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Plans (182) MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 1 1-25-15 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: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. co c 89782PE fir' Z OREGON 0 Q. 9�k 'AUL 'i;" 7��/2t116 '—"--^ November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=1 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+0L( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" --------------------- ------------ --- TC TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ++ For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads f320# 1320# f in the plane of the truss only. 12 12 6.00 177' M-4x6 .. M-6x6 = 6.00 2 °11: 4 I I 1 I I I I 11V. ;'')////iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii 1'0 .• 00 1 1++ 5 6 4 I o M-3x5 M-3x4 M-1.5x3 M-3x5 l 1 .6 l 5-08-08 3-10-12 5-06-12 {{{��� PR y 15-02 y y+ 61 k'. 1/ �" 89782PE r JOB NAME : 3413-B POLYGON NW - Al . �.�,.� Scale: 0.4009 d..C\. Allif WARNINGS: GENERAL NOTES, unless amenMse noted C./ �� 1.adder and erectionsenlrador shed be advised of al General Notes I.This design Is based only upon the parameters shown and is for an individual 11/POREGON o.. Q,,, Truss: Al and Warnings before construction commences building component.Applicability of design parameters and proper 4 2.244 compression web bradng mud be installed where shorn e. incorporation of cemponeM Is the responsibility of the building designer. e9 VApt y.: A 5 q'* 3.Additional temporary bracing to Insure Mobility during consirudbnZ 2.Design end 5110umes the top est bottom thesis to be througaterallyhout bread at e -{ Is the responsibility of the erector.Additional permanent bracing of e o c. al ee o e reepeclNety unless bread throughout their length by `v continuous • sheathing such as plywood shealhing(TC)and/or drywall(BC). P/1.U l ' DATE: 11/30/2015 the Qwest structure Is the responsibility of the building designer. 3.2f Impact bridging or lateral baring required where shown++ r"1 ti./1.. SEQ.: K 15 6117 4 4.No bad should be applied to any component until after ail bracing and 4.Installation ioasnaooma truss responsibility sibbe ueytyE l the o ao-Po«nae contractor. rtrsdenvirr. fasteners are«millete and at no time shouts any bade greater man and Designre for"dry trusseson"of use. TRANS I D: LINK design baric be applied to any component. S.Design assumes on bearing at al supports shown.Shim or wedge If 5.CampuTrus has no control over and muses no responsibility for the ....q. EXPIRES: 12/31/2016 fabrication,Minding,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by e.Plates shell be b«ted on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In inches. MiTek LISA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate climbs values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=10) 353 BC: 2x9 KDDF #118TR SPACED 24.0" O.C. 2-3=(-779) 153 4-3=(-47) 587 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 9'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to mai n windforce-resisting system and components cladding criteria. Wind: 190 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 . j' load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 IIM-4x4 Q 6.00 in the plane of the truss only. 4.0" 1.1 10001.01 i no no o _4 C O 0 1 a+ 4 *e 3 I ci M-3x4 M-1.5x3 M-3x4 1 1 1 7-07 7-07 1 15-02 1 ,5o�" ‘4,61N��c, c/ �' 89782PE v JOB NAME : 3413-B POLYGON NW - A2 ,,,_--"<<- '. .. ' Scale: 0.4009 all WARNINGS: GENERAL NOTES, unless otherwise noted T+4�s".� (�(� ('�/+�IL' �� 1.Budder and erection=tractor should be advised of aA General Notes 1.This design Is based only upon the parameters show and Is for an individual 7- OREGON V h Truss: A2 and Warnings before construction commence. bulking component.ApplicabIl ty of design parameters and proper 2 �Qw 2.2t4 sompressen web bedng must be Instated where Mown.. incorporation of component is the responsibility of the budding tlesigner. G/d i y A G `. 3 Additional temporary bracing to Insure stability during oonstrucnon 2.Design and St 10 the top and bottom unless braced to be lateredy braced al 'TT/"� J �VY. is the responsiblIty of the erector.Additional permanent bracing of 2 ntinau s�thingrespectively sbraced throughout their all(B).by ` DATE: 11/30/2015 the overall structure Is the responslbElty of the budding designer. 3.24 Impact bridging or lateral bedngorequired whed re shown a tlrywell(BC). ":',1 /1.f'i l '• SEQ.: K1561175 4.No load should bsapplied toany componentuntil after all bracing and 4. tllanonofMierssthheaesposiuletyyanthoonpeoroecontractor. ��""11SJM fasteners are compete and at no time should any roads greater than end Design fssudry trusses a to b. TRANS I D: LINK design loads be app led to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES; 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by a.plates shed be located on both faces of buss,and placed so their center TPWITCA in SCSI,copies of which will be furnished upon request. lines coincide with)Dint center lines. 9.Digits Indkate eine of plate in Inches. MITek USA,Int./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(Work) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #160TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1391 5-2=( -216) 1310 BC: 206 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x9 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 818V -57/ 149H 5.50" 1.31 ROOF ( 625) "" Forhanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.359" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.091" @ 4'- 0.0" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 4 ' .f 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-1.5x3 4 Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), 1 load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 4441414111 2 co 0 c 110 0 rn OimiiiiMME ® r.,-,- RAI I 1. 5 6 o M-3x4 M-3x8 M-4x8 • l y +1210# +6374 , 4-00 4-00 1 8-00 ): O PRoFk.'9cS' c...„I N E�cR ro cc, . 8"782PE s, JOB NAME : 3413-B POLYGON NW - AGIRD Scale: 0.4610 9• ®/ �+ WARNINGS: GENERAL NOTES, unless otherwise noted. Truss: AGIRD 1.and Wanun s beton erection ractoraammenceeuld be Pod Mall General Notes This design component,Applised only cability Sr n the design parameters and proper rameters shown and P for an mdividuel y OREGON �^>ti-! 2.2e4 compression web bracing must be Installed where show„• Incorporation of component b the responsibility of the building designer. !% '1 nyASVt� 3.Additional temporary bracing to Insure Mobility during oonstruction 2.Design end at 10 the tap and verybottc chords to a abrelty bread at r'f 'G' Is the responsibility of the erector.Additional permanent hrodnp of 2'a c. at 10 o.c.respectively unless braced throughout their length by ei* DATE: 11/30/2015 theorem structure la the reapansibuiry ohne building designer. continuous4Impactsheathing ouebh as Bing requid red where shown drywaA(BC). ` " t �� 9 9 3. Imp..bridging or lateral brodng vinare siwwn.. L SEQ.: Ki5 6117 6 4.No toad should be applied to any component untl after ap bracing antl 4.Installation abuse la the responelMAry seta respective contractor. fasteners an,complete and at no time should any loads greater than 5.Design assume.trusses are to be used In a non<orrosive environment, TRANS ID: LINK design loads beapp6 dtoanycomponent. end creta dry condeen sic... 5.CampuTrus has no control over and assumes no responsibility for the 8.Deesipn.swine.full bearing at sA supports shown.Shim or wedge If EXPIRES: 12/31/2016 abdadan.handling.shipment and instalationofcomponents. 7.Designssus adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Pates ehai be loafed on both faces of truss,and placed w their anter TP W6TCA in SCSI,apes of which will be famished upon request. lees coincide with jolts center lines. 9.Digits Indicate abs of plate In inches. MITek USA,Inc./CompuTrue Software 7.6.7(1L)-E 10.For basicannector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 297V -7/ 97H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" / 1 1 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=l.6, 3 -/ Truss designed for wind loads in the plane of the truss only. 0 o on o �n I_� o i- 1 2 ►�, -/ M-3x4 l l i 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 coj (yc PRQp ��c, 89782PE <" JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771 , WARNINGS:.Build OThishRAe NOTEdesign unless yuponthrwise eparam to GI� OREGON N.1.Builder and erection contractor should be advised of ail General Notes 1. dastgn b based only upon the parameters shown and Is/or an individual �� r-��` Truss: AJ 1 and Warnings before construction commencos. building component.Applicability of design parameters and proper / EZ 2.2:49 compression web bracing mud be Installed where shown«. Incorporation of component le the responsibility of the building designer. -9 V/i h y: A f V '"c 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top and bottom stoke to W laterally braced at 7 '-711 J la me responsibility of the erector.Additional permanent bracing of T o c.and at 19 o c reapectNely a"l"es braced throughout thele length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U{..1 DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown.. SEQ.: K 15 6117 7 4.Na load should be applied to any component antl alter all bradng and 4.Inamllaben of truss Is the respongmMty of the respectNe 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, design pads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes MI bearing at a9 supports allow".Stam or wedge if assumes5.CompuTrus has no control over and assumes no responsibility for the necesssry. EXPIRES: 12/31/2016 rabricagen,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. tel 30,2015 6.This design la furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss and placed so their center TPIWTCA In BCSI,copies of which cull be furnished upon request. lines coincide with joint center linea. 9.Digits Indicate size of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6,6(1L)-E II.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-3=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORN 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" -50/ 346V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 30 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" 1' T MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N M O I NMc o M-3x4 J' l l 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' - tAG N R `r,0 c` 89782PE r JOB NAME : 3413-B POLYGON NW - AJ2 • Scale: 0.6196 ^.) WARNINGS: GENERAL NOTES, unless otherwise noted Le 44, 1.Buller and erection contractor should be advised or sf General Notes 1.This design is based only upon the parameters shown and Is for an individual "q OREGON (�N Truss: AJ2 and blaming,before construction commences. building componentAppllcabl8ty of design parameters and proper //'�y� �[yc) 2.254 compression web bracing must be installed where shown 4. incorporation of component Is the responsibility or the building designer. .A� C//f Cy Y 15 V �. 3,Additional temporary basing to Insure stability during construction 2.Design assumes the top end bottom r chords to be laterally braced at 77 'ill�l ��i Is the responsibility of the erector.Additional permanent bracing of 2 o c and al l O o,c,respectively unless braced throughout their length by /[{,, ` Ty✓ continuous sheathing such as plywood sheathing(TC)and/or dryweg(BC), • �`/b' f L DATE: 11/30/2015 the owerao structure la me responsibility of the building designer, 3.25lmpad bridging or lateral required where shown 0 v -AUL 1.. SEQ.: K 15 6117 8 4.No load should be applied to any component until afar ell bracing and 4.Installation of truss is the responabibly of the respective centrador. fastener%are complete and at no time should any bads 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 condition"of use. 5.CompuTrus has no control over and awn.no responsibility for the 0 Design(resumes full bearing at all supports shown Shim or wedge if I •«awry. EXPIRES: 12/311201 fabrication.handling,shipment and installation of components, 7,Design assumes adequate drainage is provided. November 30,201 5 8.This design is furnished subject to the limitations set mdh by B.Plates shall be located on both faces of tons,and placed so their center TPWWCA In BC51,copies or which will ba furnished upon request. Anes coincide with joint center lines, .Digits icofe in of plate in inches. USA,Inc./Com uTnn Software 7.6.6(1L)E 10.For babe connector plate design see ESR-1311,ENR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 ROOF #16BTR SPACED 29.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -57/ 902V -22/ 108H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 / MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oiool load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 C1 un O f- rg c 7 A- 1 2 4 '. 0 M-3x4 l y 1 1-00 6-00 PROVIDE FULL BEARING;Jts:2,9,3 {{'�O PR r G OFLhSt ,,C? , �1 ` GINE CRo 89782PE r JOB NAME : 3413-B POLYGON NW - AJ3 • ,, /// ,`l�/^})I Scale: 0.5762 ., WARNINGS: GENERAL NOTES, unless amenWae noted to. p /�I�� 4) 1.Budder 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 /f 17 -OREGON V ham' t�.. Truss: AJ3 and Warnings before contraction commence. building component.Applicability of design parameters and proper ate/ �Irf V 2.9x4 compression web dosing mud be installed where shown*. Incorporation of component is the responsibility of the building designer. .'