be applied to any component until after all bracing and 4.Instellatlon of truss is the responsibility of the respedhre contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in a non-conoslve environment, TRANS I D: LINK design keds be applied to any component and are for'dry condition'.of use. 5.Com Trus hes no control over and assumes no ro 6.Design assumes full bearing at all supports shown.Shim or wedge N EXPIRES: 12/31/2017 pu aponsibility for awry. q labdcalion,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 17,2017 6.This design is furnished subJed to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIM/ICA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. MRek USA,Inc./Com uTlus Software 7.8.8 1 L E B.Digits Indicate size of plate In inches. F ( )- 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS I TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 3-4=(-213) 390 TC LATERAL SUPPORT <- 12"OC. UON. LOADING 4-5=( -77) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -12/ 310V -114/ 299H 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -224/ 324V 0/ 0H 1.50" 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 8'- 0.0" -162/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,6,3,4I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 --! VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.002" @ 8'- 11.6" Allowed- 0.096" 4 MAX TL DEFL - -0.003" @ 8'- 11.6" Allowed= 0.128" MAX TC PANEL LL DEFL = -0.005" @ 1'- 11.2" Allowed= 0.338" ( MAX TC PANEL TL DEFL = -0.006" @ 1'- 11.2" Allowed = 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.007" 8 7'- 11.2" 12 _ 12.007 esisting system and Design fcomponents orms to iand n icladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ON load duration factor=l.6, Truss designed for wind loads d' in the plane of the truss only. 3 I ol M O f- O / Z 6.-... ,'.. 0 , 1 M-3x4 a pROp � Fs y y y y ��.`Co �NG i N , S/04. 1-00 4-00 4-11-09 '. .. 89GOVt-E - JOB NAME : POLYGON 8056-A - J9Ar �'4.9'. ' Scale: 0.3524 �••' 4 �' WARNINGS: GENERAL NOTES, unless othe,wisenoted +A4 �q OREGON�t, �� I.Builder and erecibn contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual !! n Truss: J9 and warnings before conalmdlon commences. building component Applicability of design parameters and proper 1' � 2.254 compression web bradng must be Metalled where shown t. Incorporation of component Is the responsibility of Me building designer. O r 1(4 �y 3.Additional temporary bracing to insure stability during construction 2.Design assumes me by and bottom chords to be laterally brecod el fl`- b the stet of the erector/Addlibnal 1 bracing r 2'o.c.and et 10 oc.respectively unless braced throuphwl their lenplh M MC`',r-S`L �'J responsibilitype,manen g o continuous sheathing such as plywood sheathing(TC)and/or dryaall(Bc). ',MLA,-lr• DATE: 8/17/2017 the overall structure Is the reeponeCuy of the building designer. 3.2x Impact bridging or lateral bracing required where shown s s SE K3 5 6 9 6 3 2 4.No load should be applied to anyismponent until after all bracing and 4.Installation of was Is the respanabliy of Me respective contactor. Q• fastener are complete end at no Hme should any toads greater than S.Design assumes trusses are to be used in a non+m,rosse environment, and are for'dry condition'of use. TRANS I D: LINK deign hada be applied to any aprhparant.p4 a assumes no re a.Design assumes rut bearing at ail supports shown.Shim or wedge it EXPIRES: 12131/2017 S.Cern uTms has no control overresponsibility b the qq - , fabrication,handling,shipment e�d installation of components. 7.Design assumes adequate drainage Is prodded. August 1 7,201 7 6.This design is furnished subject the limitation set Lath by 5.Plates shell be located on both faces of wss,end placed so their center TPI1WTCA M SCSI,copies of wbjch wit be furnished upon request vines coincide with joint center lira. 9.Digits indicate eine of plate in inches. MITek USA,Inc./CempuTrus'Software 7.6.8(1L}E no.For basic connector plate design values see ESR-13/1,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 IC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) BO 2-6=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-502) 452 TC LATERAL SUPPORT <= 12"OC. UGN. 3-4=(-261) 202 LOADING 4-5=( -69) 32 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -14/ 311V -133/ 314H 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -223/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.2" -163/ 242V 0/ OH 1.50" 0.31 KDDF ( 625) 9'- 11.6" -23/ 37V 0/ OH 1.50" 0.06 RODE ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 PROVIDE FULL BEARING;Jts:2,6,3,4,5 f 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 I) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = -0.008" @ 2'- 0.8" Allowed- 0.338" q MAX TC PANEL TL DEFL = -0.009" @ 2'- 0.8" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS '( MAX HORIZ. TL DEFL = -0.008" @ 9'- 10.8" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. 