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Plans (59) AA5r).- fC - 0°Grcf , mug ( 7 s, 6.6 sz,ti MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-D 10-22-15 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: K1487343 thru K1487392 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. ��tO P R©re �S' � 5 �G1NE��S' / 9c' 89782PE -V OREGON '•`" 'y,9 �'TRY 15 s� r' . 31/2016 October 27,2015 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 and Truss-BC LUMBER SPECIFICATIONS 14-09-00 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=(-1507) 398 1- 5-(-243) 1108 5- 2-( 0) 277 BC: 2x6 KDDF #16BTR 2- 3=(-1108) 367 5- 6=(-246) 1104 5- 3=(-39) 56 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1509) 398 6- 4=(-242) 1110 3- 6=( 0) 269 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"00. UON. TO UNIF LL( 100.0)+DL( 28.0)- 126.0 PLF 6'- 0.0" TO B'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF B'- 9.0" TO 14'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 9.0" V 0'- 0.0" -244/ 1175V -92/ 92H 5.50" 1.68 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC ODE. FOR 14'- 9.0" -244/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 8'- 9.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc 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 lOPSP LIVE LOAD. TOP MAX LL DEFL = -0.027" @ 6'- 0.0" Allowed - 0.692" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.049" @ 8'- 9.0" Allowed - 0.922" MAX HORIE. LL DEFL - 0.008" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.012" @ 14'- 3.5" 5-11-11 2-09-10 5-11-11 Design conforms to main windforce-resisting 320# 3209 .e system and componentscladding and criteria. 12 12 Wind: 140 mph, h=21.4ft, TC0L=4.2,BCDL=6.0, ASCE 7-10, 9.00 7 M-4x6 M-5x6 a 9.00 (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. e° Mil o I 1** 5 6 ** 4 -6,I M-3x4 M-3x4 M-1.5x3 M-3x4 5-09-11 3-03-07 5-07-15 r y 14-09 y �� Q P> .QF��di t' 2'9'782 P E fit" JOB NAME : POLYGON 3410-D NH - Al Scale: 0.4028 WARNINGS: GENERAL NOTES, unless otherwise noted , �� .. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual .�f 0 Truss: Al and Wamings before constructors commences. building component Applicability of design parameters and Koper 7n' {� 2.954 compression web bracing must be'nstaII d where shown♦ ncerporat on of component sloe responsibility of the bidm9 designer. aT -K/ 'y F}�. 3.Additional temporary bracing to Insure stability during constructon 2 Design assumes the top and bottom chords to be laterally braced at T�(*S v� "�J �t`3r4- - istheresponsDlyoftheeredor.Adtlltanalpermanantbracngof 2oc.andatl0ongsuchasplyanlessbracedthroughouttherlengthby T�'` --'- DATE DATE: 10/26/2015 the overall structures the responsibility f the buildingdeal So Impact ogatebasacng re uire where s)awnend/or tlrywell(SC). '}- �• �� p y o goer. 3.2x Impact bntlgmg or lateral bracing required where shown++ SEQ.: K1487343 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component andaefar dry conditionof use. 5.CompuTrushasnocontroloverandassumesnoresponsibiltyforthe 6.Design assumes full bearing at all supports shoon.shim orwedge lr EXPIRES: 12/31/2016 fabrication,handling, snary. ed'smeec to the lmitaonofcompoheyts. 7.Design essassumes adequat e othifage is provided. October 27,2015 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(heir center TPI/WICA in SCSI,copies of which will be furnished upon request. lines coincide wkh Joint center lines. 9.Digks indicate sive of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-735) 222 1-6=(-124) 520 2-6=(-193) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-559) 199 6-5=(-121) 515 6-3=(-125) 381 WEBS: 2x4 KDDF STAND 3-4=(-559) 199 6-4=(-193) 192 LOADING 4-5=(-735) 222 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5F BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 P5F TOTAL LOAD = 42.0 P5F BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -83/ 620V -122/ 122H 5.50" 0.99 KDDF ( 625) 14'- 9.0" -83/ 619V 0/ OH 5.50" 0.99 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: net(-5 Design checked for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.011" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.435" 7-04-08 7-04-08 MAX HORIZ. LL DEFL - 0.006" @ 14'- 3.5" T 1' 1' MAX HORIZ. TL DEFL - 0.009" @ 14'- 3.5" 3-09-09 3-06-15 3-06-15 3-09-09 T T T f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. IIM-4x4 9.00 9.00 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, INEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 2 4 1r� ♦� 11111111111111111111111146 o O 6 le 1.* 6 *. 5 0 1 1 O M-3x4 M-3x8 M-3x4 0 y ), l 7-04-08 7-04-08 y y {�,, .O PROFS 14-09 - �Ca�•`�.+t o.IN e Cl }_ 7.9782PE gc° JOB NAME : POLYGON 3410-D NH - A2 . Scale: 0.3528 ' WARNINGS: GENERAL NOTES, unless otherwise noted EGON I.Binder 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 1r •i Truss: A2 and Warnings before construction commences, building component.Applicability of design parameters and proper n0 . Q" 2.2r4 compression web bracing must be installed where shown.. Incorporation or component is the responsibility or the building designer. V : 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at '1/4-- "1 -^k: - is the responsibility of the erector.Additional permanent bracing of `oz.and at t0 oc respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure's the responsibility of building continuous sheathing such as plywood sheathwng(TC)end/or drywall(BC). �A tit C`� p ty o g designer. 3.2x Impact bridging or lateral bracing required where shown.. l„I SEQ.: K14 87 3 4 4 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respeGbee contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design leads be applied to any component. and are for arycondition"muse. 5.CompuTrus has no control over and assumes no responsibility for the 6.De.sign assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 ssa fabrication,handling, (� shipment and installation of components. 7.Design v assumes adequate drainage is provided. October 27,2015 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 TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-13t1,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: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-(-2060) 424 1- 6=(-400) 1523 6- 2-) -299) 1595 SC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-) -534) 190 6- 7-(-392) 1484 2- 7=(-1313) 347 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 7- 8-( -82) 132 7- 3=( -82) 334 LOADING 3- 5=( -369) 140 7- 5=( -360) 1541 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 8-(-1557) 373 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -289/ 1431V -94/ 186H 5.50" 2.29 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1175.0 LBS @ 3'- 0.0" 8'- 0.0" -394/ 1656V 0/ OH 5.50" 2.65 KDDF ( 625) ADDL: BC CONC LL+UL= 620.0 LBS @ 5'- 0.0" ADDL. BC CONC LL+DL= 620.0 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. ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 0Boe.0118CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.017" @ 3'- 0.0" Allowed - 0.359" A�60TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.052" @ 3'- 0.0" Allowed = 0.972" 7-07-03 ,I 0-04-13 f 5' 'I MAX HORIZ. LL DEFL = -0.004" @ 7'- 10.2" MAX HORIZ. TL DEFL = 0.008" @ 7'- 10.2" 3-01-12 3-07-15 0-04-13 T T < f--f Design conforms to main windforce-resisting system and components and cladding criteria. 7-00 1' 4' Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-7x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o 9 OO load duration factor=1.6, M-4X6 4 End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. 4, Mil 4IPjI I. I 0 N o -- 6 B 0 M-3x5 M-3x8 M-8x10 M-1.5x3 b *1175# +620# ,+620# b y 3-00 3-07-15 1-04-01y -<<„,.' 1) PRQF- , -- 6-00 \5. '' '.' �c9 ',Cr - Z9`782PE <" JOB NAME : POLYGON 3410-D NH - AGIRD i Scale: 0.3303 ,:/ MIN WARNINGS: GENERAL NOTES, unless otherwise noted {v! / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shone and is for an Individual I� OREGON '� • Truss: AGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper .1 � rp ' " 2.2x4 compression web bracing must be installed where shown 4. incorporation of component Is the responslbllfty of me building designer. ,t'� 3.Additional temporary bracing to insure stab Idy during construction 2 Design assumes the lop and bottom chords to be laterally braced at .�'S • R �y-:, s[he responsbity of the erector Adtld onal permanent brec ng of 2o.c.and atl0 o.c.respectively unless braced throughout their length by ` v DATE: 10/26/2015 the overall structure is the responsibility of buildingdesigner. continuousxbridgingImprdgg o8atehlbas plywoodc rsheathheresantl/or tlrywell(eC). fAy1�.tit R pari ty o 9 3.2x Impact sheath or lateral bracing required where shown 4 s lJ L. SD' K14 8 7 3 4 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. , 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be apPlietl to any component. and are for"thy condition"of use. 1,/ (� y'+� l�/a� Jay/{ TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al of supports shown.Shim or wedge in EXPIRES, 12/31/20 fabrication,handling, necessary shipment and Omdatin s set forheyts. T.Design s shall b assumes adequate drainage is provided. October 27,2015 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPI/WICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-196a(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/Cg=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 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= 42.0 PEE 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 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. BOTTOM CHORD CHECKED FOR lOPSF 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" @ -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 = 0.003" @ 1'- 0.0" Allowed = 0.123" f ' MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL - -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, 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, up Truss designed for wind loads in the plane of the truss only. ti o f c7 1 M-3x4 J' > y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' 6-00 � �� PRof A 'e9782PE JOB NAME : POLYGON 3410-D NH - AJ1 ,I i Scale: 0.6771 ,:/ WARNINGS: GENERAL NOTES, unless otherwise noted: .y Truss: AJ1 1.Builder and erection contractor should beadvsedofall General Notes This design Isbased only upon the parameters shown and sfor anindividual • A F OREGON '"`• and Warnings before construction commences. building component Applicability of design parameters and proper :fI'ir Q - (� 2.2x4 compression web bracing must be installed where shown 4. incorporation of components the responsibility of the building designer. ai ` 2 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at '7� . 4 Pry,--4 bT' . �'".- istheresponsibltyoftheerector.Additional permanent bracing of 2o.c.and at 10 0.0.respectively unless braced throughout their length by - �`� DATE: 10/26/2015 the overall simctures the responsibility of the building designer. continuouselepatbridging ndging ogateralb acinplywg requod ired Mere 0tlryvrall(BC). • � j ` 3.2x Impact bdtlg ng or lateral bracing required where shown++ SEQ.: K14 8 7 3 4 6 4.No load should be applied to any component until after ati bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design mads be applied to any component. and are for dn condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes mil bearing at all supports shown.Shim orwedge if •EXPIRES. 