/'�' Gq[+3".:A 6 3.Additional temporary bracing to Insure deblity during construction Z.Design assumes the tap end bottom choely unless rdaced throughout their length s to be laterally braced at I al�` _4 is the responsidltty of the erector.Additional permanent bracing of continuousesheathingrasucch as plywood sheathing(TC)and/or drywel BC)Y PA t v DATE: 11/30/2015 the natal attaches Is the responsible),of the building designer. 3.Dr Impact bridging or lateral bracing required where shown** LI 1." �� SEQ.: K 15 6117 9 4.Na load shotd be applied to any component until alter al bracing end 4.Installation tllatlan of trussh 15 the are responsibility beueyd inhe a non-corrosive connector. fasteners are complete and al no time should any dads greater than end Design assumes trusses re use. TRANS ID: LINK design dads be applied to any component 8.Design assumes full bearing ate.supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility dr the necessary. EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is famished subject to the limitations eel forth by 8.Plates shat belsaled an both faces of truss,and placed so their center TPIMTCA in SCSI.copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits Indicate see of plate In inches. MIT&USA.Ina./CompuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 ROOF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 HOOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.95 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I--OND. 2: Design checked for net(-5 M1 ig (- psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.091" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" O 3 I Design conforms to main windforce-resisting system and components and cladding criteria. ') Wind: 190 mph, h=21ft, TCDL=9.2,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 o in the plane of the truss only. .i I m 0 si0 I 1 �� 5�� 0 M-3x4 y l y y 1-00 6-00 1-05-15 ((�� (�p/'fir 'PROVIDE FULL BEARING;Jts:2,5,3,4 I �V P V/- ti I 89782PE .far JOB NAME : 3413-B POLYGON NW - AJ4 �-' •' Scale: 0.5437 -' -.^ WARNINGS: GENERAL NOTES, unless°theorise noted LI Truss: AJ 9 anat 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 "7 'OREGON I, and Warnings before crucllon commences. building component.Applicability of design parameters and proper a/ 2.9x4 compression web bracing must be Installed vnere shown.. 2Design assumes the to and bottom chorda to be leteralty braced at 77 �l p Iincorporationincorporationlon of component is the responsibility of the building designer. ,,ey� /q yJ r 3.Additionalbmp°nry bracing to Insure stability during construction . is the responsibility of the ander.Additional permanent bracing of Y o c and at 10 o c respectively unless braced throughout their length by A„ DATE: 11/30/2015 the overall structure is the responsibility of building dealgner. 2x Impactritinuous ging or suchasacrg resheathing(TC)virhereocrr 0drywaA(BC). "s PAUL ?*- DATE: tit n rp 4.9x bridging or lenrel bracing required whet.shown+. f� L e- SEQ.: K 15 6118 0 4.No load should be applied to any component unty after ail bracing and 4.Imtallellon of Imes is the responsibility of the respective centred°, fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID" LINK design bade be applied to any component. end are fat"dry condition"er ties. 12/31/2016 " 5.C°mpuTrus has no control over and assumes no responsibility for the B.Design ae.arr hill bearing al all supports shown.Shim or wedge if EXPIRES. fabrication,handling.shipment and Installation of components. 7.Design ssumes adequate drainage Is provided. November 30,20��J 8.This design Is furnished subject to the limitations set forth by g.Plates Mhiss,all be located on both faces of ss,and placed so their center TPIMRCA In SCSI.copies of which MA be furnished upon request. Anes coincide with john center lines. uTrus Software 7.6.6 1L E 9.Digits Indicate She of plate In inches. MiTek USA,Inc./Com P ( )- 10.For basic connector plate design values see ESP-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 50 2-10=(-1007) 5209 3-10=( -61) 465 2x6 KDDF #l&BTR T2 SPACED 29.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6879 10- 9=) -231) 1443 BC: 2x6 KDDF #1&BTR 3- 9=(-6056) 1207 11-12=(-1098) 5996 10- 5=(-1830) 393 WEBS: 2x9 KDDF STAND LOADING 9- 5=1-5910) 1106 12-13=(-1098) 5996 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1929 13- 9=( -712) 3898 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-4912) 831 6-13=(-2514) 598 8- 9=(-9445) 895 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 309 NOTE: 2x9 BRACING AT 24"OC 00N. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 790 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1490.0 LBS @ 12'- 4.0" 27'- 6.0" -412/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. an For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11load duration factor=l.6, 11-06-10 7-11-11 Truss designed for wind loads T T 'I 1' in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T f +5989 T T ,r 1 1 12 12 6.00 p M-5x12 M-3x6 M-4x10 M-4x10 Q 6.00 4 oe Meal T2 M-1.5x3 M-1.5x3 +, + 440. M M O �1„IIFy 0- `1 O 4' 1 ....01 _ _ Ali 2 10 11 12 13 t"9 O of M-4x10 M-3x10 0.25" M-4x10 M-3x10 0l M18HS-7x14(S) M-1.5x3 1440# PR pert.. y y 7-04-12 y 5-01 2-08-04 y 4-11-04 y 7-04-12 y 6151 `� A`, 1NC � � T 7 1-00 27-06 �4i ;9782PE c- JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2294 rr WARNINGS: GENERAL NOTES, unless otherwiee noted U �� 1.Wieder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and la bran Individual -74,OREGON F= a..._. Truss: B1 and Wamsps before construction cemmencee. building component.Applicability of design paremete and proper �ad�Ia / t�rd ¢( 2.2s4 compreplen web bracing mud be installed where shown e. incorporation o!component Is the responsibility of the building designer. "+a'Y.6. 4 y,..y. . �G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced al 7 "'7(`r i J Is the respondbAty of the erector.Additional permanent bracing of si T ex.and at 10 5A respectively unlade braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3 Zn Impact^ sheathing Auelateral b pywooequiirred wri a shownand/c drywaA(BC). p 1'L �\ Ili Borth. bredigre v1+. SEQ. : K 15 6118 2 4.No load should be applied to any component until after al bradng and 4.Installation of truss is the responsibility of 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 non-conodve environment, TRANS ID: LINK design loads be applied to any/component. end are for dry condition"of use. ll}J�l)v]/�4c 5.CompuTras Ms no control over and assumes no responsibility ler the 8.De���aasane full bearing at all supports Shawn.Shim or wedge if EXPIRES: 1 2 3 1/20 1 6 ry febncatlohandling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of buss,and placed so their center TPW'TCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center Ines 9.Digits Indlcete size of plate In Inches. MRek LISA,IOc./CompuTrus Software 7.6.6(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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1259 4-7=(-1984) 446 BC: 2x6 KDDF #1ABTR SPACED 29.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 392 6-7=( -49) 104 6-3=( -119) 568 LOADING 6-9=( -506) 2308 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -394/ 1658V -92/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.D LBS @ 7'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL J,- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"0.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ,)(Vy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" ** For hanger specs. - sre approved plans 6-02-11 1-09-05 'I Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. T T T T 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4X6 load duration factor=1.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 9 -/ M-3x6 cv o @@ HANGER BY OTHERS TO APPLY CONC. n LOAD(S)EQUALLY TO ALL MEMBERS. rn Gin m ® ,ri O 1 t►�s 5 - 6 7 -/ I o M-3x4 M-3x4 M-7x8 M-3x8 y *1210# +637# ), +2330# ). 3-00 2-09-12 2-02-04 y y 8-00 . O Opt. 8.782PE �<' • JOB NAME : 3413-B POLYGON NW - BGIRD ' Scale: 0.4649 - A. ./ WARNINGS: GENERAL NOTES, any up ntheWarameter -9 OREGON 1.Bulkier and erection contractor should be advised of all General Notes 1.Thla design Ia based only upon the parameters sheen and is for an individual N. Truss: BGIRD and Warnings before construction commences. building component.Appliubltby of design parameters end proper 4 2.2x4 compression web bracing must be Installed where mown+ Incorporation of component la the reeponelbility of the building designer. -46,,,.. �ey Er q y ,�,� '2 t74'. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap end bottom asechoion to be laterally braced eat n 7 Is the responsibility of the erecter.Additional permanent bracing of 7 o.e.and at t P ass respectively unless braced throughout their length by DATE: 11/30/2015 the everal structure la them responsibility of building designer. 2a Impacts bridging a,g suerlbh as adeg required d where so) wn/or drywaA(BC). ' P. /iU t � seny component° ng 4.In Impactbodging a lateralbradng rthe y of ththe whpe°hewn+a �"7 L SEQ.: K1561183 <•Noeneload aerecmplbe eean talmeshsamyavder aAeatertend 5.Dstelniasion ufeuulaesareteusedInanonpedNecontrado. fasteners aro complete and at no time should any bads greater than 5.and are assumes busses aro to be used In anon-corrosive environment, TRANS I D: LINK design loads be applied to any component entl.ne fords conemm�°orae.. 8.CompuTnus Ms no control over and assumes no responsibility for the 6.Deceiea swmea roll bearing at al supporta shown.Shirt or wedge If EXPIRES: 12/31/`2016 fabrication,handling,shipment and Installation of components, ry 7.Design assumes adequate bethface'a provided.truss. November 30,2015 8.This design Is Nmbhed subject to the limitations set forth by B.plates snap Na located on both faces of trace,and plead w their center TPII WICA In SCSI.copies of which coil be Nmished upon request. Anes coincide with joint center lines MiTek USA,Inc./Com Trus Software 7.6.611E I For basic indicate cane@er pplateein igches W ( F 7.Fossindcate alec r plate design values ase ESR-1317.ESR-7 g88(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 298V -9/ 36H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026. MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, ri Truss designed for wind loads o in the plane of the truss only. n 2 �' o aMI o o ,� o f 1 1/ 0 M-3x4 l 1-00 l 1-00 1r¢-'�•`y PF3Q�c�ss PROVIDE FULL BEARING;Jts:2,9,4 I �•G�~� j4,0' '� `Rs✓'X1. 8 782PE 9c' JOB NAME : 3413-B POLYGON NW - BJ //// • //// '' Scale: 1.1073 •, �•/ WARNINGS: GENERAL NOTES, unless otherwise noted [r•' 4 1.Builder and erection conlrador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual IH OREGON V ��•' �. Truss: BJ and Warnings before construction commences. building component.Applicability of design parameters and proper Y) 2.2a4 compression web bracing must be installed where shown.. Incorporation of component Is the rasps lebAity of the budding designer. �1 V4�` It.'. etS> 's 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chards to be laterally braced et 7 Y J _,VY. IS Me roaponsibllgy of the erodor.Atltlhlensl permanent bracing or T o c.and al 10'c.c.respectively unless braced throughout their length by !/�� continuous sheathing such as pwaotl sheathing(TC)andlor drywell(BC). PA LL 1- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or latent bracing required where shown.. �'1.�L. SEQ.: K 15 6118 4 4.No load should be applied to any component antl after a®bracing and 4.Installation erns.la the responsibility of reapectNe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are la be used In a non-corrosive environment, design pads be applied to any component. end are for"dry condition'of use. TRANS ID: LINK 8.Design 6.GempuTras has no control over and assumes no responsibility for the EXPIRES: 12/31/2046 neceseary. fabrication.handling.shipment and Installation of components. 7.Design late.°aNesadeduate drainage isonbothfaces°tevldetl. November 30,2015 8.This design h furnished subject to the Ilmastions eel forth by S.Plates aheN be located on bath feces of tone,and placed so their senior TPWITCA In SCSI.copies of whinh will be furnished upon request. line coincide with)Dint center lines. MITek USA Inc./CompuTrus Software 7.6.7 1L E N Digits indicate ecu of plate In inches.values { 1 9.For taint connector plate design veluea see ESR-1311.ESR-i gSS(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF #1&BTA T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x4 KDDF #1&BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x4 HOOF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 404 17- 5=( -330) 2134 2x4 KDDF #16BTR B TC UNIF LL( 100.0)+OL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"OC. UON. 8-10-) -7568) 2160 22-13=(-1540) 5898 18-19-) 0) 142 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1234 _= 11-12=( -6882) 1862 20- 8=( -724) 422 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 21-10=( -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN _, nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL =-0.318" @ 13'- 4.7" Allowed= 1.654" f 'l' 'l' MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" 2-09-12 9-09-03 5-01 1-02-19 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" 2-09 ..