17 Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor-1.6, .-I Truss designed for wind loads 0 in the plane of the truss only. 0 0 o 0 1 jt o A- _ _ -, 1 - 6�� 0 1 M-3x4 PR �ti� � s`), b y y GjNG(NFc �O�1-00 4-00 5-11-09 � 0 � ,44 2 89200PE iv-" JOB NAME : POLYGON 8056-A - J10 Scale: 0.3316 . //'WO /y. WARNINGS: OThis design unless otherwise teramete: J 4iOREGOry ,d,',, Truss: JI 0 1.Bonder and erectionr conlrectar o,n ee be commences. of an General Nota. 1. design le based only upon the parameters mown and Is for an individual and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 compression web bredng must be Installed where shown.. Seeksincorporation al component Is the responsibility of the building tlealgner. /y y`.,. 3.Additional temporary bracing to Insure stabilly during construction 2.Desitin assumes the lop and bosom chorda to be laterally braced at ��,/ (.} �2 �4y.1 Is the responsibility of the erector.Additional permanent bracing of 2'ex.end at 10'o.c.respectively unless braced throughout Meir length by C_ DATE: 8/17/2017 the overall ehuciure b the responsibility a the building designer. continuous sheathing on such as plywood aheeHtlng(T,)ane a drywall(BO). `�R I L\^- 0.No load should be applied to 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3569633pp ycomponentunWagerallbracingend 4.Inatanatbnoftruss Isthe en,5blbiliyofthere.nomnsecontractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to e.used in a non-conoaive environment, TRANS D. LINK design roads be appliedmany component. and are of�drynoneum^muse. 5.Compares has no control over and assumes no responsibilityfor the B.Dees�lgnsanssumas fun beedng at ell supporta shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Desitin assumes adequate drainage la provided. t t`.) 5.This design a furnished sub(ed to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center August 17,2017 TPIiWTCA In SCSI.copies of which will be furnished upon request. Ines coincide with Joint center lines. MIT.*USA,Inc./COmpUTrus Software 7.8.8(1 L}E 5.Digits Indicate she of plate in Inches. 10.For basic connector plate design values see ESR-1311,E517-1585(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-546) 504 3-4=(-315) 255 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=) -89) 59 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -15/ 312V -147/ 3450 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 4211 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -225/ 298V 0/ OH 1.50" 0.38 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.2" -186/ 275V 0/ OH 1.50" 0.35 KDDF ( 625) 10'- 11.6" -52/ 80V 0/ OH 1.50" 0.13 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. PROVIDE FULL BEARING;Jts:2,6,3,4,51 5 -/ ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 it MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL= 0.009" @ 2'- 0.8" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.010" @ 2'- 0.8" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 10'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 10'- 10.8" 4 Design conforms to main windforce-resisting id system and components and cladding criteria. 12 12.00V Wind: 140 mph, h=15.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),. load duration factor-1.6, N Truss designed for wind loads , in the plane of the truss only. c 0 3 j m 0 O 'psia 6.._x p 0 1 M-3x4 ��13 PR©p 65 • 1-00 4-00 6-11-09 9200P r' JOB NAME : POLYGON 8056-A - J11 �� . W....Scale: 0.3053 � WARNINGS: GENERAL NOTES, unless otherwise noted: ' VREGON h- �� 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 7 +w(y N lo Truss: J11 and Warnings before construction commences. budding component Applicability of design parameters and proper -/fQ 1�� ..1._. 2.2x4 compression web brsdng ended be installed where shown+. Incorporation or component h the responsibility of the building deslgnar. �/'1 t Y 14 V 3.Additional temporary bracing do insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 'i „S Is the responsibility of the erector.Additional permanent bredng of Zcontinuous esheathing rsuch aavpllywood sheath p(TC)aril/=dryway unless braced throughout thelr l(BC)th Y MEF' R IO- DATE: {� 8/17/2017 the overall structure Is the reaponslbllly of the building designer. 