12/31/2016 fabrication,handling, hicomponents. scary. '`} s shipment elielatlonof7.Design assumes adequate drainage is provided. October 27,2015 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 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./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 4WR/DDF/CT-1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <- 12.0C. SON. LOADING BC LATERAL SUPPORT <- 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED ERG 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" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50. 0.21 KDDF ( 625) LL - 25 POE Ground Snow (Pg) 0/ 58V 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. 1COND. 2: Design checked for net(-5 psf) uplift at 24 .oc spacing. I 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. 3-11-11 MAX TC PANEL LL DEFL - 0.020" @ 2'- 2.2" Allowed - 0.290. I' 'i MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339. 12 MAX HORIZ. LL DEFL - -0.000. @ 3'- 10.9. MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9. 9.00 V 3 -/ 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL-4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, End vertical Cs) are exposed to wind, ko o Truss designed for wind loads I in the plane of the truss only. sl, o elo o /- , i -PPAIMIIIIIMIIIIIII.M11. cr /- -7 , Immo 1 M-3x9 . ), )' 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,3,4 1 .4\.• . IN• •• '"'S - - it.0,_ ... .4t.. 4.,978P-E- JOB NAME : POLYGON 3410-D NH - AJ2 Scale: 0.5814 'IRV' / ARM WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ends for an Individual Truss: AJ2 and Warnings before construction commences. buikling component.Applicability of design parameters and proper -. . ,-14'1 '.OR-EGON ,.•.-.i .,. -.-.-le&. rz5' incorporation of component is the responsibility of the building designer. 2.Wif comp 50 Webb racing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ' 1%(''."4:RY-'-'‘ `'1' 3.Additional temporary bracing to insure stability during construction 7 o.c.and at 10'o.c.respectively unless braced throughout their Mngth by - - ' - -:--' is the responsibility of the erector.Additional permanent bracing of continuous sheathing Sashes plywood sheathing(TC)and/or drywall(BC). -- . . RA U L. 1?-,\•''.--- DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ SEQ.: K1487347 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. ' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition.of use. TRANS ID: LINK design loads be applied 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 EXPIRES: 12/31/2016 newssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which 0111 be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4- BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 101 (0) 0 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12•'00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 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 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 DEFT. = -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 = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 .. MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. /- rn 0 1 M-3x4 y y y 1-00 6-00 (PROVIDE FULL SEARING;Jts:2,4,3 � ��(� 897-82PE JOB NAME : POLYGON 3410-D NH - AJ3 • Scale: 0.4979 � WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ^J,,,; Truss AJ3 1.Balder and erection contractor should be advised of all General Notes at nly This design based upon the parameters shown and Is for an ndrvdual O and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be'nataII dwhere shown+ incorporation or component Is the responsibility of the building designer. 'VII/9-1 9' 3.Additional temporary bracing to insure stability during constructon 2 Design assumes the top and bottom chords to be laterally braced at J� �1tJ' � .F. Is the responsibility of the erector.Additional permanent bracing of 2o.c.and sheathings.respectsely unless braced throughout their length by • 7 DATE: 10/26/2015 the overall structure s the responsibility of the buildingdesigner. 2cImpacteinltehespcwg requod ited wh reehoTC) n+/or tlrywall(BC). ��V� �`, pons ty 3.2x Impact bntlgmg or lateral bracing required where shown++ A t SEQ.: K1487348 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and arerorarywnddmn°r°se. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.shim or wedge if -EXPIRES 12/31/2016 fabrication,handling,shipmentnecessary. jectto lns[allati°^°f7.Design assumes adequate donbodrainage isprovided. October 27,2015 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces&truss,and placed so their center TPIANrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see 106-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-191) 171 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 377V -67/ 1961i 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -209/ 373V 0/ OH 1.50" 0.98 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.4" -85/ 9070 0/ OH 1.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 TC PANEL LL DEFL - 0.064" @ 2'- 9.2" Allowed = 0.459" MAX TC PANEL TL DEFL - -0.061" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 3 MAX HORIZ. TL DEFL - -0.002" @ 5'- 11.2" 9.00 7 '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, r"I End vertical(s) are exposed to wind, o Truss designed for wind loads oI in the plane of the truss only. N O ,+ f grAIMEMEMIEMMEMEIMINE -/ 1 �� S o M-3x4 y 1-00 y 6-00 y 1-03-07 liV„Q PRQF� (PROVIDE FULL BEARING;Jts:2,5,3,4I fY� - Ca C'' 8-9al.N . �1, 782PE ,... JOB NAME : POLYGON 3410-D NH - AJ4 Scale: 0.4745 ' Mir WARNINGS: GENERAL NOTES, unless otherwise noted [!� 's7' t.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 TO A REGON s..�. Truss: AJ4 and Wamingsbefore construction commences. building component.Applicability ofdesign parameters and proper `jyer (L S( 2.2x4 compression web bracing must be installed where shown+, incorporation of component N the responsibility of the building designer. Lfrt� y 3.Atlddlonal temporary bracing to Insure stability dunes construct on 2.Design assumes the top and bottom chords to be laterally braced at `R Y ..iVt+ s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at l o.c.respectively unless braced throughout their length by //�� continuo.sheathing such as plywood sheathing(TC)and/or drywall(BC). � ' 1 1 L CN. DATE: 10/26/2015 the overall structures the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown s o �✓ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K 14 8 7 3 4 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and TRANS ID' LINK design loads be applied to any component. Degnsssumesfulbaorata. 5.CompuTrus has no control over and assumes no responsibility bilit for the 8 necessary. full bearing at all supports shown.Shim or wedge if EXPIRES. 12/31/2016 sponsi y ssary. EXPIRES G c7 /L:N fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPI/WTCA in BCS(,copies of which will be furnished upon request lines coincide with joint centerlines. 9.Digits indicele size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see E512-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" 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) 68 2- 9=(-530) 2802 3- 9=( -118) 244 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3723) 756 9-10=(-389) 2429 9- 4=) -238) 1272 WEBS: 2x4 KDDF STAND 3- 4=(-3601) 763 10- 8=(-326) 1659 9- 5=) -205) 904 LOADING 4- 5=(-2847) 646 5-10=(-1145) 302 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1814) 408 6-10=( -206) 1111 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 473 10- 7=( -152) 207 TOTAL LOAD = 42.0 PSF 7- 8=(-2466) 476 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 7'- 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" -580/ 2858V -132/ 140H 5.50" 4.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1656.0 LBS @ 7'- 9.0" 22'- 6.0" -306/ 1755V 0/ OH 5.50" 2.81 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans 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" MAX LL DEFL = 0.052" @ 7'- 7.9" Allowed = 1.079" MAX TL CREEP DEFL = -0.164" 8 7'- 7.9" Allowed = 1.439" MAX HORIZ. LL DEFL = -0.017" @ 22'- 0.5" MAX HORIZ. TL DEFL = 0.041" @ 22'- 0.5" 7-11-11 6-06-10 7-11-11 • f - f T Design conforms to main windforce-resisting • 4-00-09 3-11-02 3-03-05 3-03-05 3-11-02 4-00-09 system and components and cladding criteria. • 596# f f f f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 9 00 M-6x8 M-4x6 load duration factor=l.6, y M-3x4 9.00 End verticals) are exposed to wind, 5 Truss designed for wind loads � N in the plane of the truss only. M-1.5x3 o 3 •Aillillhhlh...e.:AIL.41401111111111111116... I -9- 10 e 1 o M-3x8 0.25" M-3x8 ,M-4x4 M-7x6(S) y 1656# y y •7-07-15 7-02-03 7-07-15 ( y ) � �N k • /Q1-OO 89'782 P E �° JOB NAME : POLYGON 3410-D NH - B1 -. .�� ' • Scale: 0.2633 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON 1.Builder and erection contractor should be adwced of all General Notes 1.Ths design Is based only upon the parameters shown and Is for an ndrvdual '� N. Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper -'4,-..4t>. ,ay _ 2.244 compression web bracing must be installed where shown* incorporation of component Is the responsibility of the building designer. ,(}' � '(i 2 Design assumes the top and bottom chords to be lateralty braced a 7� ^t Ry-A b,t - 3.Additional temporary bracing to insure stability during construction 2'o c and at IC/o.c.respectively unless braced throughout their length by .. ` ' is the responsbiklyofthe erector.addbona)permanent braengof continuous sheathing such asplywood sheathng(TC)and/or drywall(BC) F)_ 1 DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** - ♦- SEQ. : El4 8 7 3 51 4.144 bed should be apbied to any component until after all bracing and 4.Installation of truss is to responsibility of the reapectNe contractor. • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK • design bads be applied to any component. and are or do conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atall supports shown.Shimorwedge if EXPIRES: 12/31/2016 scary. fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by E Plates shall be located on both faces of truss,and placed so their center TPLnNTCA in BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.5.7(114-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-276) 900 3-11=(-165) 196 BC: 2x6 KDDF #1&18TR SPACED 24.0" O.C. 2- 3=(-1234) 438 11-12=(-235) 871 11- 4=(-107) 373 WEBS: 2x9 KDDF STAND 3- 9=(-1057) 927 12-10=(-288) 905 11- 6=(-180) 148 LOADING 9- 5=( 0) 0 6-12=(-178) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 4- 6=( -786) 383 8-12=(-125) 374 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 6=( -786) 375 12- 9=(-171) 164 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1058) 429 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1236) 444 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" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -229/ 1065V -133/ 141H 5.50" 1.70 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 6.0" -1B3/ 944V 0/ OH 5.50" 1.51 KDDF ( 625) 00 For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.025" @ 11'- 3.0" Allowed = 1.079" MAX TL CREEP DEFL = -0.048" @ 11'- 3.0" Allowed = 1.439" 9-11-11 2-06-10 9-11-11 1 f ' ' MAX HORIZ. LL DEFL = 0.010" @ 22'- 0.5" 4-00-09 3-09-01 2-02 1-03-Q-03-05 2-02 3-09-01 4-00-09 MAX HORIZ. TL DEFL = 0.016" @ 22'- 0.5" T T T T 1' T ' T 1' 8-00 8-00 Design conforms to main windforce-resisting ,� f 6 7 ' . system and componentsand cladding criteria. 12 12 Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 177 M-4x6 N9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, M-3X4 End vertical(s) are exposed to wind, 9 6 Truss designed for wind loads `41O 4 1 in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 ,-1 AhlkillIIIIIII,e.