-09-121 0-0105 -08-081-1'3-04-02'r f 9-05-08 MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed= 0.133" f 'I' '' '( 'f'f 'f 'f T f "f '( MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" / -M-9x4+ 1' 12 1597.30# M-3x8 'f $597.30# 12 T 6.00 Q 6.00 Design conforms to main windforce-resisting M-3X6 M-5xsystem and components and cladding criteria. M-5x6+ r/- `0 6+3x6 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-9X10 M-5x6 Truss designed for wind loads M181-13-5x16 s �I, �1` 1 in the plane of the truss only. M-3x4 4 M-1.5x3 M-3x8 2 M-2.5x4 or equal at non-structural diagonal inlets. 3 ` o M-9x10 , . !e. _ `r , B � --,,((M 4 '00"---- 15 16 20 -= o c o M-3x4 M-317 r 09 x8 0 18 20 22 1 of o M-1.5x3 M-3x10 0.2541 M-3x8 M-3x8 I 0 M-7 x 10 M-5x8(5)-3.75 0 pc/ Op12 L Cyy ). y ). y y y 05-082-09-122-11-08 5-02 9-11-08 3-07-10 3-09-06 8-02-12 'GIN 'Q' Ry y 1 y l y . �-07-05-08 10-09-08 20-09 -00 :9782PE �,11 1-00 39-00 1-00 • JOB NAME : 3413-B POLYGON NW - C1 �y�-ry""r Asir Scale: 0.1478 V..�1/'" / (y�j WARNINGS: GENERAL NOTES, unitise otherwise noted 74 ,'E G""N �� r 1.Bulkier and erection contractor should be adviead or al General Notes 1.This deign Is based only upon the parameters shown end is for en individual ,A.y K � �. j Truss: Cl end Warnings before constntctlon commences. bulding component.Applicability of design parameters and proper 7 <.JN 2.204 compression web bredng must be Installed where shown+. Incsrporellon of component Is the responsibility or the building deipner. +!A Y 3.Additional am 2.Deign assumes the fop and bottom chorda to be laterally braced at A. L. �` temporary brewing to Insure stability during construction T o.c,ash at 10 c.c.respectively unless braced throughout their length by `+ DATE: 11/30/2015 Is he responsibilityithe erector.Additional permanent bracing or consnuoue sheathinghas the seponiblity of the building designer. 3.2e Impact bridging or leterel bracing required ns s• drywall(BC). ng tysf SEQ.: K 15 6118 6 4.No load should be applieda any component until after al bracing and 4.Inealetlon dirties Is the responsibility of the respective contractor. 12/31/2016 I�J ) /{4�* fasteners are complete and at no time should any bads greeter than 5.Deign summit trilbies are to be used In a nancanosiwe environment ER( S: 1 G! 1 T V 1 V. TRANS ID LINK deign bait be appliedfoam component. and are for condition.of use. 5.CompuTrua has no control aver and assumes no responsibility for the 8.Deign assumes ail bearing et al supports shown.Shim or wedge If November 30,2015 fabrication,handling,shipment and installation of components. necessary. 7.Deignaaaumeladequat e oface is provided. 6.This deign is furnished sub)ecl to the limitations eel forth by B.Piles shall be located on both aces al trues,and placed so their center TP WVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lbws. 9.Digits indicate eine of pile In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1LFE 10.For basic connector plate deign values see E5R-1311.E8R-1988 Web) '.. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #109TR SPACED 29.0" O.C. 2- 3=(-2510) 513 10-11=(-259) 1799 10- 9=( -15) 946 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 988 11-12=(-272) 1794 9-11=(-642) 235 LOADING 9- 5=(-1611) 937 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 937 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-2275) 988 6-12=( -15) 446 TOTAL LOAD = 92.0 POP 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1592V -187/ 187H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -235/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) 'COND. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL= -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL= 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 T f 1.. Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T T T T T T 12 12 Wind: 190 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 Q (All ,factor=l ,d6Cat.2 , Exp.B, MWFRS(Di r), 6.00 6.00 load duration 4.0" Truss designed for wind loads 5 .p,f in the plane of the truss only. M-Sx6(S) ` M-5x6(S) 0.25�� 11111141111111 .25" >1.5x34/ / 1.5X10 11 1. 12 `e IM-4x4 M-3x4 0.25" M-3x4 7M-4x4 1 o 04-5x6(S) 0 4 �o PR.Oi '. Opt- ), y y y y ro S' G1 N c‘96'f y y 8-09-04 8-02-12 8-02-12 8-09-04 y y ��''�. ' 15 ©, . 14 IP 1-00 34-00 1-00 (C" 89 82 E r- JOB NAME : 3413-B POLYGON NW - C2 ' E? /r]C C ' Scale: 0.1727 WARNINGS: GENERAL NOTES, unless otherwise noted: f/.,ad1 OREGON y�' 1.Bu@der and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and Is loran individual 7 ORE GO1 I ( , Truss: C2 andWarnings before construction commences. building component Applicability of design parameters and proper /jam /V 2.204 compression web bredng must be Metalled where shown". Mcorporatbn of component lathe responsibility of the bugding designer. "1:+5+k : k /f rly Ab y� 3.Additional kmporery bracing to Insure stadlily during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 �l J C`J✓. Is me responnblllly of me erector Additional permanent bracing of Y o c and et 10 o.c reapectNety unless braced throughout the),length by ` DATE: 11/30/2015 the overaN structure Nthe reapontbNity of the building impact designer. 3.2pect b dging or latest bradrg required wfi eCs000,,5 dryweA(BC). er L SEQ.: K15 6118 7 4.No bad should be applied to any component until after ail bracing and 4.Installation Struts Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for"dry condition"of use. TRANS ID: LINK design bade be applied to any component. 5.CompuTrushas no"ontrelover and aawmesnorespantMlitytor Me S.DeagnsawmeafAtbearingataAwpponsshawn.Shimorwedgalf a7 mce EXPIRES, 12/31/2016 fabrication,handling.shipment and installation of components. en ars. fA 7.Design assumes adequate othitecasn rrusse November 30,2015 8.This design Is furnished subject h the limitations eel forth by 8.Plates ehaN be located an both faces of truss,and placed so their comer TPIMTCA In 8C51,copies of which ad be furnished upon request. Anes coincide with)aim center Ines. 9.Digits Indicate sin f plate In Inches. MITek USA Inc./ComW Trus Software 7.6.6(114-E to. Per basic nenneoter plate design val ues sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-779) 4293 11- 3=( -202) 1398 7-16=( 0) 906 BC: 2x9 KDDF #1LBTR SPACED 29.0" O.C. 2- 3=(-9872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x9 KDDF STAND 3- 9=(-2797) 540 12-13=(-373) 2499 12- 4=( 0) 371 LOADING 4- 5=(-2106) 991 19-15=( -8) 59 4-13=( -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD = 92.0 PSF 7- 8=(-2278) 986 13-15=( -199) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PIP Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1592V -188/ 188H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -235/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 9.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T T T T T T T T 12 12 Design conforms to main windforce-resisting 6.00 IIM-6x6 Q 6 00 system and components and cladding criteria. 6.0" Wind: 190 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 4 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), ii` load duration factor=1.6, 14-1.5x3 M-5x6(5) Truss designed for wind loads 5 in the plane of the truss only. M-5x6(5) 0.25" 0^25" �� 4 41 M-1.5x3 8 M-3x6 M-3x8 c �1 12 t` 13 M-5x8 M-3x9 0 14 15 16 ._\Do 1 o M-5x8 M-4x8 0.25" =M-4x4 1 0 a 3.75 M-1.5x3 M-5x6(S) o 12 y l l 1 l l �c>0 P R aces 2-05-08y 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 y ,y s 1-00-05-08 10-09-08 20-09 1-00 ��'s '(c E�rR /��L 34-00 : 89782PE 9r' JOB NAME : 3413-B POLYGON NW - C2-C .> Scale: 0.1602 v4'_ -^„., WARNINGS: GENERAL NOTES, unless otherwise noted (,... 1.Builder and median contractor should be advised otal General Notes 1.This design is based only upon me parameters shown and is for an individual "' OREGON R EG O N )- Trus s: C2-C and Warnings before construction commences. building component.Applcabilty of design parameters and proper n" �lr 1.204 compression web aadng must be InstalNtl where shown+. Incorpora8on of component Is.the responsibility of the building designer. 3,Additional temporary bracing to Insure at blllty during construction Z Design assumes the top and bottom. braced to be latently braved gth by S, '7 'i J Is me responsibility of the erecter.Additional permanent brsdng of 2 o.c.end at 10 o c.respectively unless braced throughout mob Nngih by "T `� DATE: 11/30/2015 the overall tlNdure is ten Is Impact sheathingisuchasre vire where0)enelor tlrywan(BC). ,j/j f't + ` actor.Ad responsibility of the permanent ng t bra nor. 3.2s.Impact bridging or such sbphwo d sh required where Maven++ /ir ill IL/L SEQ.: K 15 6118 9 4.No load Mould be applied M any component until after an bradng end 4,Installation of true Is the respondblllty of the respective contractor. fasteners are complete end at no time should any Nada greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID• LINK design loads be applied to any component. end are for dry eendoien ntuee. 5.CompuTrus has no conbol over and assumes no responsibility for the e.Design assumes grit bearing at support Mown.shim or xedg.it EXPIRES: 1`2/31/2016 fabrication,handling,shipment and Installation of components. ry 8.This design Is furnished edited to the limitations et forth 7.Design assumes a ted on drainage 1a provided. November 30,2015 g 1 by 8.IPlatesnca n Mal a with an beth feces of truss,and placed a thele center TPWvfCA in SCSI,copies of vdach vAl be furnished upon request. git coidhat Wh joint Ilnes. 9.DigitsFor Istl cone sheofplate Inign values M Tek USA,IDc./COmpUTNe Software 7.6,6(1L}E 10. basic connector plate design values sue ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDE 414BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2159 10- 3=( 0) 289 BC: 2x9 KDDF k16BTR SPACED 29.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 9- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-179) 94 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-1644) 490 13- 8=1-918) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=) -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 --- 8- 9=) 0) 50 7-13=( 0) 289 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PIF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 REEF ( 625) JT 2, 8: Heel to plate corner = 1.75" 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL= 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T f 1' f 1' (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 14-00 / 14-00 load duration factor=1.6, f ,( I , Truss designed for wind loads 12 M-4x6 M-4x6 in the plane of the truss only. M-3x4 12 6.00 4 5 • Q 6.00 M-3x4 M-3x4 3 7 co co O o 1 O MIM ' M cit 10 11 ' ' 122 13 .\ of M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 -M-4x4 to ly"►'� M-5x8(S) M-5x8(S) t0� I f1ox'/+S l 7-01-08 1 6-05-04 l 6-10-08 1 6-05-04 y 7-01-08 y " G�NCRV`Sro 1-00 34-00 1-00 1:r :9782PE r JOB NAME : 3413-B POLYGON NW - C3 ,iir Sale: 0.1852 v III WARNINGS: GENERAL NOTES, uNess otherwise noted. I C." I.Bolder and erection contractor should be advised of al General Notes I.This design is based only upon the parameters shown and le for an individual ,.�. M a'EGON Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper L�yr �// 4) Q" 2.2s4 compression web bracing must be Installed where shown 0. incorporation or component la the responsibility or the building designer. .'9 ie r.,`�. ,� V . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at 7 :1 j"(! 4j Is the responsibility of the erector.Additional permanent bracing or 2'me.end at 10'a.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure la the responsibility of the building designer. continuous raging or such as plywood re uired where shown andlor drywell(BC). P1;,+t � 3 In tmpai bodging or thterel placing req f the wnpe co,+ �./L SEQ.: Ki5 6119 0 4.No cone should be applied any time component until ager g bracing and 4.Installation of es la the responsibilityti the respective contractor. fasteners ars complete and at no time shoma any loads greater than 5.and are assumes tosses are to be used m a non-corrosive environment, TRANS I D: LINK design wads be applied to any component. end n.rm dry condition.of We, 5.CompuTrus has no control over end assumes no responsibility for the e.Desitin assumes full Dearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 . necessary. fabriwtiin,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 4 fumi 6.This design b Nmlahed subject to the limitations set forth by 8.Plates shall be located an both faces dhow end placed so their center TPLVrTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9Miller USA,Inc./Com Trus Software 7.6.61LZ I FortDigits indicate shetr pphisIngn values W ( H 1.Dorbastcconnshlplatepdesign es. see ESR-1311,ESR•1 gSS(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x9 KDDF STAND 3- 4=(-1949) 994 11-12=(-263) 1708 11- 4=( -98) 592 LOADING 4- 5=(-1699) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 990 13- 8=(-418) 2154 5-12=(-179) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1949) 994 6-12=( -98) 592 TOTAL LOAD = 92.0 PUP 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1592V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.119" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 ' ' .f Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 1' 1 1' ' f load duration factor=1.6, Truss designed for wind loads 12 M-9x6 M-9x6 12 in the plane of the truss only. 6.00 M-3x9 d 6.00 4 s r `. M-3x4 M-3x4 3 7 n rn 0 -,((0�� 1 10 11 '� ' Kr.1213 a\ of M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 .".:14-4x4 I PR M-5x8(S) M-5x8(S) �RcO PR Op' s 1 1• ). 