3.2x Impact bridging or lateral bracog required where shown++ SEQ.: K 3 5 6 9 6 3 4 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no Nme should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS I D: LINK dodo loads be°tidied 1=any co/nponenI end Design assufor mes 'thy condition"of at a. 5.Compurru°hes no(=trot over and assumes no responsibility ler the 8.°°elg"as°um°°Nil bearing at ed supporta shown.Shim or wedge It EXPIRES:' 12/31/2017 fabrication,handlin shipment and installation of components. scary. ♦q 2 .I g,e p 7.Plates shall b es adequate ent •furnished /aces or truss,and placed so their center TPIMVTCA In SCSI,copies of which will be fumished upon request. lines cdndde with joint center lines. 9.Digits indicate she of plata In Inches. MiTek USA,Inc.lCornpuTNs Software 7.8.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTeh) This design prepared from computer input by i Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7•' IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF d1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-600) 556 0 3-4=(-380) 314 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=(-123) 87 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -45/ 314V -183/ 440H 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -266/ 299V 0/ 0H 1.50" 0.38 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.2" -263/ 334V 0/ OH 1.50" 0.43 KDDF ( 625) 11'- 11.7" -92/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. PROVIDE FULL BEARING;Jts:2,6,3,4,5 5 '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 = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 2.4" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.011" @ 2'- 2.4" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.011" @ 11'- 109" MAX HORIZ. TL DEFL = -0.011" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 1212.00Wind: 140 mph, h25.2ft, TCDL4.2,BCDL=6.0, ASCE 7-10, [77 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads tiin the plane of the truss only. N /// <c ,i\EO PR Open J, y J, y �c� \AGINE'F /1 i o0 4-00 7-11-11 /9 ...0., :9200P r-- JOB JOB NAME : POLYGON 8056-A - J12 / ''00! 4011. Scale: 0.2892 a....le c //.� WARNINGS: GENERAL NOTES, unless o the otherwise "j7 OREGON A, Truss: J12 1.Builder and erection contractor should be advised o NI General Notes This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences building component Applicability of design parameters and proper fes' �s 2 204 compression web bracing must be Installed where shown 4. Inmryoretion of component is the responsibility of the building tlesigner. /� ^6 nQ �� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be IelerNly braced at 14( L' Is IM reeponslbNHy of the erector.Additional permanent bracing of T o.c end at 10'se.respectively unless bated throughout their length by 43 MSR R f � DATE: 8/17/2017 continuous esuch as plywood sheething(TC)and/or drywall(BC). the overall structure Is the responsibility of building designer. 3.2x Impact bridging or or lateral bracing required what shown SEQ.: K3 5 6 9 6 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of trues b the reepenNblfty of the respedte contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes livens are to be used in a noncorrosive environment, TRANS D. LINK design lodsbeappliedtoanycomponent and sero drycondtwn muse. um 8.CompuTrus has no control over end assumes no reeponsibtily for the 6.Design assumes full bearingrt at ell supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. nary. ].Design assumes be adequateoothlfcelo truss,d. an August 17,2017 6.This design is furnished subject to the 11 be to ns set forth by 8.Plates shell be Totaled on both feces of trues,and placed so their center TPIANTCA w BCSI,copies of WMch will be fumlehed upon request. lines coincide with joint center lines. 9.Digits indicate aloe of plate In Inches. MiTek USA,InciCotnpuTrus Software 7.6.8(1 L)E 1c.For basic connector plate design values see ESR-1371,ESR-1688(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.5" 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 Al&BTR SPACED 29.0" O.C. 2-3=(-622) 266 6-4=(-147) 80 WEBS: 2x4 NODE STAND 3-4=( -64) 60 LOADING 4-5=( -5) 2 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -114/ 709V -27/ BBH 5.50" 1.13 KDDF ( 625) 9'- 4.5" -47/ 421V 0/ OH 5.50" 0.67 KDDF ( 625) x' For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 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 = 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 1' ' , f system and components and cladding criteria. 12 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL"'6.0, ASCE 7-10, 3.00 - (All Heights), Enclosed, Cat.