== ,-1 1 11 12 `*10 o o M-3x4 0.25" M-3x8 M-3x4 to M-7x8(S) y y y y �2 PROP 7-07-15 7-02-03 7-07-15 .41i, <5 , 1-00 22-06 '4 s9782PE c"' JOB NAME : POLYGON 3410-D NH - B2 , Scale: 0.2383 ,_/ MOW WARNINGS: GENERAL NOTES, unless otherwise / / 1.Balder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an Individual • OREGON (Is Truss: B2 and Warnings before construction commences. building component ApplcabIlky of design parameters and proper (�1J " 2.2z4 compression web bracing must be installed where sboor, incorporation of components the responsibility of the bolding designer. V -s 3.Additonal temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterad braced at �� : Is the responsibility or the erector.Additional permanent bracing of 2o.c.and at l0 o.c.respectively unless braced throughout their length by fr DATE: 10/26/2015 the overall structure sthe responsibilityfthe boldin continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). : :-:: -A fL -. o g designer. 3.20 Impact bridging or lateral bracing required where shown++ -1u/ SEQ.: K1487352 4.No load should be applied to any component until after all bracing and 54..Design ssomion of russissthheres�beosytlity fthenespetivec environment, fasteners are complete and at no time should any loads greater than 9 design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrushasnocontroloverandassumesnoresponsblkyforthe 6 Design es es ullbea ng etaitsuppodsshown.Shim orwedge i( EXPIRES_ 12/31/2018 fabdcatlon,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 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 TPIIwrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-f988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1562) 5593 13- 3=( -240) 925 8-19=(-2001) 849 2x6 KDDF #1&BTR T2 2- 3=(-7271) (- ) BC: 2x6 KDDF #1&BTR (- ) 2077 13-19= 1399 4516 13- 9=( -203) 1216 9-19= -436) 1793 LOADING 3- 9=(-6598) 1940 19-16=(-1878) 5729 4-14=( -296) 134 19-10=( -126) 251 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5309) 1772 15-17=( -66) 198 14- 5=( -536) 2084 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4271) 1465 17-18=(-1811) 5535 14- 6=(-2145) 904 2x4 KDDF #1&BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5724) 2070 18-19=(-1633) 5041 6-16=( -59) 679 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-5080) 1843 19-11=(-1107) 3677 15-16-) 0) 144 TC LATERAL SUPPORT <- 12"00. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3800) 1313 16-17=(-1747) 5368 BC LATERAL SUPPORT <= 12"00. UON. 9-10=(-9779) 1584 16- 7=( -117) 278 TC CONC LL( 966.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" 10-11=(-4870) 1558 17- 7=( -400) 384 TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 7-18=( -734) 292 NOTE: 2x4 BRACING AT 24"00 UON. FOR 18- 8=( -115) 749 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.244" @ 17'- 4.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.488" @ 17'- 4.5" 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 = 0.125" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 2-07-042-05-112-10-12l' 4-01-13 5-03 4-08-03 3-11-10 3-11-12 3-11-15 Desi 1597.30# 1597.30# T T gn conforms to main windforce-resisting 12 system and components and cladding criteria. 12 M-S M-5x10 x6 9.00 6 M-3x8 M-3x8 -M-4X9 g OO Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6 7 8 • (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), -- ■ 1` load duration factor=1.6, M-3x5 End sial(s) are exposed to wind, 9 Trusss designed for wind loads + DM-1.5X3 in the plane of the truss only. M-1.5x9 0000e .+ 3 M-5x12 ///` Iwo 8° Q, 13 14 + rl I / M-7x10 M-4X6 i 15 17 },8 19 \1' 2 p o M-3x4+ o M-1.5x3 M-4x12 0.25 M-3x10 M-3x10 0 M-7x10 M-3x4+ a 3.75 M-7x8(S) 12 y )2-05-08 5-01-01 4-08-11 4-11-08 4-06-07 4-08-03 7-06-09 1-00-05-08 8-08 22-10-08 1 00 v'5. � .. .. i' y12-01-08 i 00 21-10-08 :,,� GIN /0 39-00 8978 P .r7 JOB NAME : POLYGON 3410-D NH - C1X • . Scale: 0.1477 • WARNINGS: GENERAL NOTES, unless atherwice noted: TZ'USS' C1X 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown and sfor an individual '$�OREGON E and Warnings before construction commences. building component Applicability of design parameters and proper - �' '1' 2.2x4 compression web bracing must be installed where shown.. ncorporat on al component s the responsibility of the building designer. � � .,,:s-T. 3.Addrtlonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be literally braced at .-A.$'.- 1-V,-7. - istheresponeibltyoftlie erector.Additional permanent bracing of lac and at 10 oc respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure ache responsibility of the building designer. continuous sheathing such as plywood )and/or drywall(SC). n �`V 3.2x Impact bridging or lateral bracing required where shown++ AAS L r(i SEQ.: El4 8 7 3 5 4 4.No load should be applied to any component until after all bracing and 4.Installation of au.is the responsibility of the respective contractor. 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design mads be appIi d to any oompanent and are ry conditionof use. ey J/� )I�/{ �s 5.CompuTrus has no control over and assumes no responsibility for the 6.�csessa assumes full bearing at all supports shown Shim or wedge if EXPIRES: 1^"1/nit k fabrication handling,shipment and installation of components. ry. L 6.This design is furnished subject to the limitations set forth by 7.Designlbe Rs ailed oneoth face is tpruss,an ed. October 27,2015 e.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincttle with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 9.Digits Indicate see of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 GIRDER SUPPORTING 10-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1070) 5622 13- 3=( -114) 950 10-19=(0) 130 BC: 2x6 KDDF #108TR 2- 3=(-7340) 1506 13-14=(-1068) 5610 3-14=( -480) 166 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-6592) 1428 14-15=(-1050) 5792 14- 4=( -774) 3616 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5234) 1184 15-16=) -850) 5162 14- 5=(-2420) 500 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+0L( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=(-5882) 1312 16-17-) -850) 5162 5-15=( -412) 2222 BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 100.0)+DL( 88.0)= 186.0 PLF 0'- 0.0" TO 11'- 0.0" V 6- 7=(-3834) 828 17-18=( -556) 3764 15- 6=( -366) 1402 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 34'- 0.0" V 7- 9=(-3312) 724 18-19=( -516) 3376 16- 6=( 0) 492 8- 9=( 0) 0 19-11=( -516) 3376 6-17=(-2214) 498 NOTE: 2x4 BRACING AT 24"OC UON. FOR @@ADDL: BC CONC LL+DL= 3392.0 LBS @ 11'- 6.0" 9-10=(-4204) 856 17- 7-( -310) 1724 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-4426) 790 7-18=(-1958) 410 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 68 9-18=( -438) 2272 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18-10=) -210) 200 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1127/ 5353V -195/ 195H 5.50" 8.56 KDDF ( 625) 34'- 0.0" -577/ 3102V 0/ OH 5.50" 4.96 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN'Xl @@ HANGER BY OTHERS TO APPLY CONC. nails staggered: LOAD(S)EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 top chords, 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 = 0.090" @ 11'- 7.7" Allowed - 1.654" MAX TL CREEP DEFL = -0.286" @ 11'- 7.7" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.026" @ 33'- 6.5" 0-09-09 MAX HORIZ. TL DEFL - 0.063" @ 33'- 6.5" 9-11-11 13-05-10 10-06-11 ,( f f f Design conforms to main windforce-resisting 5-02-05 4-09-06 1-09-09 5-07-12 5-07-12 0-09 4-07-05 5-02-05 system and components and cladding criteria. T T T T T T T T T T 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-5x8 M-3x M-4x6 12 End vertical(s) are exposed to wind, y M-3x5 M-3x8 N 9.00 Truss designed for wind loads 9.00 115 IrM3x8Mx3 0.25" M-3x4 M-1.5x3 M-3x5 I • x 4. ._4\ [ O� r I�)pS F^ %M- x8 M♦38392# y y y y y y y y 5-00-09 4-07-05 1-11-13 5-09-04 5-04-04 1-11-13 9-07-05 5-00-09 6 .ri y 0 y y -• 1-00 39-00 1-00 1982PE • JOB NAME : POLYGON 3410-D NH - C2GIRD Scale: 0.1602 ,:/ MOM GENERAL NOTES, unless otherwise noted: / WARNINGS: GENERAL OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design rebased only upon the parameters shown and s for an individual 7T 4^ Truss: C2GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper }. r, . 2 2z4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer.4 3 Additional tem bracing to insure stability during button 2 Design assumes the top and bottom chords to be laterally braced at J „ temporary g y ng cons 2 o c.and at10 o.c.respectively unless braced throughout their length by PAUL 4 s the responsibility of the erector.Addtonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '' DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K1487355 fasteners are complete and at no time should any loads greater than 5.Designassumestrussesaretobeusedinanonarrosiveenvironment, and TRANS ID• LINK design malls be applied to any component. 8 Design for dry condition"of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforNe ne ss�ssumesfullbearingata0wpportsshown.Shimorwetlgeif EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. O Ctober 27,2015 8.This design W furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be(umished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc.ICotnpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-363) 2159 12- 3-( 0) 331 8-18=(-113) 635 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3-(-2848) 584 12-13=(-271) 1630 12- 4=(-138) 618 18- 9=(-221) 212 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 627 13-15=(-206) 1594 4-13=(-321) 203 LOADING 4- 5=(-1832) 493 14-16-) 0) 0 13- 5=(-211) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1411) 444 16-17=( -9) 58 13- 6-(-529) 187 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1595) 493 17-18=(-236) 1632 6-15=( -48) 316 TOTAL LOAD - 42.0 PSF 7- 8=(-1299) 429 18-10=(-316) 1431 16-15=( 0) 82 8- 9-(-1719) 460 15-17=(-229) 1585 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1941) 479 15- 7=(-159) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-) 0) 68 17- 7=( -78) 138 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-18=(-507) 162 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ DH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.092" @ 17'- 4.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.185" @ 17'- 4.5" 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" 9-11-11 14-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 2-07-04 3-06-05 3-10-02 2-01-13 5-03 6-07-13 4-10-11 5-01 12 12 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 9.00 5 M-3x4 M-3x6 Q 9.00 y MAIWind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 End vertical(s) are exposed to wind, q Truss designed for wind loads M-1.5x3 in the plane of the truss only. \s,..H- M-1.5x3 3 o �M-4x4 -Y o i-i Cr -f .