1 1 1 "'S S 1 1 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 1 J. NGIN E -6, e`0 1-00 34-00 1-00 G:t . BR 782PE .9.. / JOB NAME : 3413-B POLYGON NW - C4 Scale: 0.1852 �r,. • #• WARNINGS: GENERAL NOTES, unless emends,noted v (� (6f �! 1.Builder and erection contrador should be advised of all General Notes 1.ml.design is based only aeon the of parameters parameters andnk for Individual ••? OREGON ©� Truss: C4 and Warnings before construction commences. G 2.291compression web bradn9 must be metalled where shorn,.. Incorporelbn of component is the responsibility of the building designer. .', A Pi y A 3.Additional temporary bracing to insure stability during eeneruction 2 Design,asoma,the tap and bottom chords to be ns fielly braced el 7 'l j`r -{(�yJ Is the responsibilEy of the erecter.Additional permanent bracing of a on.end at 10 o.c.such apecllvely octose braced throughout their length by �}Y DATE: 11/30/2015 the overall structure is the responeRllryofthe building designer, 3.an Impactbridginglorrli ala dngr q sheathing(TC),.h 45 a �SA,+L. SEQ.: K 15 61191 4.Ne bad should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. V fasteners are complete and at no time should any bads greater than 5.Design assumes trusties an to be used Ina non-oonesive environment, TRANS ID: LINK design bads be applied to any component, and are ler"dry condition"of use. 5.CompuTrus has no control over end assumes no responelbilly ler me 8.Design assumes lull bearing at all supports supports oShim or wedge It EXPIRES" 12/31/2016 cmmary. fabrication.handling,shipmeee and Installation of components. T.Design assumes adequate drainage le prodded. November 30,2015 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 TPBWICA In SCSI,copies of which win be mmished upon request. linea coincide with joint center line 9.Digits Indicate size of plate In inches. MITek USA.Inc./CompaTfus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=1 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL(' 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 8=(-1973) 690 8-14=1 -88) 628 TOTAL LOAD = 42.0 PIF 7- 8=( 0) 0 14- 9=(-173) 153 8- 9=1-2272) 738 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to mai n windforce-resisting 11-11-11 9-02-10 12-09-11 system and components cladding criteria. f f f f Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-01-08 4-07 2-03-03 5-00-05 4-02-05 3-01-03 4-07 5-01-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 1' 1' 1' '1 1' '( 1' 1' load duration factor=l.6, 10-00 10-00 Truss designed for wind loads T f 7 f f in the plane of the truss only. 12 5 12 6.00 p M-4x6 M-3x8 M-4x6 Q 6.D0 6 p.m M-1.5x3 M-1.5x3 3 + + rn I ._. __� rn 0 _(0� c ^�. N� "' 1 44 1 12 13 � 19 a is o I =M-4x4 M-3x8 0.25" M-3x8 7.1,4-4x4 1 ❑ M-5x6(5) 0 4 G`) R oFk. y y 9-06-12 7-05-04 7-05-04 9-06-12 y y '''•P . ,\v fi/4 0 1-00 34-00 1-00 <t* ,+77OGPE 17 JOB NAME : 3413-B POLYGON NW - C5 Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise noted: L/ / I.Builder and erection contractor should be advised of all General Notes 1.This deelgn is based only upon the parameters shown and h for an Individual �j�- 41�I V i�, Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper S' I(f}. KSy2.214 compression web bracing must be Installed where shown+. Incorporollen of component la the rosponsiblllty of the bu Idleg deelgner. ".A V AAe �t� �^at 3.Additional temporary bracing to Insure stability during construction2 De assumes the top end bottom chorda is be laterally braced ee7 'l/'IY :J Is the respeneibllNy of the erector.Additional permanent bracing of Dec..c.and et t P e.c.respectively unless braced throughout Ihelr length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +nA 1 1 L DATE: 11/30/2015 the overal structure is the responsibility of the building Imp ding designer. 3, act bridging or lateral bracing required where Mown++ f^1 V/L SEQ.: K1561192 4.No load should be applied many component until after all bracing and 4.4.leealntion of aswmtruss sisIs sthe hersresponsibility ustdInof teerspective roecosnnMtorment. fasteners are complete and at no time should any loads greater Than and gra for"dry trusses re to EXPIRES: 12/31/2016 TRANS I D: L INK design loads be applied to anso component. 6.Design assume.full bearing at all supports shown.Shim or wedge If 5.CompuTrua has no conlrol over and assumes no responsibility for Me ssury. {� r� .l fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. November 30,20 15 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so thele center TPNWICA in SCSI,copies of which coil be furnished upon request. Nnee coincide with joint ceder lines. 9.Digits Indicate else of plate In Inches. MIT&USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design value.see ESR-1311,ESR-1998(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 209 (DIP #1&BTR SPACED 29.0" O.C. 2- 3=(-2509) 649 11-12=(-534) 2521 11- 4=( -83) 628 WEBS: 2x9 KDDF STAND 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 291 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 92.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POP Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -223/ 1592V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 39'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.199" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 load duration factor=1.6, Truss designed for wind loads 1 ' f f I T T 'f in the plane of the truss only. 10-00 T T 12 M-4x6 M-3x8 6 M-4x6 12 6.00 5 6.00 �` M-1"5x3 M-1.5x3 3 +. + M m 0 �(o I POO YOr' of =M-4x4 M-3x8 10.25" M-3x8 =M-4x4 9 1 1'� M-5x6(S) �p (-ROPe , 1 1 l l y % �' J• y 9-06-12 7-05-04 7-05-04 9-06-12 y l 14 GIN��"� /p.,y- 1-00 34-00 1-00 w �7 89782 PE r" JOB NAME : 3413-B POLYGON NW - C6 < ,w•' • Scale: 0.1852 Mir WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 1.Buede,and erection contactor should be advised of aI General Notes 1.This design Is based only upon tiro parameters ahown and I•for an IndlvklualN. Truss:Truss: C 6 and Warnings before wnetrudlon commences. building component.Applicability or design parameters and proper /, Q Y.2x4 compression web braang must be installed where shown v. incorporation or component b the responsibility or the building designer. a.Additional temporary Orating to Insure maal9y donne wnamdlen 2.Deelgn nassumestO m.tap sot bonen chords m be laterally braced at lASs -4 Y.' 16 V�i Is the roaponsibgM/of the arador.Additional permanent bracing of 2 0.c.and at 1s dc.respectively unless braced throughout Meir length by " O.DATE: 11/30/2015 the overall structure h them continuousahging or ouchssacing re vire where drywaX(BC). AUL spondblity or the building designer. 4.rax Impact bridging or th!Wend bracing required where shown t e A U M SEQ.: K 15 611 9 3 4.No load should be applied to any component until after al bradng and 4.Installation or cess Is the responsibility of the re•pecrNe contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK designbada be applied to any comon pent. and are or"dry condition"of use. 5.CompuTms nes no wmrol over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Ohm or wedge If •nary. EXPIRES:I12J31/2018 hbdwWg,Is furnished subject and thetallealonor components. 7.Pesign assumes adequateootface provided. November 30,2015 8.This design la Nmiahed wbjed to the limitations eat forth by 8.Plates shag Debated on both taus of truss,and placed w their center TPUN/ICA In SCSI,copies of which will be furnished upon request. Ines coincide Mil joint center lines 9.Digits Indicate We of plate In Inches. MITek USA.Ina./CampuTrue Software 7,6.6(1L).E tO.For basic connector plate design values see ESR-1311,ENR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 KDDF #16,BTR SPACED 24.0" O.C. 2- 3=(-8988) 1824 14-15=(-1508) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 694 9-17=( -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=( -68) 382 -- 11-12=(-4012) 688 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -''- ( 2 ) complete trusses required. 0'- 0.0" =1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \/�� 9" oc in 1 row(s) throughout 2x4 top chords, /J(`/�\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 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 = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 1' 1' 1 f Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-0032-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' 1' 1 1 1 f 1 1' 1' f load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads 1598# 1' 1' in the plane of the truss only. 12 M-5x8 B M-5x8 12 M-3x4 M-3x4 6.00 p M-3x5 J' 6 7 % M-3x5 Q 6.00 e.\/ w o M-1.5x3 M-1.5x3 ,..ict,....___________________ .4ilit_ M \3 kitr o 19 15 16 •17 18 O 1M-3x10 M-6x8 0.25" M-3x8`" M-3x10 1 0 M-3x8 M-7x8(S) M-6x8 �i) PR OFFS y 6-02-12 >1-04� 9-05-04 y 9-05-04 1-04y 6-02-12 s.• NGIN �c� `�/p2 1-00 34-00 1-00 8"782PE C` JOB NAME : 3413-B POLYGON NW - C7 Scale: @.1852 ' �• WARNINGS: GENERAL NOTES, uNessotherwlse noted Sr, OREGON 40 Truss: C 7 1.Builder and erection contrsdor should be advised of al General Notes 1.This design is based only upon Sr.parameters shown and la for an individual �.y ' o R EG ON "S �. and Warnings before construction commences building component.Appllcab111ty of design parameters and proper "L�f.F / [y© 2.Dt4 compression web bracing must be installed where Mown.. incorporation of component is the responsibility of the binding designer. ..A� (//�ate : G V Q1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and ba8om ase torsds o be laterally braced at 77 ^l/� J is the responsibility of the erector.Additional permanent bracing of T o c and at 10 o c.respectively unless braced throughout their length by /[{,,,, DATE: 11/30/2015 the overall Madan to the rectonabwity or the boldin ee continuo.sheathing such ea plywood sheathing(TC)andlor dryvsll(Bc). PAUL �,/� \ signer. 3.le Impact bridging or Were!bracing required where shown t a AU .. SEQ.: Ki5 6119 4 4.No bad should be applied to any component until aner al bracing and 4.Installation of truss is the rs tonsibs of the respective contractor. fasteners are complete and et no time should any loads greater than B.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID. LINK design loads be applied to any component. end are for dry condition-of use. 5.CompuTrua has no control over and assumes no responsibility for the e.Design assumes nil bearing at an supports mown.shim or wedge a EXPIRES:: 12/31/2016 necow, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage l.prodded. November 30,2015 8.This design N furnished subject to the limitations eel forth by 8.Plates shallbe located on both faces of truss,and placed so their center TPIMTCA in BCS!,copies of which will be furnished upon request. tine coincide with joint center tins. Mitek USA,Inc./Com Trus SoRware 7.6.7(1L E 9.Digits Indicate size of plate In Inches. jw E 10.For beat connector plate design values see ESR-1311.Ens-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x9 KDDF A16BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=1-68) 219 5-3=( 0) 58 WEBS: 2x9 KDDF STAND 3-9=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 770 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 1OBV 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 3-11-11 MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed= 0.226" 1' 1' MAX LL DEFL= 0.000" @ 6'- 3.7" Allowed= 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed= 0.173" T T T MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting 9 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp-B, MWFRS(Dir), M-4x6 (0) load duration factor=1.6, co o Truss designed for wind loads I in the plane of the truss only. o '441111111111.111111111111111.11111 ,L ©tr ,.......______ _... o [ M-3x4 o W i 0 1 1 p � MA3x4 0 M-3x4 M-3x5 l l l l 2-03-12 3-11-15 1-08-05 y l ,1' . 1-00 2-05-08 8-00 5-06-08 .<:r, Ea P R 04. SdP 'PROVIDE FULL BEARING;21s:2,4,7 I INE" . 'ANG fi �'R 897822E C' • JOB NAME: 3413-B POLYGON NW - CJ2 11111 Scale: 0.5501 1 1 240 „9N, 1Binder and contrador should be advised of al General Notes 1 This design h based only upon the parameters shown and Is for an individual . '.91, //(�� r V Truss: CJ2 and WamdgWhina before construction commencers Whincomponent.Applkablllty of design parameters and propel �7 J 4 2.9t4 compression web bracing mud a Installed where shown*. Incorporation of component Is the responsibility of the bulding designer. f,.. 