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. X M-1.5x3 3 co o N 2 ti 1 MIPPo I f 1 •. 6 M-3x4 M-3x4 y ), b 8-11 0-05-08 > ), y 2-00 9-04-08 < t, 0 PR OFFS ..t- 89200PE r" JOB NAME : POLYGON 8056-A K1 -4641111P- + �'j� Scale: 0.5019 vQ / CC WARNINGS: GENERAL NOTES, unless otherwise noted: ?'� OREGON �� 1.Builder and erection contractor a Id be advised of all General Notes 1.ThIs design a based only upon the parameters shown and is for an Indtdual Truss: K I and Warnings before construct/ commences, building component Applicability of design parameters and proper L -t • 2.2s4 compression web bracing t be installed where shown+. 2.Design assumes Me top and bottom chards to be laterally braced al Incorporation of component Ie the responsibility of the building designer. /O T '1 4 J �T 3.Additional temporary bracing to ure stability during construction la the responsibility of the erector Additional permanent bradng of 2 otinuousssheathing rsuch as plywood aheathing(TC)gand/or rywalll(C). M Fi I1 "' `� DATE: 8/17/2017 the overall structure Is the respo bitity of the building designer. 3,25 Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 6 3 6 4.No load should be applied to any component until after ell bracing and 4.Installation of true is the reeponslbllily of the respedive contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-oorresive environment, and are for'dry condition.of use. TRANS I D: LINK design loads be applied to any aq'mpanent. 5.CompuTnro has no control over end assumes no responsibility for the 8.Design assumes NN bearing al as supports shown.Shim or wedge If EXPIRES: 12/31/2017 Y. fabrication,handing,shipment add installation of components. 7.Design assumes adequate drainage Is proWded. August 1 7,2017 8.This design is furnished subject Ib the limitations set forth by 8.Plates shelf be located on both faces of buss,end pieced so their center TPIANTCA In SCSI,copies of which will be famished upon request 9.lines Digis=ainInddde size ode with fnt platnter e to lines. MiTek USA,Inc.iCompuTrus,Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-5=(-20) 24 3-5=(-117) 99 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-67) 29 WEBS: 2x4 ROOF STAND 3-4=( -5) 2 LOADING TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0'• 0'- 0.0" -135/ 508V -11/ 430 5.50" 0.81 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 3'- 11.0" -17/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed= 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.041" @ -2'- 0.0" Allowed= 0.267" MAX TC PANEL LL DEFL - 0.020" @ 1'- 9.5" Allowed = 0.199" 3-07-04 0-03-12 MAX TC PANEL TL DEFL = 0.022" @ 1'- 8.2" Allowed - 0.298" ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL - 0.000" @ 3'- 7.3" 3.00 -' MAX HORIZ. TL DEFL - 0.000" @ 3'- 7.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 4 Truss designed for wind loads 3 -/ in the plane of the truss only. II M O i N 0 0 ,, , . _ _ , ,_ 1 _, 0 2><- *. 5 M-3x4 M-1,5x3 l ), b 3-07-04 0-03-12 • b ), y 2-00 3-11 10DPRQp GINEF"5) /� '44 9 892OOPE r JOB NAME : POLYGON 8056-A - L Scale: 0.6531 'IPP .• WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON /�� 1.Builder and erecibn contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndMduel *� �(�/ Truss: Ll and Warnings before construction commences building component Applicability of design parameters and proper G �9 s �N 2 2s4 compression web bracing must be installed where shown.. incorporation of component A the responsibility of ma bulking designer. I/5 LI J A a��+y.,� 3.Additional temporary bracing to insure stability during construction 2.Design eawmes the lop end bottom choles to be laterally braced el V r !r t Is the respons5oRty or the erector.Additional permanent bracing of 2'o.c.and et 10'o.a respectively unless braced throughout their length by M L7("}(0- DATE: 8 17 2 17 continuous sheathing each as plywood aheaUlng(TC)and/or drywall(BC). "ii fel I / the overell structure la the responsibility of Me building designer. 3.2s Impact bridging or Were!bracing required where drown+* SEQ. : K3 5 6 9 6 3 7 4.No Toed should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and ere for'dry condition'of use. 5.CompuTrus has no corms over and assumes no responsibility lar the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handling,shipment and installation of components. neceaeery, 7.D.algnassumes adedon drainage isprovided. August 17,2017 B.This design is furnished subject to Ore limitations set forth by 8.Plates shall be bowled on both faces of truss,and pieced so their center TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate else of plate In inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L).E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR 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 Wind: 190 mph, h"15ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PDF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dix), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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. 