„.. .121,4_3.4,_ t " `1- M-3x4+ rt3 i a - We M-3x8 7 • 1 of M-3x4+ l0 14M-5x6 M-5x6 0.25"B O M-5x10 M-3x5 0 4 3.75 M-1.5x3 M-5x8(S) 12 > y y y y y y y 2-05-08 7-02-07 1-osr-yl-lz 4-11-08 7-01-05 9-07-15 _OD PR pF��yy /- J, ��' N�[N �1-oy-05-08 8-08 22-10-08 1-00 � ' �0yy C? 12-01-08 1-00 21-10-08 1 02 34-00 i oo e: 9`782PE �`,. JOB NAME : POLYGON 3410-D NH - C2X (T/ � Scale: 0.1604 �y/'•• >_.. WARNINGS: OENERALNOTES, unleasotherwcenoletl • / 0-EGON Q, Truss: CZ}{ 1.Builder and erection contractor should be advised of all General Notes 1 This design s based only upon the parameters shown and is for an individual ��(}) a� r (jam and Wamngs before construction commences. building component Applicability of design parameters and proper 1J -,IEl/ ll' J `ea 2.244 compression web bracing must be installed where shown+. incorporation of cemponent s the responsibility of the building designer. .15Y 1 TT 3.AddRanaltemporary bracing loinsure stabltyduring construction 2.Dasgnassumesthelopandbottomchob cedlto be laterallybracedat RAUL �� is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10 o.c.respectvely unless braced throughout their length by DATE: 10/27/2015 the overall structure is the responsibility f the buildingdesigner. continuoustImactsheathingior such as acwg requod ired where s ownand/+r tlrywell(BC). pansi ty o goer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 14 8 7 3 5 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for -EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component, "dry centlitlon"o(usa. 5.CompuTruahas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing at all supports shown.Shim orwedge if October 27,2015 nney. fabrication,handling, s shipment and installation of components. 7.Designn assumes adequate drainage is provided. 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWICA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrns Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE - 1.15 1- 2-) 0) 68 2-10=(-227) 1549 10- 3=( 0) 250 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2- 3=(-1981) 925 10-11=(-22B) 1543 3-11-(-366) 203 WEBS: 2x4 KDDF STAND 3- 9=(-1602) 969 11-12=(-161) 1390 11- 9-(-190) 607 LOADING 9- 5=(-1185) 938 12-13=(-161) 1390 11- 5-(-403) 102 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POP 5- 6=(-1185) 938 13-19=(-263) 1960 12- 5=( 0) 285 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1602) 969 19- 8=(-262) 1962 5-13=(-902) 102 TOTAL LOAD = 92.0 PSF 7- 8=(-1981) 424 6-13-(-140) 607 8- 9=( 0) 68 13- 7=(-368) 202 NOTE: 2x9 BRACING AT 29"0C UON. FOR LL = 25 POE Ground Snow (Pg) 7-19=) 0) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 POP 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" -239/ 1542V -239/ 239H 5.50" 2.97 KDDF ( 625) 34'- 0.0" -239/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net)-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.068" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL - -0.140" @ 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 = 0.036" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 11-11-11 10-00-10 11-11-11 Design conforms to main windforce-resisting f T . 1' system and components and cladding criteria. 6-02-12 5-08-15 5-00-05 5-00-05 5-06-15 6-02-12 T ' T f f T 3' Wind: 190 mph, h=23.7ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 load duration factor-1.6, 9.00 7 M-3x8 Q 9.00 End vertical(s) are exposed to wind, 9 5 6 Truss designed for wind loads MN 41k, in the plane of the truss only. M-3x4 M-3x4 3 r +. + 11 • • 0IN 0 • ril Poe 1 10 11 12 , 13 19 I. 90 I M-3x5 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x5 1 RRP Rn M-5x6(5) Y. O O r.6s ) ) b b 1 ) b � • WN .- -,4,? ,--434 ,, c $/ 6-01 5-06-15 5-04-01 5-04-01 5-06-15 6-01 �� - 4,4 1-00 34-00 1-00 89182PE r..: JOB NAME : POLYGON 3410-D NH - C3 Scale: 0.1727 •• WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should beadvised ofall General Notes 7 This design sbased only upon the parameters shown and isfor anIndividual _ -7 ,OREGON �y P Truss: C3 and Warnings before construction commences. building component Applicablity°Ides*parameters and proper //. • r 2.2x4 compression web bracing must be Installed Where shown w incorporation of component s me responsibility otthe building designer. ia3� A h �" 3.Additional temporary bracing tonsure stability during construction 2.pesgn assumes the top and bottom chords to be laleralty braced at 7 "i - '� is lhe responsibility of the erector.Additional permanent bracing of 7oc and atl0'on rsuch asply unless braced throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility I the building continuous sheathing such plywood required sheathing(TC)shoandiwn drywell(BC). A�i i '' p ty o designer. 3.20 Impact bridging or lateral bracing Where shown i i 1.1 L. SEQ.: K1487357 4.N.bad should be applied to any component until after afl bracin9 and 4 Installation of fru.as the are to tbu6ly setl f the enoncarttive contractor.environment, fasteners are complete and at no time should any loads greater than 9n assumes design loads be applied to any component. and are for dry condition"of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsblty for the 8.Designaasun7 tullbearngalallsuppoItsshoon.Shimor wedge if EXPIRES. 12/31/2018 necessary. fabrication,handling,shipment and installation of components. 7.Design shall b assumes adequate drainagefis provided. October 27,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(IL)-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 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&16TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-19=(-999) 2175 19- 3=( 0) 331 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2898) 727 19-15=(-381) 1693 19- 9=(-150) 620 3- 9=(-2569) 758 15-17=(-338) 1594 9-15=(-321) 179 LOADING 9- 5=(-1832) 619 16-18=( 0) 0 15- 5=(-244) 858 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19-) -13) 58 15- 7=(-531) 222 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1911) 534 19-20=(-361) 1632 7-17=( -59) 331 TOTAL LOAD = 92.0 PSF 7- 8=(-1595) 601 20-12=(-901) 1931 18-17=( 0) 82 8-10=(-1299) 511 17-19=(-350) 1585 NOTE: 2x9 BRACING AT 24"OC UON. FOR LI, = 25 PSF Ground Snow (Pg) 9-10=7 0) 0 17- 8=(-176) 82 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1719) 576 19- 8=7 -78) 138 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1941) 590 8-20=(-518) 182 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1 O) 68 10-20=(-122) 635 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -303/ 1592V -197/ 197H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -303/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. 0-01-13 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ir MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 17'- 9.5" Allowed = 1.654" 2-07-04 3-06-05 3-08-01 2-02 5-03 4-07-13 �2-02 4-08-11 5-01 MAX TL CREEP DEFL = -0.185" @ 17'- 4.5" 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" 10-00 10-00 f f f f MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 12 M-83x4 9 12 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9.00 7 )X67M4x6-3x8 .00 8 0 Design conforms to main windforce-resisting mm �� system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, }, + 1 End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. o %M-4x9 -1 / 0 1 - "1] M-5x10 ,5I 1 179 nmm I M-3x8 0 M-3x4+ I 16 1e 19 zo 3 m o M-3x4+ o M-5x8 M-5x6 0.25" M-3x5 1 = 3.75 M-1.5x3 M-5x8(S) o 12 y y y y y y y c-p PRoi- 2-05-087-02-07 1-0511-12 4-11-08 7-01-05 9-07-15 � • �y y C1-00-05-08 8-08 22-10-08 1-00 ` ,V �� "T �2yy 12-01-08 1-00 21-10-08 y * * * -899OGPE1-00 34-00 1-00 JOB NAME : POLYGON 3410-D NH - C3X '� ; 411/ Scale: 0.1604 /�'�/'� _ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON s (�. Truss: C3X 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 �� [ and Warnings before construction commences bolding component.Applicobllky of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing tonsure stability during constructon 2.Design assumes the top and bosom chords to be laterally braced at ` �� `4 is the responsibility of the erector.Additional permanent bracing of ---- 2,o.c.and at 10'o.c respectively unless braced throughout their length by �:j DATE: 10/27/2015 the overall stmcture Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: K 14 8 7 3 5 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, //� /q(� �s TRANS ID: LINK design loads be applied toany component. and are for"drycondition"ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design ty mea full bearing et all supports shown.Shim or wedge if nfabrication,handling,shipment and installation of components. ry. October 27,2015 provided. 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sbe of plate In inches. MITek USA,Ino./CorepuTfus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 68 2- 9=(-210) 1513 9- 3=( 0) 293 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 9-10=(-210) 1512 3-10=(-477) 245 WEBS: 2x4 KDDF STAND 3- 4=1-1502) 458 10-11=(-123) 1096 10- 4-) -87) 457 LOADING 4- 5-(-1086) 435 11-12=1-240) 1442 10- 5=(-125) 130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1508) 460 12- 7=1-239) 1443 5-11=( -81) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1962) 415 11- 6=(-472) 245 TOTAL LOAD - 42.0 PSF 7- 8=( 0) 68 6-12=( 0) 291 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.077" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL - -0.146" @ 20'- 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 = 0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 7-02-12 6-08-15 6-00-10 6-08-15 7-02-12 Design conforms to main windforce-resisting T f ' f f T system and components and cladding criteria. 12 12 M-9x6 M-5x6Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 Q 9.00 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 41... "4.(t. load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x8(5) 14-5x8(S) (:).25';',t, 0.25" 6 Cv 0 o ,� Cr of ,col -3x5 M-19 5x3 M-3x8 M-3x4 M-1 10 11 1 5x3 M-3x5 A` of o M-3x5(5) o y 7-01 6-06-15 y 6-09-15 09-15 y 6-05-03 y 7-01 y �v�r4�,�` . 5./ y y 16-00 18-00 y yid . 'ypc9*%�9 � �.. 1-00 34-00 1-00 &7 f 82 P E JOB NAME : POLYGON 3410-D NH - C4 • • • Scale: 0.1602 -_,,,,,, WARNINGS: GENERAL NOTES, unless otherwise notetl (� OREGON}�\\F�' ' I.Balder and erection contractor should be advised o/all General Notes t This design is based only upon the parameters shown and Is for an individual F,OREG©N !� �. Truss: C4 and Warnings before construction commences building component.Applicability of design parameters and proper -.It-4;A,- 2 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component k the responstbddy of the bidding designer. v, .. 4 3.Additional temporary bracing tonsure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at � s the responsibility of the erector.Additional permanent bracing of 2 o.c,and at t0 o c,respect vely unless braced throughout their length by /� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -- AQ.1" 1 '' DATE: 10/26/2015 the overall structure is the responsibility of the bolding designer. 3.2x Impact bridging or lateral bracing required where shown•• RAUL 1.1 1� SEQ.: Ki4 8 7 3 5 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes hooses are to be used In a noncorrosive environment, TRANS ID: LINK design uTnshaapplied toany companent De gnassssumegutlmringata. 5.CompuTrus has no control over antl assumes no re ibilit br the 6 Oeecsle f Il bear ng et all supports shown.Shim or wedge if EXPIRES, 12/31/2016 responsibility wary. EXPIRES:a7 C/ /'GV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 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 TPIANICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(M7ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) . 68 2-11= 1 ( 0) 293 BC: 2x9 KDDF #14075 SPACED 24.0" O.C. 2- 3=(-1962) 527 11-12=(-314) 1517 3-12=(-47 ) 232 WEBS: 2x9 KDDF STAND 3- 4=(-1502) 569 12-13=(-155) 1096 12- 9=( -75) 466 LOADING 4- 5=( 0) 0 13-14=(-334) 1442 12- 7=(-141) 196 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1086) 517 14- 9=(-333) 1493 7-13-) -73) 528 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 0 13- 8=(-472) 232 TOTAL LOAD = 42.0 PSF 7- 8=(-1508) 571 8-14=( 0) 291 8- 9=(-1962) 527 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 279H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -328/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-1/290, 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 = 0.080" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.146" @ 20'- 0.0" Allowed = 2.206" 15-11-11 2-00-10 15-11-11 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" ff MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-15 2-02 2 00-10 2-02 6-06-15 7-02-12 f f .r .