3.Additional temporary bredng to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced a1 e{ 1'f j"�� Is the responsibility of the angor.Additional permanent bredng of 2 oc,and et 10 o c,nape as sty unless braced throughout Meir length by A U L. ♦" DATE: 11/30/2015 the overall structure Is mereabl of the building designer. continuoussheathingor lterlbacing rewired were s)hown.. SEQ.: Ki5 6 11 9 5 4.No load should be applied to any component until after Cl bredng and 4.Installation of truss is the responsibility of the respective contractor. ,l f�(fj.A n.l�+ fasteners are complete and Cl no time should any loads greater than 5.Design assumes Inmos are to be used In a noncorrosive environment EXPIRES:. I G7 J I IV 1 V. TRANS I D: LINK design loads be applied to any component. and are for aonemon^of use, 5.CompuTnhase hno control over and assumes no reeponabllly ler the 8.De igaseaassumes full bearing al al supports shown.Shim or wedge It fabrication,handling,shipment and lnstallasen of component.. ry. November 30,2015 ,.Design hob es adequate thdrainagefis truss, d. and This seen h hrtnlste0 subject b the limitations set forth by B.Plates shag be located on both faces of trove, placed no their center TPIIWICA kr SCSI,copies of Mich wtg be furnished upon request. lines coincide with joint center tines, 9.Digits indicate she of plate in Inches. MiTek USA,Inc./CompaTnls Software 7.6.6(1L).Z 10.For basic connector plate design values sea ESR-1311,ESR-/sea(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 WEBS: 2x9 KDDF STAND 2-3=(-320) 55 5-7=(-211) 977 5-3=( 0) 64 3-4=( -50) 46 3-7=(-983) 213 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 411V -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 19BV 0/ OH 5.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) Uplift at 29 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" 5-11-11MAX LL DEFL= 0.021" @ 2'- 4.7" Allowed = 0.270" f MAX TL CREEP DEFL =-0.039" @ 2'- 4.7" Allowed = 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" fMAX TL CREEP DEFL= 0.000" @ 6'- 3.7" Allowed= 0.105" 12 MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 6.00 4 -1 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l.6, o M-4x6 I Truss designed for wind loads Wo in the plane of the truss only. 3 nq no o1 ,....aggillirlIMMIIInowee....___ GlIii.M.Wmeee,..- III 7 a, Mi-m M-3x9 o 0 1 213114 24,-3x4 0 M-3x9 M-3x5 l y )' ) 2-03-12 3-11-15 1-08-05 l l y 1-00 2-05-08 8-00 5-06-08 y 4tptiO PRQjc�sl.9 (PROVIDE FULL BEARING)Jts:2,9,7 I rA�C.. .4GIN ,,IIb* • 4t" :9782PE 9 ' JOB NAME : 3413-B POLYGON NW - CJ3 MAW Scale: 0.5126 �./ te. y^�[']� j`r/'{1�� 4 WARNINGS: GENERAL NOTES, unless othenvhe noted 94,OREGON c3-. ,a�,.. Truss: C J3 1.Builder and erection contractor should be advised dal General Notes 1.This design a based only upon the parameters shown and is for en Individual �� 9 e' '" and Warnings before conebudbn commences. building component.Applicability of design parameters and proper 4 2.2r4 compression web bredng must be Installed where shown w Incorporation of component Is IM responsibility or the building designer. f';;, 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chords b he laterally braced at /�'" /+y Q Is the reaponelblly of the erector.Additional permanent bredng of o o c,and x110'o c.respectively unless braced throughout their length by /""', `i DATE: 11/30/2015 the overall stradure is the responsibility of the bottling designer. continuous sheathing such as pywood sheathing(Tc)where Mom drywal(BC). g 3.2i loped bridging or lateral bredng required where Shown SEQ.: Ki5 611 9 6 4.No load should be applied to any component amu after al bracing and 4.Installation of truss is the responsibility of the respective contredor, fasteners are complete and at no time Mould any wads greater than 5,Design assumes trusses are to be used Ina noo-corrosive environment, y�/pp p .l } rj.1),+'� TRANS ID: LINK design wads be applied to any component. and are foryfolI condition"of use. EXPIRES: I`2/31 TGOIC7 5.CompuTne has no control over and assumes no responsibility for the 8.Design assumes NII bearing et all supports shown.Shim or wedge if fabrkagen,handling,shipment and Installation of components. necessary' November 30,2015 7 6.This design Is fumlehe0 subject to the'iodations tel forth e h by .Design assumes adequate drainage lprovided. 8.Plates shall be located on both faces of trues,and placed se their center TPWVTCA In SCSI,copies or which will be Mmished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrua Software 7.6.6(114-Z5.Digits Indicate sae of pate In Inches. 70.For basic connector plate design values see ESR.f 311,656.1566(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 481V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL= -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -5' 12 Design conforms to main windforce-resisting 6.00 10 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. "7 O o C n1 C 1 1 2 4 o M-3x4 l 1 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 C�C'�E,D P R OFFS ' :9782PE r' JOB NAME : 3413-B POLYGON NW - CJ7 ✓ • -.iiilf Scale: 0.5126 .f Mr WARNINGS: GENERAL NOTES, ureas otherwise noted. vat /p /�{(�� I.Builder and eredion contractor Mould be advised of al General Notes 1.This design N based only upon the parameters shown and is for an individual . 7jp- 0 REGOI Y ri,e' (3... Truss: C J7 and Warnings before construction commences. building component.Applicability of design parameters and proper NC/6 V {.♦ 2.2r4 compresebn web bradng must be hMalled where shown.. Inwrpereibn of component IS the responsibility of the building designer. "9 4):}y .1 6 1i 3.Additional temporary bracing to Insure stability during construction 2 Design n,and at no,the lop and bottom unlesschoion to be Ntogheerally ttreln et f l f \TSI Is the roapondbNlly of the erector.Additional permanent bracing et T o.c. at 18 e c renS sa ly braced throughout melt length by L V continuous bridging or such esplywoods shaetntng(TC)and/or drywal(BC). ("1, U 4.. `i� DATE: 11/30/2015 the uveral structure Is the responsibility of the building dedgner. 3.2c Impact bridging or lateral bracing required mere shown e w SEQ.: K 15 6119 7 4.No wad ehoua be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the reapectke contractor. fasteners are complete end et no time should any wads greater than 5.Deign assumes tosses are to be used ins noncorrosive environment and an.for"dry TRANS ID' LINK design loads beappledto any component. assumes mate. 5.CompuTrue has no control over and assumes no responsibility for the B.r0ieedtt�ee ry•wmes 8r8 bearing al all supports dawn.Shim or sedge If EXPIRES: 1.2/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.Thio design le furnished subject to Me limitations set forth by 8.Plates shall be located on both faces mime,and placed so their center TPWVTCA in SCSI.copies of which will be furnished upon request. 9.Ins.Digitcoincide iinncidto with loint pito ter lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For bade connector plate design values eee ESR-1311,058-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1513TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=1-239) 901 7-6=( 0) 18 BC: 2x9 KDDF #160TR SPACED 24.0" O.C. 2-3=1-492) 122 6-8=1-491) 803 6-3=( 0) 83 WEBS: 2x9 KDDF STAND; 3-4=1-127) 105 3-8=(-805) 947 2x9 KDDF #1&BTR A LOADING 9-5=( -10) 5 4-8=1-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. 001). TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 973V -59/ 194H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 2'- 9.7" Allowed= 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.472" T f'( T MAX HORIZ. LL DEFL =-0.029" @ 7'- 8.2" M-1.5x3MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 5 -/ 12 4 6.00 Design conforms to main windforce-resisting f system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-30, (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. 1 co0 I M-4x6 1°11.111111111. hil mos to t -�I' M-3x9 0 of 1 2 M1 3x4 M-3x4 M-3x5 1 1 1 1 2-03-12 5-02-12 0-05-08 1 1-00 1 2-05-08 1 8-00 5-06-08 1 � � `�G N fit / ii)� . 89782PE <' __kJ • JOB NAME: 3413-B POLYGON NW - CJ8 "i Scale: 0.4751 .,a�dr WARNINGS: GENERAL NOTES, mess otherwise noted �l 7a.OREGON(�©mss C? 1.Builder and ere..contractor Mould be advised or an General Notes 1.This design la basad only upon the parameters shown and Is bran IndSlduel `�j I� // �+ t. (�♦ • Truss: CJ8 and Warnings before construction commences. building componentAppllubllny of design parameters and proper 7 7 2.254 compression web bracing must be Metalled where shown.. Incorporation of component is the responsibility olihe building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chard.to be throughout braced at 'A UL Is the responsibility of the erector.Additional permanent bracing a/ 7 o.c.and at t g s.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the bonding designer. 3.2a Impact bddging or lateral bracing required where shown.. SEQ.: K 15 6119 8 4.No load should be applied to any component anti after an bracing and 4.Installation of truss is the responsibility of the respective contractor. Intoner.ere complete and at no time should any load.greater than 6.Design assumes trusses are to be used m.nen-aerroalva environment, EXPIRES: 2I,'31/ Oif7 TRANS ID: LINK design Wada be applied to any component. and are for"dry condmon"ol un. 5.CompuTrus hes no control over and assumes no responsibility for the e.Destgn eneces �wmsa hill bearing at an supports shown.Shim or wedge if November 30,2015 fabdullen,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. B.This design Is furnished subject to the limitation set forth by 8.Plates shell be located on both faces of truss,end placed no their center TPIMTCA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center Ilnea MiTek USA,Inc./Com Trus Software 7.6.6 1 L Z g.Digits Indicate size of plate In Inches. W ( 1.For basic cote sine f pia din Inches. eau ESR-1371.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -69/ 286V -7/ 970 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.195" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 9'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 - M ti -41 9 M-3x4 l y l 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 �ti� cO PR OF40 0,0 :9782pE r" JOB NAME : 3413-B POLYGON NW - J1 i Scale: 0.6001 WARNINGS: GENERAL NOTES, unless otherwise noted: .,s.�1 OREGON/ 1.Builder and erection contractor should be advised of a11 General Notes 1.This design Is based only upon the parameters shown and Is loran individual ? (' • Truss: J1 end Warnings before construction cummencas. building component.Appllcsbllty of design parameters and proper iJ'/ 95) 2.Bl4 compression web bracing must be Installed where shown.. Incorporation of component lathe reaps&blllry of the building designer. ae it/ Y fr a'.� 3.Addidonel temporary bracing to insure&stability during comiruclien 2.Design assumes me tap ant bottom unlchoess for to be throughoutty braced at 77 �l �j�` Is the responsibility of me erector.Additional permanent bracing of 2'o s and at 10 c.o.respectively unless braced their length by /� ` (Tjt V DATE: 11/30/2015 the overal structure i the responsibility of the building designer. cordlnact edging or such l bracings rplywooe aired share)aura•• drywa11(BC). �/"1 U T� n04.In tallto boiftrus Isor lirerel onethrequired repro she co. SEQ.: K1561201 4.Nobadshr cd benr lapplied etetoonocomponentunlyeget pbredlgand 4.Designee citrusIsresaretobeoftherupectoscontractor. fasteners an complete and at no time should any loads grosser than 5.Design eowmss trusses are robe used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. endaefordryeondtion alesa. 5.compuTrus has no control over and assumes no responsibility for the S.Design assumes NII bearing et all supports shown.Shim or wedge it EXPIRES: 1 2/3 11201 6 necewry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 S.This design is furnished subject to the limitations set forth by B.Plates shall be located on both laces citrase,and placed so their center T7INV1CA In SCSI.copies of which 0111 be Nmished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of plate in inches. MiTek USA.Ina./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1911a(MITek) �' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #16 BTR SPACED 29.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. U011. 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./N. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -199/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 700 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'C OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 fMAX HORIZ. LL DEFL = -0.000" @ 3'- 10,9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 c9 m o opoi of i ►' �1 M-3x4 y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4 ' 8-00 y *Ii ,0 PR Ores ��c ��yGiN r� �p 2 4 :9782PE �< " JOB NAME : 3413-B POLYGON NW - J2 • Scale: 0.5751 WARNINGS' GENERAL NOTES, unless otherwise noted. N. Truss: J2 Builder and erection contractor should be advised dal General Notes Thls design based any upon the parameters shown and is or en Individual a• 1 5f XA1 and Warnings before construction commences. building component.Applicability or design parameters and proper V7 vIV h 2.34 compression web bracing must be installed where shown+. Incorporation of component Is the reasonability of the building designer. ..a� ("� 15 ,,QQ` 3 Additional temporary bracing to Insure stability during eonslmdlon 2.Design assumes the top and bottom chortle to be laterally braced et ��// V Is me responsibility or the erector.Additional permanent bracing of Z o e and at 10 0 0.respadNely unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the bolding designs[ continuous sheathing such as plywood heathImg(TC)and/or drywel(BC), PA UL ('� 4.No bad should be applied to s 3,Installation n[sped bodging or latens bracing tyof required where shown he f"' T s -t- SEQ. : K 15 612 0 2 fasteners ere complete and al no time�sho should eo loads A eaterthan d 4.Desi ga as umtruss Crustheeare to o be dhi s respective contractor. Yens Design aosumyaouditio are robe used In.non-corrosive environment, TRAN S I D: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at al suppona shown.Shim or wedge I! EXPIRES: fabrication.handling.shipment and installation of components. necessary. . 