7-00 7-00 < T T 12IIM-4x4 12 12.00 3 N12.00 414111 • • o s- ,AI11h1 . LLo o 0 o 1 27M-4x4 —M-4x4 ROFt 1-0o b 14-00 y „..C. •NGP Et�,4 cS/cs, a <cr �'y 89200PE /r- JOB NAME : POLYGON 8056-A - M1 � �,✓ "` Scale: 0.3531 4� //�� 10 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON r{,/ 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual l_ 4 Truss: MI and Warnings before construction commences bulking component.Applicability of design parameters and proper "'"iO %�t� �� 0N9 �� 2.]x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. / 7 3.Additional temporary bracing to insure stablilty during construction 2.Design assumes the top and bottom chards to be laterally braced al J.., 1_ � Is the responsibility of the erector.Adelonel permanent Wetting of 2'continuous end at ea10'c.c.such as ply unlace braced(TC)and/or their length by R R IO- DATE: L.- con8nuoua rigi nior sada as plywood required ething(T s and/or drywell(BC). DATE: 8/17/2017 the overall structure la the reaponabilty of the building dealgrbr. 3.zx Impact bridging or lateral bracing regmree where shown SEQ. : K 3 5 6 9 6 3 8 4.No load should be applied to any component until ager all bradng and 4.Installation of trues Is the responsibility of the respective contractor fasteners are complete end at no Nrw should any loads greater than 5.Design assumes trusses are to be used In a non-cono•ive environment, m any component and are for dry condition.or use. TRANS I D• LINK design loads be applied 5.CompuTrus has no control over add assumes no responsibility for the G.Design assumes full hearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August l t 17,20 17 8.This design is furnished sub)eol to the limitations set fan by 8.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, I TC: 2,1 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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)+17L( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,SCOL=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 PIP 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 . 1' T 12 IIM-4x4 12 12.00 7 2 N12.00 IL 41111 M O M u I I o 0 0 M-3x4 M-3x4 y 12-00 y 1-00 y �5�� G �' �/O w� 9 2 ` 892QOPE �< JOB NAME : POLYGON 8056-A - Ni r Scale: 0.3881 ,• (y.. WARNINGS: O.This NOTES, tinup o hise parameters OREGON AA Truss: N I 1.Builder and erection contractor should be ones. of all General Notes 1.Th a design Is based only upon the eelgnp sham and is for an IneMdual L y and Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Metalled where shown 4. Incorporation of component is the reeponslblllty of the building designer. a' 9 i./ i 4 n 0` 3 Additional temporary bracing to Insure debility during conabuctlon 2 Design assumes the top end bottom chords to be laterally braced at L le— b the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10 o.e.respectively unless braced throughout Melt length by l� �� DATE: 8/17/2017 continuous sheathing such as plywood eheaththg(TC)and/or drywaNBC). 4/74 ',.-. Ore overall structure N IM responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ • SEQ.: 1<3569639 4.No road should be applied to any component until after all braung and 4.Installation of buss Is the responsibility of the respectNe contractor. • fasteners are complete end et no time should any loads greeter Man 5.Design assumes trusses are to be used in a nonaonoaive environment, TRANS I D: LINK design wads be applied to any component. and are for"dry condition.of use. 5.CanpuTrue hes no control over end assumes no responsibility for the 0.De ettaee aromas ma bearing at all supports shown.Shimor wedge It EXPIRES: 12/31/2011 fabrication,handling.shipment and Installation of components. ry .I 7.Mates shall bees adequate drainage Is ptruss, d. en August 1 7,2017 B.This design is 00d 00subjectn i Me limitations to nor set loth by B.Plates shell be totaled on both feces of Wsa,ane placed co MNr ranter TPIN✓TCA M SCSI.copies of which will be fumlahed upon request lines cdndde with Joint center linea. Wok USA,Inc./Com UTNE Software 1 LE 7.8.8 9.Digits Indicate else of plate In Inches. P ( 10.For basic connector plate design values see EOR-1311,555.1008(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF A1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 41SBTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING Wind: 190 mph, h-18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD-= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, 7-10, BC TOTAL LOAD= 92.0 PSF load duration factor-1.6, 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. 