( ,r ,r ,r MAX HORIZ. LL DEFL = 0.039" @ 33'- 6.5" MAX HORIZ. TL DEFL - 0.058" @ 33'- 6.5" / 14-00 14-00 l' 5 6 / 12 Design conforms to main windforce-resisting M-9x69 M-5x6 9.00 17 Q 9.00 system and components and cladding criteria. Ommusimi Wind: 190 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-5x8(S) 11111100" M-Sx8(S) Truss designed for wind loads in the plane of the truss only. .25" 0.25" 3 4IIU / , ll1116\1111111466.44 o -3x5 M-1.5x3 M-3x8 M-3x4 M-1.5x3 M-3x51 0 0 M-3x5(S) y 7-01 y 6-06-15 y 6-09-15 y 6-05-03 y 7-01 y@'. .� pRQrFC y )' 16-00 y 18-00 y = NGS N �' :lam 1-00 39-00 1-00 JOB NAME : POLYGON 3410-D NH - C5 �� . Scale: 0.1602 . V' WARNINGS: GENERAL NOTES, unless otherwise noted: p �1 );,, Truss: CS 1.Builder and erection contractor should be advised of all General Notes 1.This design M based only upon the parameters shown ands for an lndtndual ' ' OREGON Q" and Warnings before construction commences building component.Applicability of design parameters and proper Va. 2.2v4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. eV AA((�� ''J` 3.Additional temporary bracing to insure stab Idy during construction 2 Design assumes the top and bottom chords to be laterally braced at J . A ti1,I' -t b• `fs.- istheresponsiblryoftheerector.Additional permanent bracing of 2oc and at l0 oc respectvey unless braced throughout their length by /, T - DATE: 10/26/2015 me overallatmaureamereaponaolryormebaIdnadeagnec co"knuoussheathingsuch asplywoodsheathmg(TC)andmrdrywall(BC) •1 �2 3 2s impart bridging or lateral bracing required where shown++ BALA_ C` SEQ.: El4 8 7 3 6 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are or'dry contlltion"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 Dees S5 ssumes full bearing at all supports shown Shim or wedge if EXPII--IE J. 12/31/2016 fabrication,handing shipment and nstallation of components ry 7.Designlssall es adequate ore nage lotrus,a October 27,2015 6.This design s furnishedsubiect to the 11 bef ons set forth by e.Plates shall be boated oncenter both faces of buss and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic corns dor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10-(-246) 204 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 4=( -60) 472 WEBS: 2x4 KDDF STAND 3- 4=(-1748) 460 11-12=(-153) 1254 4-11=(-615) 289 LOADING 4- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD = 42.0 PSF 7- 8=1-1946) 412 12- 7=(-246) 204 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LL = 25 POE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) 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" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 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 = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" T f f MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" ,r .( '1 1' '( 4' 4' MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 a 9.00 4.0" Design conforms to main windforce-resisting 5 .1'-,( system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) M-5x6(S) load duration factor=l.6, End vertical(s) are exposed to wind, 0.25" 0.25" Truss designed for wind loads in the plane of the truss only. q I 6 M-1.5x33 714-1.5x3 o 0 1 ' -3x5 M-3x4 10.25" M-3x4 M-3x5 r py PRO E M-5x8(S) 0 GV VF y y y y y �cs5 _.f‹, NSR �Q� 6-08-03 8-03-13 8-03-13 8-08-03 y y b y 1-00 34-00 1-00 8•'782PE <-- • JOB NAME : POLYGON 3410-D NH - C6 Scale: 0.1602 ., s•/ WARNINGS: GENERAL NOTES, unless otherwise notedp OREGON �,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ��' Truss: C6 and Warnings before construction commences building component.Applicability of'design parameters and proper /ft f4 2.2x4 compress on web bracing must be Installed where shown.. incorporation of component s the responsibility of the building designer. a� �f,,Q {.� '--';4Z. - V 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 9N/ I R V � . 's the responsibility of the erector.Additional permanent bracing of T o c and at 10'o c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /. - NUL DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.• SEQ.: K 14 8 7 3 61 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. . fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 6.Design assumes full bearing et all supportshown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES: 1213112016 fabrication,handling, ry. /�} 1,� 01 5 IRE shipment and Installationmaion components. T.Design allb assumes adequateobothi face is truss.and placed so their center TPIANrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate hr inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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=(-2964) 606 1-6=(-574) 2210 6-2=( -246) 1338 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1892) 432 6-7=(-568) 2182 2-7=( -986) 270 WEBS: 2x4 KDDF STAND 3-4=( -202) 228 7-8=(-366) 1342 7-3=( -708) 3166 LOADING 4-5=( -14) 6 3-8=(-2634) 656 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF B-4=( -204) 182 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required.-'(; LL 25 PSF Ground Snow (Pg) 0'- 0.0" -533/ 2562V -141/ 277H 5.50" 4.10 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN @@ADDL: BC CONC LL+DL= 1175.0 LBS @ 2'- 0.0" 10'- 0.0" -820/ 3392V 0/ OH 5.50" 5.43 KDDF ( 625) nails staggered: AUDI: BC CONC LL+DL= 620.0 LBS 8 4'- 0.0" 9" oc in 1 row(s) throughout 2x4 top chords, ADDL: BC CONC LL+DL= 620.0 LBS @ 6'- 0.0" 9" oc in 2 row(s) throughout 2x6 bottom chords, @@ADDL: BC CONC LL+DL= 1755.0 LBS @ 7'- 0.0" 9" oc in 1 row(s) throughout 2x4 webs. ADDL: BC CONC LL+DL= 994.0 LBS @ 9'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.015" @ 6'- 4.9" Allowed = 0.454" MAX TL CREEP DEFL = -0.045" @ 6'- 4.9•• Allowed = 0.606" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.007" @ 9'- 6.5" Design conforms to main windforce-resisting 3-08-09 2-11-13 2-11-13 0-03-12 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-1.5x3 5 load duration factor=l.6, 4End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. Z m®_mmis -, 1 6 *8 o M-3x4 M-1.5x3 M-5x8 M-4x8 +1175# 4620# +6Y ) 1755# +9446y , ) 3-06-13 2-10-01 3-07-01 is) P n -Q,4- y > � �t� .----:'49- - l 10-00 \ i 0 89'82PE fir"• •JOB NAME : POLYGON 3410-D NH - CGIRD ._J JJ� . • Scale: 0.2846 _ ,,,v j\ WARNINGS: GENERAL NOTES, unless otherwise noted Truss CGIRD 1.Builder and erection contractor should beadvised ofall General Notes 1.This design isbased only upon the parameters shown and sfor anlndkidual A -74e.-OREGON r�Rs • and Warnings before construction commences. bolding component.Applicability of design parameters and proper iGFsy �' 2.204 compression web bracing must be installed where shown+. incorporation of component re the responsibility of the building designer. "17:: :i- 9' A I?. 2.Design assumes the lop and bottom chorda to be laterally braced at 7� ^}R y'"`� t�,,,..4...w-- 3.Additional temporary bracing to insure stability during construction 2 o c and at 10'o c respectively unless braced throughout their length by ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). P Ry� DATE: 10/26/2015 the overall structures the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ A.�� SEQ.:. K14 8 7 3 6 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for arycondition'or use. 5.CompuTrus has no control over and assumes no responsibiley for the ry.6.Design assumes full bearing at all supports shown.Shim or wedge if E P I R 12/31/2016 fabrication,handling,shipment and installation of components. l,� 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTtus Software 7.6.7(1 L)-E 1g.For basic connector plate design values see 685-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 68 2-4-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 111 TC LATERAL SUPPORT <- 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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 PDF 0'- 0.0" -77/ 264V -19/ 72H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -179/ 226V 0/ OH 1.50" 0.36 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) ** 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. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed - 0.123" MAX TC PANEL TL DEFL = -0.010" @ 1'- 1.5" Allowed - 0.184" MAX BC PANEL LL DEFL = 0.017" @ 4'- 4.6" Allowed - 0.454" MAX BC PANEL TL DEFL = -0.208" @ 5'- 10.2" Allowed - 0.606" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 1-11-11 system and components and cladding criteria. •Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 9.00 ' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 -/ f TY4 M-3x4 y y y 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 I 10-00 • 89782PE JOB NAME : POLYGON 3410-D NH - CJ1 • Scale: 0.5235 _/ /`. •.`.�j WARNINGS: GENERAL NOTES, unless otherwsenoted: ,e OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 'Q ' Truss: CJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4� A - 2.2x4 compression web bracing must banstalled where shown*. incorporation of component is the responsibility of the building designer. ..[} Cf�T < V �, 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom unless braced to be laterally braced at • T� "-1 '_ J �ttJ- Is the responsibility of the erector Additional permanent bracing of c o.c.and at 10 OA respedvely throughout their length by ` +' DATE: 10/26/2015 the overall structure Is the responsibility f the building des 0Im pa us sheathing such as plywood sheathing(TC)whereshown 4r tlrywall(BC). A J�1 y j +' 1 p ty o B goer. 3.2s Impact bridging or lateral bracing required where shown*+ �.J L. SEQ.: K1487363 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respede contractor. • fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are or drycondition"oruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Do g assumfull bearing at all supports shown.Shim or wedge ifnecessa 'EXPIRES.: 12/31/201-6 fabrication,handling, ry. edisubjecaotl aioncomponents. T.Plates assumes adequat e oth face Is provided.an October 27,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPVWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sde of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- D.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KDDF hl&BTR SPACED 29.0" O-C. 2-3=(-46) 92 TC LATERAL SUPPORT <= 12"00. 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" -23/ 364V -37/ 118H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -220/ 199V 0/ OH 1.50" 0.32 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 10'- 0.0" 0/ 85V 0/ OH 5.50" 0.19 KDDF ( 625) ** 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND- 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/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 = -0.018" @ 2'- 3.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.045" @ 2'- 0.7" Allowed = 0.935" MAX BC PANEL LL DEFL = -0.025" @ 9'- 4.6" Allowed = 0.459" MAX BC PANEL TL DEFL = -0.268" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 3-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 177 3 (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. to M f M-3x4 y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 10-00 • PR pFF49. 