12/31/2016 ,.Design assumes adequate drainage Is provided. and 30,2015 6.This design is furnished subject to the limitationssat forth by S.Plates shah be bated on both faces of truss,antl placed so their anter TFNNTCA In SCSI,copies or which will be furnished upon request. Ines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)•E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 10BH 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" f 1' MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 Design conforms to main windforce-resisting 11111 system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 M ro 0 c o I 1 2i0Ea 0 M-3x4 1 l l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 I �� PRotNGtNE ,"0.0, a" • / 8.782PE r JOB NAME : 3413-B POLYGON NW - J3 /- Scale: 0.5501 rr a• " WARNINGS: GENERAL NOTES, unless onhearnoted 17 OREGON ry" 44. 40 1.Builder and erection contractor should be advised Mali General Notes 1.This design is based only upon the parameters shown and is wren Individual 7 OREGON V I�1 ,d Truss: J3 and Wammgs bare construction commences, building component.Applicability of design parameters and proper [yam 2.2x4 compression web bracing must be installed where shown.. incorporation of component lathe responsibility of the building assigner. .tr ri Y .'rj ,sC. 3.Additional temporary bracing to inure stability during construction 2 Design andamae the tap and bottom se.chobe to be laterally braced el `l _4G/ Is the responaldlM/of the erector.Additional permanent bracing of 2 titin at f 0 o c rsuch..sty unless bread(TC(a O their length by t V continuous eheetMng such as plywood aheaMblg(TC)andtor drywaNBC). r- U L I' DATE: 11/30/2015 the overal structure Is the reeponabnity efthe building designer. 3.211 Impact bridging or labral bracing required stare shown++ SE K 15 612 0 3 4.No load should be applied to any component unit after all bracing and 4.Installation of truss b the responsibility of the respedroe contrsdor. Q•: fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design toed be applied to any component. and are for"dry condition"of use. �'+ TRANS ID: LINK 5.compuTruehas nocontrol over and assumes noresponsibility for the 8.Zsadna wmesfullbearingatagwppoteshown.SMmorwedpeIt EXPIRES. 12/31/2016 , lebrie.ignI.Inmle shipment. instalkition 7.Design assumesadequabdrain geIsprovided. November 30,2015 6.This design Is furnished abject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIAMTCA In SCSI,aoplee of which win be furnished upon request. B.Une.a nindde with indicatsize of plint a te ntrlknee . DigMiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1I.Far basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 1-2=( 0) 50 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -58/ 980V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -99/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 9'- 9.1" Allowed = 0.599" MAX TC PANEL TL DEFL = -0.353" @ 9'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" ,r MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 3 / 6.00 Design conforms to main windforce-resisting isystem and components and cladding criteria. A Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 M CD I 0 2 9 1. 1111' M-3x4 y b l 1-00 (PROVIDE FULL BEARING;Jts:2,9,3 I 8-00 .0 pfl(J/ Co ' GINE sro 2 :9782PE r" JOB NAME : 3413-B POLYGON NW - J4 .r , Scale: 0.5126 mit WARNINGS' GENERAL NOTES, unless otherwise noted �+a / 'M Truss: J4 1.Builder and erection contractor Mould be advhed of al General Notes 7.The design h based only upon the parameters shown and le for an Individual i' OREGON hi._! and Warnings before construction commences. building component.Applicability of design parameters and proper v+wlV V 2.Sv4 compression web bracing must be metalled VA. shown k incorporation or component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure...Nifty during construction Z Design and St IR the top end bottom MONS la be throughout braced at ' jam /lay 4 is the roepansiblllty of the erector.Additional permanent bracing of T a c end et 70 o e respectively.ph unities breced melt length by I�a 1 DATE: 11/30/2015 the overal structure Is the responsibility g sig"en continuous sheathing such es plywood required mg(TC)and/or drywaA(BC). �y (^j� of the building de 3.Di Impact bridging or literal bracing where shown 4 n /'_A U�. j SEQ.: K 15 612 0 4 4.No load should be applied to any component ante eller all bracing and 4.Inatallatfoo of trues le the responsibility of the respedNe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses era to M used Ins noncorrosive environment TRANS I D: LINK design bads be applied to any component and ere for"dry condition"of use. 6.CompuTrus ha.no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge If fabrication.handling,shipment and matalNgon of components. Designnecessry. EXPIRES: 1213112016. 8.This design Is furnished subject tothe limiationsset fodhby 8.Pedg".albeetededon othfagelaprer, November 30,2015 8.Plates shall be totaled on both faces dinars,and placed co their comer TPbWTCA In SCSI,copies of which wit be furnished upon request. lines colndde with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits Indicate aim of plate in inches. 70.For basic connector plate design value.see ESR-1317,EBR-1965(MITe/c) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 018BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF N18BTR SPACED 24.0" O.C. 50) 26 3-4=(--99) 137 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 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" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -/ MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" I riiiimimmimmimmimmimmii 12 � Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c 0 N 03 0 c 5�� -f 0 2�� t O M-3x4 y 1-00 y 8-00 (PROVIDE FULL BEARING;Sts:2,5,3,4 y I 1-11-11 ).-00 9,0) PR Q - ` z 9782PE <` JOB NAME : 3413-B POLYGON NW - J5 Scale: 0.9500 WARNINGS: G.ml.design is b, unlessearamete 17 OREGONZp,',toe „. 7.Builder and erection contractor should be advised of all General Notes 1.This deJgn Is based only upon the parameters Mown and is for an individual OREGON V t M y,f Truss: J5 and warnings before con.trudlon commences. building component.Applicability of design parameters and proper 2.204 eompresale web bracing must be installed where mown+. Incorporation of component Is the responsibility or the building designer. .Q fi Y , 5 (ei 3.Additional temporary bracing to insure stability during construction a Design and me top.m bottom s..cholar to be laterally braced.I ilr ,� la the responsibility of the arodor.Additional permanent bracing of 7 o.c antl at 10'o c respectively0015.punless entad throughout their length by [y A•.. 9jj' continuous sheathing such as pywood sheathing(TC)and/or drywa8(BC). !" U T` DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3,2c Impact bridging or Steal bredng required where shown+e 4.No bad should be applied to any component until after all bracing and 4.Installation of Iruas is the responsibility of the respective contractor.SEQ.: K 15 612 0 5 fasteners are complete end al no time should any bade greater then 5.Design assumes trusses are to be used Ina noncorrosive environment, design bads be applied to any component. and ere for'dry condition'of use. c�/�] TRANS ID: LINK B.Design assumes full bearing at all supports.hown.Shim orwedgeif EXPIRES. 12/31/2016 s.umpuTrusn.ano<ontrolover.na.:aume.noreaporrelallyrorm. necessan. febrleation,handling,shipment end installation Or component.. 7.Design assumes adequate drainage is provided. November 30,2015 8.Thio design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPI5'FTCA in SCSI,oopiea of which will be furnished upon request. Anes coincide with joint center line. 9,Digits indicate doe of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basiccennector plate design values see 108-1311,ESR-19843(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-191) 128 3-9=( -90) 38 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 = 92.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 949V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -209/ 968V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5�C g (- 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 CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 -i ° Design conforms to main windforce-resisting I0 system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. lal 0 to 2 O 2.---.-----, 5►-� "y' 2 M-3x4 J: 1-00 y 8-00 y 3-11-11 l ,cc rry kl9-`��}GIN& s 'PROVIDE FULL BEARING;Sts:2,5,3,4 I 0. !•� " GINE.e� /42 :9782PE II<" JOB NAME : 3413-B POLYGON NW - J6 > �"�"' Scale: 0.3858 WARNINGS: GENERAL NOTES, unless otherwise noted: �� CS�"a"a� (y f /+�y�1 <I) 1.BuNder and eredlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual T \,JREGO y (�s"v Truss: J6 and Warnings before construction commences, building component.Applicability of design parameters and proper /j yfV Q` 2 2t4 compression web bracing must be Installed vette.Mown+. incorporation of component Is the roaponstb6ly or the building tlasigner. .11 V A a.�y i(_ &'� 3 Additional temporary bracing to Insure°tablltty during construction 2.Destgn assumes ihs top sot bottom one br to be lalerelly bre their at 7 ^!(Y J Is the responsibility of the erector.Atldimlanel permanent bracing of 2 o c and al 10 o.c.respadwply unless braced throughout length by //7' 64 DATE: 11/30/2015 the overall Struchse is the responsibilitycontinuous sheathing such as plywood shoe ing(TG)end/or drywall(BC). P'/y U L +�' of the building designer. 3.20 Impact bridging or lateral bracing required where shown+• /"S 1.. SEQ.: Ki5 612 0 6 4.No load should be applied to any component uml after al bredng and 4.Installation of truss Is the responsibllty of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design pads be applied to any component. and are for•dry condition.of u.a. .N f'�t� ) �R 5.CompuTrus has no control over and assumes no responsibility for the 6.Ie eg sums full bearing at ail supporta shown.Shim or wedge If EXPIRES: 1 2/31)2016 ty fabrication,handling,shipment and installation of components. 7.Pe shall amen adequate drainage Is trsse November 30,2015 8.This design h furnished subject to the limitations set forth by S.Plates be located on both faces of truss,and placed s their center TPLWTCA In BIM,copies of which WIN be furnished upon request. lines coincide with point center lines. 9.Digits Indlwte size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6,6(1L)-E t0.For basic connector plate design values see ESR-1311,URA 988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #1&BTR 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 9=(-67) 80 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1572) 413 8- 5=(-317) 1575 9- 8=( 0) 296 LL = 25 PSF Ground Snow (Pg) 9- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 19'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 19'- 0.0" -231/ 1226\1 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.091" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL= 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. T 43208 43204 T 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 :14-6x6 Q 6 OO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 End vertical(s) are exposed to wind, iii / Truss designed for wind loads 410 in the plane of the truss only. rn ma Pa mei 0 I 1 7 8 6o 0 , _3x4 M-3x4 M-1.5x3 M-3x4 0 1 1 l l 5-08-08 2-08-12 5-06-12 _ b 1 0o y 14 0o y 1 0o y �• � GI4 ,f0 ro :9782PE �r` JOB NAME : 3413-B POLYGON NW - P1 ,r -/ Scale: 0.3991 WARNINGS: GENERAL NOTES, unless omen/se noted �� (/ OREGON yyy / /'�/'� 4) I.Bulklorand erection contractor ehould be Truss: P 1 d Warnings before congrucllon commences. building of all General Notes bbuuilding comn iponeM.only upon oofhe design paramearameters ewn ters and is d proopper individual 9a 4� J .9 2.2x4 compression web bracing must be Installed where shown♦ incorporation of component Is the rosporrclbllliy of the building destgner. ~9 ,�f,.q A Y.: A 6 �� 3.Additional temporary bracing to Insure stability durMg conetructlon 2 Dsalgn assumes Me lap and bottom Mottle to be leteraly forecast at Ie the responsibility of the erector.Additional pennenent bracing of o...lid c ed at 10 o.e.reapactively plywood a braced throughoanut their length by /[r DATE: 11/30/2015 the overall shudure Is the responsibility of the building designer. tenuous Mggien such b adg re sheathing(TC)a Burn 0r OrywaA(BC). • A 1 ' \ 3.2x Impact bridging or lateral bradng requked where shown+. �"{la./ SEQ.: K 15 612 0 7 4.No load should be applied to any component until after all bradng end 4.Inatalladon of truss la the reasonability of the respectNe contractor. fasteners are complete and at no time Mould any bads greater then 5.Design assumes busses Cr.to be used in a non-corrosive environment, destgn bade be applied to any oempeneM. end are for"dry condition"of use. TRANS ID: LINK 5.Compurrushas nocontrol over adassumes noresponsibility for the 5.Design eeume.dlboatingatagwppana,havm.shlmoreedgeg EXPIRES: 12/31/2016 necessfabrication,hedlmg,ahipmenl and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This deeign b furnished subject to Sr.limitations est forth by 8.Plates shall be located on both feces Mims,and placed so their center TPIMTCA In SCSI.copies of which ell be furnished upon request. lines coincide with Joint center line. 9.Digits indicate eket plate in Inches. MITek USA,Inc./ComW Tma Software 7.6.7(1L)-E 10.For baste connector plate deign values see ESI4.1311,ESR•1 988(Weld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 324 BC: 2x9 HOOF #1&BTR SPACED 29.