3-11-08 3-11-08 f T f 12 12 IIM-4x4 12.00 7N 12.00 3 Ah 00 0°°M M 2 4 .A1 to to O eno M-3x4 M-3x4 1 J, y1-00 7-11 y 1-00 ' �, cO PROF , 'z :9200PE <' 1 JOB NAME : POLYGON 8056—A — R1 = '. 41111P. Scale: 0.4928 t WARNINGS: GENERAL NOTES, unless otherwise noted' •+� OREGON h �� 1 Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 yw Truss: R1 and Warnings before constructlor commences. building component AppnwbIAty of design parameters and proper 2 P1 2.2e4 compression web bracing 1 be Installed where shown+. Incorporation of component Is the responsibility a the building designer. GAO 9)- '�(,� Q T- 3.Add tlosel temporary bracing to sure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at Is the responsibility of the erect Additional t bracing of 2'cor.ontinuous end at 10'0.0.respectivelyplunless braced throughout Meir longs,by MF,� ��. epons permanent n continuous eldging g such as plywood d ting(TC)andtor drywed)BC). DATE: 8/17/2017 Me overall structure Ie Me respolsiblety of the building designer. 3.2e Impact bridging or lateral bracing required where shown•« SEQ. : K3 5 6 9 6 4 0 4.No load should be applied to esyjcomponent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at nol8me should any loads greater than 5.Design assumes Weses are to be used in a non-corrosive environment, TRANS ID LINK design loads be applied to any cgmponent end are for'dry confullben•of use. 5.ConpuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim en wedge If EXPIRES: 12/31/2017 6.Thisdesignhistrnisn shipment ltnnianionslse forth 7.Design ai s en llbeIsoaatteddonebothfaccesloftruues,eandplacedsotheircenter August 17,2017 TPVWTCA In SCSI.copies of which will be furnished upon request lines coincide with Joint center Ones. 9.Digits Indicate etre of plats In Inches. MITek USA,Ino.ICornpuTrus Software 7.6.8(11.)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-6=(-6) 155 6-3=(0) 171 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-286) 77 6-4=(-6) 155 WEBS: 2x4 KDDF STAND 3-4=(-286) 78 LOADING 4-5=( 0) 80 TC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 446V -114/ 114H 5.50" 0.71 KDDF ( 625) 7'- 11.0" -80/ 447V 0/ OH 5.50" 0.71 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IAC 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 - -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" MAX LL DEFL - -0.002" @ 8'- 11.0" Allowed= 0.100" 3-11-08 3-11-08 MAX TL DEFL - -0.003" @ 8'- 11.0" Allowed- 0.133" T f T MAX TC PANEL LL DEFL - 0.098" @ 5'- 7.0" Allowed = 0.332" 12 12 MAX TC PANEL TL DEFL = 0.096" @ 5'- 7.0" Allowed - 0.498" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 N12.00 3 4.0" MAX HORIZ. LL DEFL = 0.001" @ 7'- 5.5" AMAX HORIZ. TL DEFL - 0.001" @ 7'- 5.5" Design conforms to main windforce-resisting /111\ system and components and cladding criteria. Wind: 140 mph, h=18.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0rn IAAIIIIIhhlk �4131 �gilOIn I 6 �01 0 1 .5 j. y 3-11-08 3-11-08 y 1-00 y 7-11 y 1-00 1 4ED PRpF4sS .NGI NE /O w 2 �` 89200 P E ter" JOB NAME : POLYGON 8056-A - R24111 Scale: 0.4803 / `•' /C'- • WARNINGS: GENERALNOTEB, unless,,the faenoled OREGON "'6,( 1.Builder and erection contractor should be advised of all General Notes 1.Thls design Is based only upon the parameters shown and Is for an individual ` C Truss: R2 and Warnings before construction commences building component Applicability of design parameters and proper L' 2.244 compression web bradng must be Installed where shown x. incorporetlon of component Is Me responsibility of the building a signer. �/ti 1Y 2.0N �4� 3.Additional Temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et (,/ 14 IO- DATE: 8/17/2017 is the resvonaibaly of the mace.Additional permanent bradrg of 2'o.c.end et 10'o.c.respectively unless braced throughout melt length;y R the overall structure Ill the responsibility of the building designer. continuous sheathing such as plywood aheathlng(TC)and/or drywall BC. A ' s RIO-. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 6 9 6 41 4.No wad should be applied to any component until after all bracing and 4.Installation of truss Is the responsgdlily of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and ere for`dry condition'of use. 5.CampuTrus has 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 and installation of components. T.Design necessary. assumes adrewageIsprovied. August 17,2017 H.This design is furnished subject to the Iimilasons set forth by 8.Plates shell be locatedadonon both laces of truss,end placed so Their center TPIAYTCA In SCSI,copies of which we ba furnished upon request. Sloe coincide with jol,1 center Ins. MiTek USA,Inc./Com UTNs Software 7.6.8 1 L E 9.Digits Indicate size of plate In Inches. P ( 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 7-11-00 GIRDER SUPPORTING 27-10-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1788) 378 1-4=(-224) 1130 4-2=(-476) 2330 2-3=(-1788) 378 4-3=(-224) 1130 BC: 2x6 KDDF ;16BTR WEBS: 2x6 DF FS; LOGrIuG 2x4 KDDF STAND A LL = 25 PSF Ground Snow ( TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 11.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 0= 12"OC. UON. BC UI(IF LL( 322.9)+DL( 239.6)= 562.5 PLF 0'- 0.0" TO 7'- 11.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -549/ 2480V -93/ 93H 5.50" 3.97 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.0" -549/ 2480V 0/ OH 5.50" 3.97 KDDF ( 625) J,-- ( 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 1OPSF LIVE LOAD. TOP XX AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 8" oc in 2 row(s) throughout 2x6 top chords, MAX TL DEFL - -0.017" @ 3'- 11.5" Allowed- 0.467" 8" oc in 2 row(s) throughout 2x4 bottom chords, MAX TC PANEL LL DEFL - 0.048" @ 5'- 7.0" Allowed = 0.274" 9" oc in 1 row(s) throughout 2x4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-11-08 3-11-08 MAX HORIZ. LL DEFL - 0.002" @ 7'- 5.5. ,� '� MAX HORIZ. TL DEFL - 0.003" @ 7'- 5.5" 12 12 M-4x6 Design conforms to main windforre-resisting 12.00 N112.00 system and components and cladding criteria. 2 4.0" Alik Wind: 140 mph, h-21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. AIIIIIIIIIhk M-/461\ 12 4hik l N OI 1►� 4 1113 O M-3x6 ), i' 3-11-08 3-11-08 PR J, 7-11 y 5(,``c'O PR 0Ft- ��c�"C �4C,I N��c� 'T/v�� ' :9200P �"" ir AC.00.." JOB NAME : POLYGON 8056-A - R3 ' Scale: 0.5001 mum. VP WARNINGS: GENERAL NOTES, unless otherwise noted -7 OREGON �." 4 44/ 1 Builder and erection contractor s uld be edvleed of al General Notes 1.This design is based only upon the parameters shown and is for an individual !4- A 2P v:-.1- 3. (A, Truss: R3 and warMngs before construct commences building component Applicability of design parameters and properincorp "4". 7 y l'" • 2.244 comprasston web bracing al be Retailed where shown i. Design of component la the m c responsibility to of the allybuilbraing designer. 'O i 4 0.vy 3.Additional temporary bracing to I sure stability during construction 2.Design assumes Me lop and bottom chorda to be leterely breeed el V _ is the responsWWy of the erect Additional t bracing of 2'o.c.end s110'ging respectively unless braced Mroueha and/or Meir IengM by �E'R R I�-•L' permanen coos.an e t 1(7 dog such ti pywoed s braced throuhoott drywall(BC). DATE: 8/17/2017 the overall structure laths reaps eibfly of the balding designer. 3.2x Impact bridging or lateral bracing required where shown• SEK 3 5 6 9 6 4 2 4.No load should be applied to en component until after all bracing and 4.Installation of truss Is the responsibility of the reepedNe contractor. 4• fasteners are complete and at time should any loads greater then 5.Design assumes trusses are to be used in a noncorroalve environment, design beds be applied to any mpoMM. and are for"dry condition"of use. EXPIRES: yyry pp [[.� TRANS I D: LINK6.Design assumes full bearing al all supports shown.Shim or wedge if E/�PI Il Et7:' 12/31/2017 • 5.CanpuTnrs has no control over nd assumes no responaibtiiy for U° necessary, fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 17,2017. 6.This design is furnished sub)ed to Me limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIMTCA In SCSI,copies of which will be famished upon request. 9.Dolens Indcd�ewi e)obr center ie lines. iin s. Wee USA,Ino./CompuTrus Software 7.8.8(1 L)-E 10.For basis connector plate design values see EBR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 101. 2-4=(0) 0 BC: 2x9 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-81) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD= 42.0 PIF 0'- 0.0" -145/ 577V -14/ 93H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -121/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PRGVIDE FULL BEARING;Jts:2,9,31 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 SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" 6.00 MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed- 0.267" MAX TC PANEL LL DEFL = -0.004" @ 1'- 3.7" Allowed= 0.259" MAX TC PANEL TL DEFL = 0.006" @ 1'- 5.2" Allowed = 0.389" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. M f o I 2 1� 4 M-3x4 1 1 1 1 2-00 2-00 1-11-13 eco PR pe NGINE . /p 89200PE JOB NAME : POLYGON 8056-A - SJ1 /.10 Scale: 0.7424 /''� WARNINGS: GENERAL NOTES, unless other pan noted: OREGON h 4/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and M for an Individual b' Truss: S J1and Warnings before construction commences. building component Applicabeity of design parameters and proper �F 2 2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. //� -1).