8972PE �" JOB NAME : POLYGON 3410-D NH - CJ2 Scale: 0.4860 -• Arair WARNINGS: G. hRAe NOTEdesign unless otherwise epane parameters 1O- REGON) Truss: CJ2 and er Warnings sbeforcc construction uld me be advised of all General Notes builoeced oplycaupon y opesigneters and isforan ntlry dual ^� and Warn ngs before wnsbuction commences, building component.Applicability of design parameters and proper v AV 2.2x4 compression web bracing must be nstalletl where shown+ incorporation of component Is the responsibility of the building designer, '(� f3. 3.Addtcoal temporary bracing to insure stability during construction 2 Design assumes the top and bottom chorda to dtlaterally braced eat n 1v(`- - isthe responsbsltyofthe erector.Additional permanent bracing of Y0.c.and atca o.c.respectsely unless braced throughoutiher length by T DATE: 10/26/2015 the overall structure is the res onslbih t the buildingtlesi ser. continuous sheathing such as plywood cited ng(TC)and/or Erywall(BC). Aq i L (�r 4, p ly o g 3.2x Impact bridging or lateral bracing required where shown++ 1.7 ♦ SEQ.: K1487364 4.5 bad should beapplied toany component until after all bracing and 4.InstallWon of truss isthe responsibility ofthe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loaW W appliW to any componeW. and are b aryoondhlon^oraae. 5.CompuTrus has no control over end assumes no responsibility for the B.Design assumes full bearing stall supports shown.Shim or wedge If CV EG `/3 01 6 fabrication,handling,shipmentcomponents. scary. EX PIRDS' 12/31/2016 and installation of com ts. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is tarnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIIV'lCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. MiTek USA,Inc./CompuTrus Software 7,6.7(1 L)-E 10.For basicconnector plate design values see ESR-t311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 68 2-5=(-170) 221 3-5=(-287) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-347) 162 WEBS: 2x4 KDDF STAND 3-9=(-101) 63 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 534V -55/ 165H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -114/ 53V 0/ OH 1.50" 0.09 KDDF ( 625) 10'- 0.0" -42/ 268V 0/ OH 5.50" 0.43 KDDF ( 625) ** 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. BOTTOM CHORD CHECKED FOR 1OPSF 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 - -0.004" @ 5'- 1.1" Allowed = 0.270" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.178" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed - 0.605" 5-11-11 MAX HORIE. LL DEFL = 0.002" @ 9'- 9.2" T f MAX HORIE. TL DEFL = 0.003" @ 9'- 9.2" 4 -/ M-1.5X3Design conforms to main windforce-resisting 9.00 12 3 0system and components and cladding criteria. yy Wind: 140 mph, h=21.4ft, 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. I 0 o /- I IA o f 5 I 0 1 M-3x4 M-1.5x3 l y 1-00 y (PROVIDE FULL BEARING;Jts:2,9,5 I 10-00 � [ � t ':'97-82-PE- 1.. JOB NAME : POLYGON 3410-D NH - CJ3 i - Scale: 0.4485 ,:/ MO GENERAL NOTES, unless otherwise noted: / j' w 1 �h WARNINGS: OREGON M.. 1.Builder and erection contractor should be advised of all General Notes 1.This design abased only upon the parameters shown and slot an Individual �� Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper �L g 2.2x4 compression web bracing mud be installed where shown+. incorporation of component is the respons blAy of the building designer. eq V {�w., V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at Y - '� _ { � T is the responsibility of the erector.Add t onal permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility of buildingdesigner. continuous suchrlas alcng red uire wheresand/or tlryvrell(BC). �J7 1 '�' 1-. p ry e goer. 3.Zit Impact bridging or lateral bracing required shown++ �`1 {� SEQ.: K 14 8 7 3 6 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is s thhe responsibility aespo si ulsy of the nenp respective iieive environment, fasteners fasteners are complete and at no time should any loads greater than Design assumes design mads be applied to any component. and are for dry condition"of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Oesgnassumesfullbearngcteilsuppodsshown.Shimorwedgeif EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their canter TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s@e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESP-1311,ESR-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 68 2-5=(-153) 194 3-5=(-252) 199 SC: 2x4 KDDF #1&BTR SPACED 24.0•' O.C. 2-3=(-318) 149 WEBS: 2x4 KDDF STAND 3-9=( -79) 37 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12•'00. DON. 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" -42/ 533V -74/ 213H 5.50" 0.85 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 10.9" -95/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) 0* For hanger specs. 10'- 0.0'• -37/ 253V 0/ OH 5.50" 0.40 KDDF ( 625) g - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 100SF 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 7-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T . MAX TC PANEL LL DEFL - 0.007" @ 2'- 9.3" Allowed - 0.391" g MAX BC PANEL TL DEFL - -0.431" @ 5'- 1.3" Allowed = 0.605" MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.2" I �( MAX HORIZ. TL DEFL - 0.002" @ 9'- 9.2" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. M-1.5x3 o 3 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.4. load duration factor=1.6, ~ End Vertical(s) are exposed to wind, ,oTruss designed for wind loads 0 in the plane of the truss only. ao 0 41 f o , �� 5 -/ I ** 0 1 M-3x4 M-1.5x3 b ), ), PR 1-00 (PROVIDE PULL BEARING;Jts:2,4,5 10-00 � �u;,D •P11��(�� _ �GIN �4, /Qti 89`?82Pn • JOB NAME : POLYGON 3410-D NH - CJ4 • • • Scale: 0.4170 ..1 WARNINGS: GENERAL NOTES, unlessotherwlnotetl / seOREGON �' Truss: CJ4 1.Balder 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 1! and Wam ngs before construction commences. building component.Applicability N design parameters and proper Q� 2.2x4 compression web bracing must be Inst I d where shown+. incorporation of component he the responsibility of the building designer. I}�` 3.Add,toval temporary bracing tonsure stability during construction 2.Design assumes the top and bottom unless braced to be laterelty braced at �� {jY4- isthe responsibility ofthe erector.Additional permanent bracing of 2oc and at l0 o.c.rSashas rvety bmcetlthroug utl their length by PAUL ` �+ DATE: 10/26/2015 the overall structures the responsibility f the building designer. continuous sheathing such lbalcwg requirede iwhere own+r drywell(BC) ` P ty o g g^er 3.2s impart bridging or the lateral bracing where shown++ SEQ.: K1487366 4.No load should be applied to any component until after all bracing and 4.Installation of truss is thresponsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, " TRANS ID: LINK design loads be applied to any component. and are or"dry condition"of use. 5.Com Trus has no control over end assumes no re 8.De6 necescerysumeslullbea0rgalalsupportsshown.Shimerwedgeif � �'� .`• 12/311201 pu responsibility for the scary. awS' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subjed to the Iimeatlona set forth by e.Plates shall be located on both faces of truss,and placed so their center TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./Complies Software 7.6.7(1 L)-E 10.For basic connedor 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 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 NODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 68 2-5-1-199) 235 3-5-(-305) 259 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3-(-364) 170 WEBS: 2x4 KDDF STAND 3-4=(-113) 69 LOADING TC LATERAL SUPPORT <= 12"0C. 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" -53/ 558V -93/ 262H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.2" -62/ 288V 0/ OH 5.50" 0.46 KDDF ( 625) 9'- 11.7" -78/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) ** 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. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9-11-11 MAX TC PANEL LL DEFL = 0.011" @ 7'- 8.2" Allowed - 0.379" T f MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed - 0.605" MAX HORIZ. LL DEFL = -0.003" @ 9'- 9.2" MAX HORIZ. TL DEFL - 0.003" @ 9'- 9.2" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,11°41/111111111211111111117M- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 00 ti4,N 0 r0 I 1 .. 5rlo 3x9 M-1.5x3 Op PR pr J, 1-00 y (PROVIDE FULL BEARING;Jts:2,5,4 110-00 y f ` ti\ctN E /0 x. 8..!782PE JOB NAME : POLYGON 3410-D NH - CJ5 Scale: 0.3653rr �•/ WARNINGS: GENERAL NOTES, unless otherwise noted. �' 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and Is for an Indlvldual -7 _OREGON Q Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper *J��., ('I 2.2x4 compression web bracing must benstalled where shown+ incorporation ofintop component is the responsibility of the building designer. Lf,Q { V 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at lf)9 1 I'� { � 2 eo.c.and at 10 o.c.rsuch as sly unless braced throughout their length by seo responsibility of the erector.Additional permanent bracinge:of continuous sheathing such as plywoodtilred ng(TC)and/or tlrywall(SC). -A j1. 04.0 DATE: 10/26/2015 the overall structures the responsibility of the binding designer. 32x Impact bridging or lateral bracing required where shown++ WL SEQ.: K1487367 4.No load should be applied to any component until after all bracing and 5.4.Design ofrtruss Iss trusthhee respobe ullitytlnty of thmspnon-coroeiveeiwcte,. , fasteners are complete and at no time should any loads greater than9a design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ullbeadnga:a Suppe sshewn.shimorwetlgeIt EXPIRES: 12/31/2016 wary. L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design isfumishedsubject tothe limitations set forth by 8.Plates shalbelocated onboth faces oftruss,and placed sotheir center October 27,2015 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide weh joint center tees. 9.Digits indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, • End vertical(s) are exposed to wind, LL — 25 PSF Ground Snow (Pg) Truss designed for wind loads ,I in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-09 0-03-12 T T 12 9.00 M-1.5x3 3 —/ 2 1 0111 w A M-3x4 M-1.5 5x3 y b b 1-00 3-05 PRoFE • JOB NAME : POLYGON 3410-D NH - D141.FX.> Scale: 0.6603 �• '_ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 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 ndhdual '� ^'s Truss: Dl and Warnings before construction commences building component Applicability of design parameters and proper Ay 2.2x4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. �(j :"14y, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced al is the responsibility of the erector.Additional permanent bracing of o c and at 10 o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure s the responsibility the bu building continuous sheathing such as plywood aired in ere s ownand/+tlrywall(BC) 1 ofg designer. 3.2x Impact bridging or lateral bracing required where shown++ L,SEQ.: El4 8 7 3 7 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 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 conditionor use. II}�))//��{/ne�//� 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31IGV16 fabrication,handling,shipment and installation of ssary sujn components. 