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x9 KDDF STAND 3-4=(-705) 133 LOADING 9-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 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" -B9/ 702V -63/ 63H 5.50" 1.12 KDDF ( 625) 19'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.049" @ 3'- 8.7" Allowed = 0.970" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 12 12 Design conforms to main windforce-resisting 6.00 M-4x9 system and components and cladding criteria. Q 6.00 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 '( T (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. i 0 1 = -=----', ' 5 0 6 o M-3x4 M-1.5x3 M-3x4 0 k y 7-00 7-00 PR 0 y 1-00 y 14-00 y 1-00 y N xS'Co u/ :9782PE r JOB NAME : 3413-B POLYGON NW - P2 - ....iiir. Scale: 0.3991 Araf WARNINGS: GENERAL NOTES, uMess otherv4ae noted: Truss: P 2 1.guilder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown end is for en Individual le " y 0 R EGON " and Warnings before construction commences. building component.Applicability of design parameters and proper ��// ('�Q 2.2a4 compression web bracing must be Installed where Mown a. Incorporation of component Is the responsibility of the battling designer. .q (///a.,, G V Q1 3.Atldllonai temporary bracing m Insure stability during construction n Z Design assumes the top and bottom chords to be laterally braced et 7 -i('� J T Is Mere T o.c.and et 10'o.c.reapectNety unless braced throughout Meir length by sponsibllly of the erector.Adtllional permanent bracing o/ continuous sheathing such as plywood sidathIng(TC)and/or drywel(BC). //�� t DATE: 11/30/2015 the overall structure Is the responablity of the building designer. 3,Z.Impact bridging or lateral brads/required where shown a+ PA U 1.. ci*' SEQ. : K15 612 0 8 4.No load should be applied to any component until after an bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. qryry//�1 /�1G 5.CompuTroa has no control over and assumes no responsibility for the 8.Design assumes full bearing at all wpporta shown.Shim or wedge It EXPIRES: 1 2/3 1/20 1 6 fabrication,handling,shipment and installation of components. nece.nary. 7.Design assumes been eded n both drainage is truslse n November 30,201 5 8.This design Is furnished subject to the limitations sat forth by 8.Plates shall coated on both feces of buss,and plead so their center TPIMTCA In SCSI,copies of which MI be furnished upon request. fins coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6,7(1L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-139) 113 WEBS: 2x9 KDDF STAND 3-9=( 0) 50 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 8RG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:. 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 49H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 907V 0/ OH 5.50" 0.65 KDDF ( 625) 00 For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 ,1' f f MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 12 1 M-1.5x3 Q 6.00 /- Design conforms to main windforce-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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M 0 I r o rn �O 144 T -T 5** ��3 I 0 M-1.5x3 M-3x4 ), l l 0-05-12 6-00-04 l y 1 6-06 1-00 ����0 PRQfie�S 1/44', '.ryci N EF ,9 %2 " 89782PE ter- JOB NAME : 3413-B POLYGON NW - P3 ' Scale: 0.5233 48 / /" •• WARNINGS: GENERAL NOTES, unless omerwlse noted: E/..a'�1 OREGON 47 1.Bolder and erection ountrador should be advised of all General Notes t.This design Is based only upon the parameters shown ands for en individual ) �' Truss: P3 and Warnings before construction commences. balding component.Applkabiley of design parameters and proper /� fV12 2.2a4 compression wale bradrp must be installed where shown+, incorporation of component Is me responsibility of the balding designer. "u9 /t h r '+�, 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top end bottom se,breds o be througaterallyhout braced at 7 Any J _t j: Is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10 o c reapectNely unless braced throughout than length by �} continuous sheathing such as ptywood sheathing(TC)and/or drywel(BC). � P.A,+l � DATE: 11/30/2015 the overall structure la the reeponsibliry of the balding designer. 3.Zr Impact bridging or ARAI bradng required where shown+* i„1 1.. SEQ.: K1561209 4.No load should be applied to any component until afteral brodng and 4. latbn of truss is�the r spales illy of to no p009ce coctor.environment, fasteners are compete and at no time should any loads greater than Design assumes design loads be applied to any component. end ere for"dry condiBon"of use. �+ TRANS I D: LINK 5.CompuTrus hes no control over and assumes no responsibility for the S.Design assumes labii bearing al all supports shown.Shim or wetlge if EXPIRES: 12/31/2016 awry. e7 fabrication,handling.shipment andmsiellatbn of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design b furnished subject to the limitations set forth by B.Plates shag les located on both faces of truss,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request. Anes coincide with(olnt center lines. 9.Digits indicate We of plate In Inches. MITek USA.Ina./CompuTrus Software 7.6.7(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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #lfi BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1fiBTR SPACED 29.0" O.C. 1-2=( 0) 50 2-9=(0) 0 2-3=(-42) 90 TC LATERAL SUPPORT <= 12"0C. CON. LOADING BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.195" T MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, ', End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. O V`V y0 2� 1Igi'O 1 �I � M-3x9 l 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 y w :9782PE JOB NAME : 3413-B POLYGON NW - PJ1 Scale: 0.6771 PrWARNINGS: GENERAL NOTES, unless otherwise noted 'F Truss: PJ1 1.Builder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and is for an Individual "7 OREGON I ,"J and Warnings before construction commence.. building component.Applicability or design parameters and proper �j V l V �y Z.2r1 compression web bracing must be Installed where shown e, incorporation of component Is the responsibility of the building designer. +" y��,y 3.Additional temporary bracing to insure stability awing construction Deelgn assumes the lop and bottom chortle to be laterally braced at �� Gig L7�/ /L - <e,"-- 2. DATE: 11/30/2015 is the responsibility of the erector.Additional permanent bracing of To I u as etaeMingrsucchh as ply wises braced throughout their length by �l 1 f -{ the overall structure Is the nsponaiblity of the building designer. 3.2i Impact bridging or lateral bracing required wd here aheun s dryweN(BC). r, PA �``3 SEQ. : Ki5 6 12 10 4.Na load should be applied to any component until ager al bracing and 4.Installation of truss is the responsibility of the respectie contractor, !"' fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used Ins noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at al supporta shown.Shim or wedge if EXPIRES: ��''aa fabrication,handling,shipment and Installation of components. ry' L.q (�'R EJ 12/31/2016 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate othifage is provided.and 30,2015 o B.Plates shall be located an both faces of trues, placed so their center TFINVICA b BCSI,copies of which AG be furnished upon request. lines coincide with joint canter lines Wick USA,Inc.yCompuTfUs Software 7.6.7(1L}E 9.Digits indicate alas of plate in Inches. 10,For basic connector plate design values see ESR-1311,ESR-f 968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 48 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 = 42.0 PSF 0'- 0.0" -41/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" 1' ' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -1 Hind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 162:11111111111111111111111 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1,6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, 0 cv It li M-3x4 1-00 6-00 (y�j/'� 'PROVIDE FULL BEARING;Jts:2,3,4 I ��REP D R Q/ �L51 � NGI N��rR /0 89782PE c' JOB NAME : 3413-B POLYGON NW - PJ2 Scale: 0.6146 v )- / / 1 J WARNINGS: GENERAL NOTES, unless otherwise noted ,,,'. OREGON 1.Builder and erection contractor should be advised of a8 General Notes 1,Thls dealgn N based only upon the parameters shown and is for an individual ,/,/_ X77 4.12 40,T(�•. Truss: PJ2 and Warnings before eonatn,dbn commences building component.Applicability of design parameters and proper +l 6/ 4.1 4` z.9x4 compression web bracing mus be installed where shown�. incorpuretlen of component i•me responsibility of the building designer. 1 �^igFiy/ A /� 3.Additional temporary bracing to Insure stablay during construction 2.Design e.assumes 10 m•tap and vbely u ess br to dbthroughout lrturally traced an ( _R`(ye is the responsibil f the erector.Addiional permanent bradng of 2'nSn end et.s o.c.redpecd pip unless brecod nd:their length by /+� Q V responsibility o continuous shealNng such as pbwood aheaming(TC)and/or drywaN(BC), PA..0 L `,` DATE: 11/30/2015 the overall structure late responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown•+ S E K 15 61211 4.No bad should be applied to any component ante after all bracing and 4.Insallaaaeftru ss is thhe.span to be used i the non-corrosive contractor. n Tactor. 4•: fasteners are complete and at no time should any loads greater than design beds be applied to any component. and are for"dry condition"of use. y�']{p i/y)f�.e/ry/'�.4 TRANS ID: LINK 8.Design assumes lull beating st all supporta shown.shim or wedge if EXPIRES: IG(e71/201 S Compri-Ns has no control over and assumes no responsibility for the necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is presided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of trux,and placed so their center TPIANTGA In 8151.copies of which will be furnished upon request. B.InesDigits eindindicade with ts alta of plate int center lerInnes. ess. MITek USA,Ina./CompuTruS Software 7.6.7(1L)-E 1g,For bade connector plate design values see ESR-7311,ESR-1988(MITen) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF hl&BTR 1-2=( 0) 50 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-97) 47 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -96/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 -' Design conforms to main windforce-resisting system and components and cladding criteria, 0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 m ro sr 4 sr O fill .ffri I 1 2 11.--...-44114 0 M-3x4 y y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,9,3 I cO PR opS �C`INE& 'ie ¢ :9782PE fir` • JOB NAME : 3413-B POLYGON NW - PJ3 Scale; 0.5762 v IMFWARNINGS: GENERAL NOTES, unless otherwise noted: 7 p ��^r� 1�� Truss: PJ31Builder endeeWon contractor should be advised of ab General Notes This design Is based only upon the parameters shown and la for an Individual •f1CllC �IV N. and Warnings before construction commences. building componentApplicability of design parameters and proper v Z D:4cumpresswnweb bradngmud beInstalled where shuerr Incorporation of component is meresponobilltyofthe building designer. -V �aly -152 � 3.Additional temporary bracing to Insure stability dunng conetrudbn 2.Design assumes me top and bottom ass bo to be throughout braced et Is the responsibility of the erector.Additional permanent bracing o! T o.c.and at 10 o.c.respectively unitise braced their length by �.�,+ DATE: 11/30/2015 the overall structure la the responsibility or the building designer, continuous sheag thing or lateral I bracing ptywg re 5 red where shown and/or drywal(BC). j*s� (3 V 4 No bad should be tippled to any component untl Mer al bracing and 4.Installationact a/gruss Is the relspo siblity of the respecte contractor. I"' T 4 SEQ.: K 15 612 12 fasteners are compete and at no time should any loads greater than 6.Design assumes trusses are to be used Ina noncerradve environment TRANS ID: LINK design loads be applied to any component. and are for dry condllon'or use. S.CompuTrua has no control over and assumes no responsibility for the 8.iDieesiceeea fomes h61 beanng at all supporta shown.Shim or wedge If �l �j.l) (�}{.4 fabrication.handling,shipment and Installation of components' 7.Dedgn assumes adequate drainage Is provided. EXPIRES: 1 2/3 1/2 V/6. 6.This design a furnished subject to the limitations set forth by 8.Plates shallbe costed on both feces of truss,and placed so thelr center November 30,2015 TPIANTCA in BCS(,copes of which will be furnished upon request. lines coincide with joint center linea Malek USA,Inc./CompuTrus Software 7.6.7(114-E9.Digits Indicate sire of plate m Inches. 