- '14 f1 �y� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chords to be lelerelly braced at �./ L Is the responsibility of the erector.Additional permanent bracing of 2'nand at 10'sheo.cathing sunt, ply unless braced)TZ)a dl their length). �E* DATE: 8/17/2017 the overall structure is the responsibility f the building designer. continuousxIridging or each as adng re airedsheatwhere a and/o drywell(BC). I'tny component o 9 3.2x Impact bridging or lateral predrg required where ehrowo++ S EQ. K3 rJ 69643 4.Noeee aread cd belealenroono timemphou until altoallerecrrtand 4.Designtasion oftestakthe responsibilityto bedfthe n.0000e comuinen fasteners are complete and at no mould any lose,greeter then 5.and Design assumes trusses are robe used In a non-corrosive emrionmenQ design be applied to e^ and are mr'dry condition.of use. p �+ TRANS D. LINK o any and ass"C 6.Design assumes furl bearing at all suppose shown.Shim or wedge if EXPIRES 12/31/2017)/Di(r)(y1 7 5.CompuTrea has no mntrd war and assumes no responsibility for the necessary. EXPIRES:t7 l G J_L/LU 1 fabrication.handling,shipment and installation of components. Designassumes s { y.Mateshall betaled drainage faces of russd.an August 17,2 17 8.This design is furnished subject to the limitations sal fond by 8.Mates shell be located on both feces of truss,and placed m their center TPIMRCA in SCSI.copies of which will be furnished upon request. lines coincide with joint centerlines. Ml7ek USA,Inc./Com uTrus Software 7.8.8(1 L}E 5.Digits Indicate sin of plate in Inches. P10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failur to Follow Could Cause Property offsets are indicated. 3/" Center plate on joint unless x,y I 6-4-8 ( dimensions shown in ft-in-sixteenths 4 (Drawings not to scale) Dam ge or Personal Injury rte= Dimensions are in ft-in-sixteenths. 11406. Apply plates to both sides of truss 1 2 3 1. Addi'one!stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diag nal or X-bracing,is always required. See BCSI. INIEMIIIIIIIIIMMEW 2. Tru bracing must be designed by an engineer.For 0 16 4 wid truss spacing,individual lateral braces themselves mayrequire bracing,or alternative Tor I � It: p bracing shouldbeconsidered.A i 0 3. Nevr exceed the design loading shown and never I � Oci- i I i i '21 stac materials on inadequately braced trusses. 4. Pro ide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C54 desi ner,erection supervisor,property owner and plates 0- 14'from outside BOTTOM CHORDS all o her interested parties. edge of truss. 8 7 6 5 5. Cut embers to bear tightly against each other. 6. Pla a plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE join and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO lo ions are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Des gn assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the nvironment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Uri! ss otherwise noted,moisture content of lumber software or upon request. sha I not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Car fiber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Pla4e type,size,orientation and location dimensions indi ated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and Southern Pine lumber designations are as follows: in I respects,equal to or better than that ,j-fr Indicated b s mbol shown and/or SYP represents values as published sp ified. Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Tod 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. ��E reaction section indicates joint Mamill 11 I= 1 number where bearings occur. 17.Ins all and load vertically unless indicated otherwise. Min size shown is for crushing only. an ONa 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with pr•ject engineer before use. Industry Standards: WI ANSI/TPI1: National Design Specification for Metal 19.and Review allrportions)bfor of thidesignv (fngopi uack,rea l wordse and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. isnot sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, lie 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013