7.Design latessetassumes aded oneothifceio truss, October 27,2015 6.This design is famished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so(heir canter TPIiWrCA 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 USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,050-19ea(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1513TR LOAD DURATION INCREASE = 1.15 1-2-) 0) 36 2-4-(0) 0 BC: 2x4 KDDF #1513TR SPACED 24.0" O.C. 2-3-(-44) 19 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" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i 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 - 0.004" @ 2'- 0.1" Allowed - 0.174" MAX BC PANEL TL DEFL - -0.005" @ 1'- 8.5" Allowed - 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL - -0.000" @ 3'- 4.3" Design conforms to main n windforce-resisting 3 system and components cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. N oti 1 M O1 o 2 ► 4++ M-3x4 * k y 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,4,3 .' PRO..: , 89782PE JOB NAME : POLYGON 3410-D NH - D2 Scale: 0.8868 • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should beadvised ofall General Notes 1.This design Nbased only upon the parameters shown and sfor enlndtudual OREGON 0'. �. Truss: D2 build component.Applicability of desparameters and and Wam ngs before construction commences. po comport pP dY tin proper (h 2.204 compression web bracing must be installed where shown+. incorporation of componentd the responsibility of Me building tlesigner. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be la[erelty braced at � � is Me responsibility of the erector.Additional permanent bracing of 2o.c.and at 10 o.c respecthrety unless braced throughout their length by iir - v '- DATE: 10/26/2015 the overall structure is the responsibility of the building tlesi continuous sheathing such as ptywootl sheathing(TC)and/or drywall(BC). P.A ] �+{�- p ty g gner. 3.2x Impact bddging or lateral bracing required where shown++ I.. SEQ.: K1487371 4.No load should be applied to any component until after all bracing and 5.4. allationoftrutrusseeresposibillityd tthenre pedNeo environment, and fasteners are complete and at no see should any loads greater thanDesign assumes design loads be applied to any component. antl are for"dry condition"Muse. v RES 12/31/2016 c�r TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES.:5.CompuTrus has no control over and assumes no responsibility for the necessary. I.� r"( fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Mmes,and placed so their center TPIIWECA in 8051,copies of which will be furnished upon request. Tines coincide with joint center lines. S.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1) 76 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" -62/ 2B7V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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.D" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.B" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T T 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. ti o � ti va T /- 1 M-3x4 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 • y • G1N -e 9'782 P B JOB NAME : POLYGON 3410-D NH - J1 Scale: 0.5751SIM WARNINGS: GENERAL NOTES, unless otherwise noted 'el Truss Jl 1.Builder end erection contractor should beadvsedofall General Notes 1.This designs based only upon the parameters shown and'sfor anindvdual '7 OREGON Q^ and Warnings be/ore construction commences building component.Applicability of design parameters and proper • 2.2z4 compressor web bracing must be installed where shown t incorporation of component s the responsibility of the building designer. `� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom unless braced be laterally braced at �� ,� r -•T f�1 � Yy�_ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively braced throughout their length by 1•r { DATE: 10/26/2015 the overall structure is the responsibility of the building designer. continuous Impastsdgem ogaterbes atywooesbeamhrew shown rtlrywall(BC). 3.2x Impact of truss g lateralhresponsibingility required red re pasthowntt SEQ.: K1487372 4.Noload should be applied toany cemponentuntil aReretlbraungand 4.Ins al at ono(tmssbtheresponsbNtyoftherespegrvecenlragor. fasteners are complete and at no titre non- corrosive should any bads greater than 5.Design assumes trusses are to be used in a nonorrosive environment, " TRANS ID: LINK design bads be applied bany component. and are o dry conditionor use. 5.CompuTrus has no control over and assumes no responsibility for the 8 Desieces ssumes full bearing at atl supports shown.Shim or wedge If EXPIRES: 'R 12/ 1/ 01 fabricator handling shipment and installation of components. necessary. 6.This design is furnished subject to the Imitations set forth by 7 DesignIren be lc ted on drainage lspruss,an ded. October 27,2015 e Plates shall be located on both faces of truss end placed so their center TPWVTCA in SCSI,copies of which will be famished upon request. lines coincide with joint centerlines. 9.Digits indicate sae of plate In inches. MiTek USA,Ino./CompaTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(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 #1&3TR LOAD DURATION INCREASE = 1.15 1-2-( 0) 68 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-78) 80 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 BAG 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" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed - 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 3 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=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. m M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 • P �GN�INEER 3j%� �`. e9182PE • JOB NAME : POLYGON 3410-D NH - J2 Scale: 0.5501 GENERAL NOTES, unless otherwise noted: yep / an�'t{�' WARNINGS: 1�OREG©N • �.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 _• t`l^ Truss: J2 and Warnings before construct commences building componenI Applicability of design parameters and proper 2 • 2.2x4 compression wab bracing must be nstaII d where shown incorporation of component Is the respons b Iffy of the building designer. �v 3.Additional temporary bracing toinsure stability during construction 2 Design assumes the top and bottom chortle to be lateraclly bracetlat { V s iha res onstbdi f the erector.add Clonal t braGn f 7 o.c.and at ea o c respectively unless braced throughout their length by p responsibility o permanent g° continuous sheathing such as bracing rd sheathmg(TC)and/or drywall(BC). AIS 1'i L 1*:- DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ SEQ.: K1487373 4.No load should be applied to any component until after all bracing and 4.5.Design talationofttruss isstherhe espto sibeulsydity f the ihnrosportoeventmactamen[, fasteners are complete and at no time should any loads greater than TRANS ID: LINK design loads beapplied toany component De are tali ran.of use. ppa gel 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6 Dee full bearing Callao rtsshown.Shimorwetl f EXPIRES: 12/31/2016 scary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sde of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 29.0" D.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x9 KDDF STAND 3-9=( -28) 90 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 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 lOPSF LIVE LOAD. TOP . 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !CONEi 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 LL DEFL - -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL - -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL - 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" f MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 7 4 -/ Design conforms to main windforce-resisting wsystem and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ti load duration factor=1.6, o. Truss I End vertical(s) are exposed to wind, o Truss designed for wind loads INNOMMEMMEMMOMMEMEMOMMIMME co 7 037201 A '' in the plane of the truss only. N �! r M-1.5x9 d o 1 MEEN NI,3x4 1 M-3x4 M-3x5 y b )' b 2-03-12 4-11-04 0-09 1-00 2-05-08 8-00 5-06-08 !PROVIDE FULL BEARING;Jts:2,4,7 I - ,ED R�FF�, 9782 P E JOB NAME : POLYGON 3410-D NH - J2C Scale: 0.5126 . WARNINGS: GENERAL NOTES, unless otherwise noted, OR N. r. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' �� hN. Truss: J2 C and Warnings before construction commences building component Applicability of design parameters and f tis the responsibility proper 2.2z4 compression web bracing must be installed where shown.. incorporationo component ponsibilrty of the building designer. -57.A4.-.. /� 3.Additional temporary bracing to insure stability during construction 2.2'o s.assumes the top and bottom chorda to be latera o braced at . A P -A J � � .- istheresponsbiRryaltheerector.Additional permanent bracing ofcontinuou2'oc.and at10•o.c.respectively unless braced throughout their length by - ` DATE: 10/26/2015 the overall structure is the responsbifily of the budding designer. 20 bridging sheathing stehesplywoodcrequired where ownryvrall(BC). ' x�� ` 3.In Impact bntlging or lateral bracing required shown Cos �iG' SEQ.: Ki4 8 7 3 7 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no dee should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to am component. and are or"dry of use. �/ (�G� 5.CompuTrus has no control over and assumes no responslblley for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. shipment end installation of components. fabrication,handling, + 7.Design assumes adequate drainage is provided. October 27,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTlus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 IC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-123) 107 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 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF D'- 0.0" -29/ 922V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -159/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL 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" 5-11-11 MAX TC PANEL LL DEFL = 0.194" @ 3'- 2.1" Allowed - 0.957" MAX BC PANEL TL DEFL - -0.154" @ 4'- 1.9" Allowed - 0.972" 3 -/ MAX HORIZ. LL DEFL - -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 9.50 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, io Truss designed for wind loads in the plane of the truss only. o ru /,/ 1-00 (PROVIDE FULL BEARING;Jts:2,3,9I 8-00 PR co� � ! 89 82 E JOB NAME : POLYGON 3410-D NH - J3 • Scale: 0.9979 =1 /'. •• �. WARNINGS: GENERAL NOTES, unless on the p e notetl � J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual t rt� Truss: J3 and Warnings before construction commences balding component.Applicability of design parameters and proper fJ� �L �I 2.2x4 compressor web bracing must be installed where shown t. incorporationra of component is the responsibility of the building designer. :v6)-7 ff� fl a� ...� t� 3.Additional temporary bracing to insure stability during constructor 2 Design assumes the lop and bottom chords to be laterally braced at 7 "1(}' Is the responebuyofthe erector.Adtlh oral permanent bracing of 7o.c.and at 10 o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structures the responsibility of the buildingdesigner. continuous or sten lbes plywoodc re aired where tlryvrell(BC). j y]. pons ty 3.2x Impact bridging or lateral bracing required where mown t -AUL. SE K14 8 7 37 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4' fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design logits be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes all bea ng at all supports shown.Shim or wedge if 12/31/2016 2/31/201 6 fabrication,handling,shipmentcomponents. ssery EXPIRES-.1 G ut and installationmof setf 7.Design shall b el adequate ton othifa ese is truss,and.d October 27,2015 6.This design is fumishetl subject to the limitations forth by 8.Plates shall be located both faces of truss,antl placetl so their center TPIrMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In Inches. MiTek USA,Inc./CompaTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 68 2-6-(-120) 199 6-5-( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-30B) 45 5-7=(-189) 300 5-3=( 0) 68 WEBS: 2x4 KDDF STAND 3-9=( -73) 63 3-7=(-310) 190 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 = 92.