10.For basic connector plate design values see ESR-1311,ESR-7968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1611TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 ROOF 016BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 POF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11_11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" 1' '1 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 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, (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 -/ in the plane of the truss only. '' o 'a rn o I FAo I 1 0 M-3x4 l , l 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,3 I CEO PRpfi tz' :9782PE <" JOB NAME : 3413-B POLYGON NW - SJ1 �" .40/Scale: 0.6957 . V 40 1.gilWARNIderO.TWade design b, unlauponthe a4�,�j17" OREGON �' 1.Binder and erection contractor should be advised or al General Notes i.This design h bases only upon the parameters shown and la for an Individual r j l.,'7 V t V(!'i Truss: SJ1 and Warnings before canetruegen commences. building component.Applicability of design parameters and proper �J �y,� 2.2x4 compnesbn web bracing mud be InatNNd where Moven+. Incorporation of component lathe responsibility or the building designer. T q C'f y A� {‹,,q 3.Additional tempenry bracing to Insure debility during construction 2•Design assumes the top ren bosom Malls to be Worldly braced at �T I 1 - �(y Is the responsibility or the erector.Additionalpermanent brads r r o e.and al 1 V o.c.respectively unless braced throughout their length by 1 g o continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). PA UL ?" DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where Moms++ S E K 15 612 14 4.Na load should be applied to any component until after al bradng and 4.InsMgnt on of ru truas e responsibility are spo wularyye the raaeponcirolvs ca nv tornn,eni 4•: fasteners are eomplale and at no time.home any base greater than and are for"dry condition"of use. �/ 12/31/2016 l /�j )a�j {tel TRANS I D• LINK design loads be applied to any component. 6.Design assumes full bearing at al supports shown.Hhlm or wedge If E AR(RES. 1 2/71 T'GQ 1 6 5.CompuTrus has no control over and assumes no responsibility for the necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP Wy7CA In BCSI,copies of whch will be famished upon request. g,tree oindde ln cafe ith(nlnt center lines. plate to Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E to.For badeconnedor plate design values see ESR-7311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PIP 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 ,r /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 TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=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. 2 -V ' o 0-: ,� (-Ir 0 I Mil 0 o 1 iemo 3111111N-=4111111 M-3x4 l y 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 I :9782PE �T JOB NAME : 3413-B POLYGON NW - SJ1X , Scale: 0.7901 lirWARNINGS: GENERAL NOTES, unless otherwlee noted Truss: SJ1X 1.Balder and erection contractor should be advised of an Generel Notes 1.Thla design Is bawd onN upon the parameters Mown and le for an Individual S/ � ��N ryTa and Warnings before construction commences building component.Applicability of design parameters and proper V 2.2a4 compression web bredrp mug be installed where shown.. Incorporetlon of component is the responsibility of the building designer. ei F y: 9p [`]�, 3.Additional temporary bracing to Insure stebltty during construction 2.Desitin easumee Ins lop arOt bottom chords to be laterally bracatl sl 4 �'CC Is the responsibility of the erector.Additional permanent bracing of continuous o.c.and et ea a.c.reapadNeN ue eea braced ihrc(and/ihelr langlh by DATE: 11/3 0/2 015 the Dacron anroh,re Is me respenalbmty ohne Iwlam d.elenec 2elap sheathing such as plywood sheathing(TC)and/or drywall(BC). P"1,+L N1 g 3.2a Impact bridging or lateral bracing required where shown+e ill SEQ.: K 15 61215 4.Na road should be applied a any component until after an bredng and 4.Installation Maws Is IM responsibility of the respectNe contractor. fasteners are complete and.t no time should any wads greater then 5.Design assume.trusses are to be used In a non--corrosive environment TRANS ID: LINK design wads be applied to any component. ander.for"dry condition-of use, shown.S suppor a 8.Design a 5.CompuTrue has no control over and assumes no responsibility for theassumes full Waft al ll t him or wedge It EXPIRES:. 12/31/2016 fabrication,handling,shipment end installation of components. na etgn assumes' 8.The design Is Banished subject is the limitations set forth by 8.Design be Nested on both uate facesge lof truss s, placed so ihelr center d. November 30,2015 TPINJI'CA In SCSI,copies of which edit be furnished upon request. (Ines coincide with)obd center Imes M7ek USA,Inc./Com uTrus Software 1L 7.6.6 B.Digits Indicate size of plate In Inches. P ( )-E 10.For basic connecter plate design values see ESR-1311,ESR-19138(MOW) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) • 3'- 11.7" -44/ 99V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 1 .. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 -e MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" /' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. N cm f O m- in O /- 2'�/ 4�� O M-3x4 J' l l l 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 I � P R Qp lik :9782PE r JOB NAME : 3413-B POLYGON NW - S J2Bcele: 0.7840 • 1.Builder GENERAL NOTES,ab, uMeuponthe a "V OREGON ''-• 1.Budder ant unction codredor should be advised of ant General Notes I.This design Is based only upon the parameters shown and la for an Individual t.l"-lL 4-A V"V Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper ':-.1,,s, [}� • 2.2a4 compression web bradng must be Instated where shovel.. Incorporetlan of component is me rasponsiblity of the building designer. "11 /GI b y \ /d�C- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be elarelly bread at al _\Y� y is the responsibility of Me erector.Additional permanent brads f 2'ntc.lo end at 10ea hin,respectively ply plywood seftl)list their alIS). V g o continuous ahs'o.c.ng such ti elyune sheathing/7C)brand throughout and/or tlrywe length b /"...� �\ DATE: 11/30/2015 the overall structure lame responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where Mown•s 4.No feed should be applied to any component until after all bracing and 4.Installation of truss it the responsibility of the reapedlve cordrador. SEQ.: K 15 61216 fasteners are compete and at no time ahomd any loads greater than 5.Design assumes yews er to be used Ina non-corrosive environment end are for"dry condition 1 use TRANS I D: LINK design bads be applied to any component.5.CompuTroe Ns no control over and assumes no responsibility for thea Design.come.Wi basing et°l supports shown.Shim or wedge if EXPIRES: 12/31)2016 necessfabrication,handling,shipment and installation of components. 7.Design ssumsa adequate drainage la provided. November 30,2015 8.This design la Nmlahed eub)ed to the Imitations set forth by 8.Plates shall N located an both faces of truss,and placed so they center TPIWICA In SCSI,copies of which will be furnished upon request. 9.Ines DigitsIndicatelith joint of plate r I te MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1o.For basicconnedor plate design values sae ERR-1311,ES12-7908(Wren) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 204 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0(4-DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 131V -13/ 59H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 12 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N M /r- O v. o I rigi If -1 M-3x4 1 )' 1y n 2-00 1-11-11 y rn' �/ p � 'PROVIDE FULL BEARING;Jts:1,3,2 I [t G�N 7V f V � :9782PE �x, JOB NAME : 3413-B POLYGON NW - SJ2X • ���Scale: 0.8965 . WARNINGS: GENERAL NOTES, oleos othandiss noted. 4J Truss: SJ2X1.Balder and eredeco n ntrador should be adveed of all General Notes 1.This design a based only upon the parameters shown and is for an Individual ' .OREGON f0 and warnings before construction commences. building component.Applkabltity of design parameters and proper 2.2,4 compression web bracing must be metaled where shown«, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords la be laterally braced et �/,, +��if A j � la the responsibility of the erector.AddAbnal permanent bracing of 7 o.c.and al ID 0 0.respectively unless braced throughout their length by �+ r 1 "(.+ DATE: 11/3E/2015 the overall structure is the responsiblily of the building designer. continuous sheathingigor lateral such bracing aywg requirede where)annr shown a tlrywel(BC) !1,S Qr� 4.No road Mould be applied to any component until alter al bracing and 4.3.Inselallon of truss la the respondlllty of the respective cordrador. f""f,� `` SEQ.: K1561217 fasteners are comata and at no time should any Y loads greater than 5.Design assumes trusses tonon- corrosive arebe used In a nonorrosive environment,TRANS I D: LINK design loads be applied to any aomponem. and are for"dry condition"of aero. B.Decrease--assumes full bearing at ell supports Macon.Shim cr wedge if 5.Compalrus has no control over and assumes no responsibility for the EXPIRES: P( S;E / 1/20is fabdceson,handling,shipment and Installation of components. ry' assumes adequate drainage 8.This design Is furnished subject a the limitations set forth by 8.Plates7.DesignshoN be Noted on both facesls et truss,provided.end placed so their center November 30,2015 TPIM7CA in BCSI,copies of which veil be fumlahed upon request. lines coincide with joint center tine. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indioale size of plate in Inches. 70.For basic connector plate design values see ESR-7371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 1OBH 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 0 Design conforms to main windforoe-resisting 11111.1.1111411 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 ml oI c li I 1 2 4 0 M-3x4 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,4,3 I 1�?,0) PR o1 r 4GINEe� /per �` :9782PE 9r JOB NAME : 3413-B POLYGON NW - SJ3 • Scale: 0.6303 .� lir GENERAL NOTESRNIN : , unlessotherwle noted: [] (", Nip BidderGSand erection contractor should be advised of all General Notes 1.This design Is based only upon mMwn e parameters oend Is for an Individual ' OREGON ). Truss: SJ3 end Warnings before construction commences. building component.Applicability of design parameters and proper VGr �4 �T 2 204 compression web bracing must be metalled where shown•. incorporation of component is the responsibility of the wilding designer. � AR .{5 ty 3.Additional temporary bracing to Insure stability during construction 2 Destgn assumes the top and bottom seachobe to be laterally braced.t 1 '5 o Is me rosponstbllly of the erector.Additional permanent brain f 7 o.c and at 10 o c,such as ply unless braced Ihrcug nd/moll bnglh by ( ("� 9° continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), �� ,-q..0 L F`` DATE: 11/30/2015 the overal structure Is the responsibility of the wilding designer. 3,24 Impact bridging or lateral bracing required where shown s SE K 15 612 18 4.Na load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. Q• fasteners are compete and at no time should any bads greater then 5.[deign assumes trusses are to be used Ina noncorrosive environment. and are for"dry condition"of use. design hada be applied to any component.TRANS ID: LINK 5.Eserpaltu.ha.no control ever and aeeurnea no mespoesbilby or the N,M°�„�^�m°'^^"°°d"°"°"wpp°^'"°�^3"'m°`wed°°" EXPIRES: 12/31/2016 fabrication,handling,ehlpment and installation of components. 7.Design assume°adequate drainage is provided. November 30,2015 B.Thio design is furnished subject h the Imfetlans set forth by B.Plates ehal be located on both faces of truss,and placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. B.Digits indicate sire of plate In inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E II.For basic connector plate design values see ESR-1311,ENR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Propert Y 3/" Center plate on joint unless x,y f� 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury ra= Dimensions are in ft-in-sixteenths. 11Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 01 „ 2. Truss bracing must be designed by aln engineer.For '/16 wide truss spacing,individual lateral braces themselves clillrj lgid°P may require bracing,or alternative Tor I _ O ., p bracing should be considered. F 3. Never exceedthe design loadingshownandnever stackmaterialsoninadequatelybracedtrusses.~ c7-a c6-7 c5-sO4. Providecopiesofthistrussdesigntothebuildingor 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 ''u'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO • locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, 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. `EllMEr reaction section indicates joint M1111111116number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN L• ►--� tg 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal IIII19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component SafetyInformation, iTeke 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 QualityCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013