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL - 25 POE Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 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: Designchecked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 - 0.015" @ 2'- 4.4" Allowed = 0.270" 5-11-11 MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" T 1' MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.076" 4 -1 MAX TL CREEP DEFL - 0.000" @ 7'- 3.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 9.00 12 (j MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. d, Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, M-4x6 o End vertical(s) are exposed to wind, rnTruss designed for wind loads 3 in the plane of the truss only. I....____, __. .._____ __ . 7 111 o M-1.5x4 .8, 1110 Ir=e M63x4 0 0 1 M-3x4 M-3x5 / / ,1 y 2-03-12 4-11-04 0-09 y b / l 1-00 2-05-08 8-00 5-06-08 �0 P ROPEs (PROVIDE FULL BEARING;Jts:2,9,7 : e9`782PE JOB NAME : POLYGON 3410-D NH - J3C ...i. i Scale: 0.4686 ,:/ 'S WARNINGS: GENERAL NOTES, unless otherwise noted: / Truss J3C 1.Builder and erecscn contractor should be advised of all Genetal Notes 1.This design sbased only upon the parameters shown and isfor anindividual p OREGON and Warnings before construction commences building component.Applicability of design parameters and proper ,... 4& n0 T 2.2x4 compression web bracing must be Installed where shown 0. incorporation of components the responslblity of the building designer. • -v i -V 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the lop and bottom unlesschobac dbe ally braced at 7� '•i j� `"�'s? '- Is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 7 B o c.respects plywoody braced throughout their length by LII_ �i j ` DATE: 10/26/2015 the overall structure is the responsibility of buildingdes continuous sheathing such as sheathing(TC)and/or drywall(BC). P1 V L R`� pone ty o designer. 3.2x Impact bridging or lateral bracing required where shown++ -V SEQ. : K1487376 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry ponaaion°oruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if -EXPIRES: EXP I-RES• 12/31/2016 fabrication,handling, necessary. (abriU g,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1968(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-170) 138 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" -49/ 9BOV -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. TEE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.629" MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" 3 -/ MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main indforce-resisting 12 system and componentsand cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1"11-14 -/ 1 M-3x4 1-00 8-00 , �i�.p (PRQ . 'c' (PROVIDE FULL BEARING;Jts:2,9,3 _ ,�, yt �4N /�`A 9782PE JOB NAME : POLYGON 3410-D NH - J4 ,,. i Scale: 0.4357 WARNINGS: GENERAL NOTES, unless otherwise noted. •/ OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual r�,1 Truss: J4 and Wamngsbeforeconstruction commences. building component.Applicablitynldesign parametersand proper 2� 2.204 compression web bracing must be Installed where shown«, ‹;S- incorporation of component s the reaponsib Ilry of the bu Itling designer. �,(X a„ 3. Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 7T �r V •�' la the responsibility of the erector.Atltlit&nal permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by continuoussheathing such esag itlrywall(BC). PAUL + l DATE: 10/26/2015 the overall structures the res ons bl N of the building designer. 3.20 Impact bridging or)stere)bracing required whereahean++ • SEQ.: K1487377 a.No load should be applied to any component until after all bracing and 4.Installation&truss is the responsibility of the respeabe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for•ary condition"or nae. 5.CompuTrus has no control over and assumes no responsibility for the 6 nDry l uecessa assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 'R I /311201 6 fabrication,handling,shipment and installation of components. T.Platssassumes boaadequate on iopmsse October 27,2015 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 TPIIWTCA in BCS(,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits indicate sea of plate in inches. MiTek USA,Inc./CotnpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(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 IC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( O) 68 2-6=(-230) 310 6-5=( 0) 18 WEBS: 2x4 KDDF STAND; 2-3=(-912) 91 5-7=(-350) 968 5-3=( 0) 69 3-4=(-122) 92 3-7=(-482) 361 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 EDDY ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 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 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" 7-11-11 MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" T 1' MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" -/ MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. co 0 I M-4x6 3 -�I o M-1.5x4 0 0 143x40 M-3x4 M-3x5 2-03-12 4-11-04 0-09 J' b y 1-00 2-05-08 8-00 5-06-08 y ;�q((�(pn Ra 60- (PROVIDE FULL BEARING;Jts:2,7,4 -e\� �rtN 'll V �� 3/ `:9782PB r". JOB NAME : POLYGON 3410-D NH - J4C • „ Scale: 0.3929 '_/ WARNINGS: GENERAL NOTES, unless otherwise noted f Truss J4C 1.Builder and erection contractor should be advised of all General Notes This designs based only upon the parameters shown and is for an individual A .7 OREG©N ply and wain ngs before construction commences building component.Applicability or design parameters and proper "L 2.2t4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of Na building designer. �� (+}� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom unless brads ced throughout roughs braced at �� Yk- isthe responsibility of the erector.Additional permanent bracing of 2'o c.and al 70 A.respectrveN oods braced throughout their length by - DATE: 10/26/2015 the overall structure sine responsibility of building tlesignercontinuous sheathing such as plywood required sheathing(TC)and/or drywag(BC) A i ' f2` 4.No load should Be applied to any3.In Impact bridging or lateral bracing owhere shown++ A�W C SEQ.: K1487378 pDcomponentuntilafteratbracingand 4.Installation of truss is the responsibility ftherespectivecontractor. fasteners are complete and at no time should any loads greater than 5.Design a es trusses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applietl to any component. and are for condition"of use. Design S.CompuT d has no control over and assumes no responsibility for the 6 noduses ssumes NII bearing at all supports shown.Shim or wedge if EXP �� fabrication,handling,shipment end installation of components. 7 6.This design Isfurnished subject tothe limitations set forth b 7.Designssahaft be drainageistruss,d. October 27,2015 Y 8.Plates located on both faces of truss,and placed so their center TPUWiCA in BCS(,copies of which will be furnished upon request lines coincide with joint center lines. 9.Diggs indicate s5e of plate in inches. MiTek USA,Inc./CompuTnls Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 54 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" �) MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed - 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed - 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" 3 MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 2 (I) Design conforms to main windforce-resisting 9.00 177 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, o Truss designed for wind loads 0 in the plane of the truss only. r 0 ti f 01.1./12/ o �� 5�� 0 1 M-3x4 y y y y �a„tp PR9.F-s 1-00 8-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,4 I . :'., \(�J0{9ry1p �`® / -. JOB NAME : POLYGON 3410-D NH - J5 Scale: 0.4026 / GENERAL NOTES, unless otherwise noted: '• / �^v "t' WARNINGS: •�/w OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual If'J' a Truss: J5 and Warnings before construction commences building component.Applicability of design parameters and proper &) C 2.2x4 compression web bracing must be Installed where shown«, incorporation of component re the responsibility of the ally ng designer. LVf �y�/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at p r- A � is the responsibility oI is erector.Adtllt onal permanent bracing of 2o.c.and at l0 o.c respectively unless braced throughout their length by /� continuous sheathing such as plywood sheathing(TC)andror dryvrell(BC). PAUL} �.. DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«c - ry 1� 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K1487379 fasteners are complete and atntimeshouldanyloadsgreaterthan s.Design assumes trusses are tobeacedmanon-corrosiveenvironment, TRANS ID: LINK design loads be applied to any component. andaressumesfor"dry ondiearofase. 5.CompuTrus has no control over and assumes no re bilis for the 6.Dessumes full bearing et ell supports shovm.Shim or wedge If EXPIRES: 12/31/2016 sponsi y necessary. y C�'A E- !-L �7 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WrCA In BCSI,copies of Which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate stye of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E ta.For basic connector plate design values see ESR-131I,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #165TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=( ( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=( 6-3=( 0) 69 WEBS: 2x4 KDDF STAND -283) 270) 408 6-3- 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 38 TC LATERAL SUPPORT <= 12"OC. CON. 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 = 42.0 PSF BEARING MAX VERT MAX HOU BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 9-11-11 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" 5 -/ MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 9 12 i( Design conforms to main windforce-resisting 9.00 v system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I End vertical(s) are exposed to wind, o Truss designed for wind loads 1 in the plane of the truss only. r M-4x6 3 �O . A1! 11111111111.1....o..._ e at 1 8 a -m M-1.5x4 0 1 1 M23x4 0 o M-3x4 M-3x5 b b . ) 2-03-12 4-11-04 0-09 y1-00 , 2-05-08 b a-oo 7-06-03 ), 1-11-11 ), .-,,i-(1;,, .12) pR.px , !PROVIDE FULL BEARING;Jts:2,8,4,5 ! � �� .4t. 8-9782PE • JOB NAME : POLYGON 3410-D NH - J5C • • • Scale: 0.3317 =J / WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Truss: J5C 1.Builder and erection contractor should be advised of all General Nates This design a based only upon the parameters shown and Is for an individual -if QB and Warnings before construct on commences. building component Applicability of de59n parameters and proper _ 2.2v4 compression web bracing must be installed where shown+, incorporation of component la the responsibility of the building designer. h `, y �"J� 3.Additional temporary bracing to means stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -�/ ��p r - v1'�a/j'ra Is the responsibility of the erector.Additional permanent bracing of 2 so.and a110 0.5 reepectrveN unless braced throughout their length by r �+ DATE: 10/26/2015 the overall structure is the responsibility of the building designer. comm�aousahgingogsuchenacing rd aired lneresh wn+drywall(BC). lis �� t'2 3.2v Impact brltlging or lateral bracing required where shown++ T'r S SEQ.: K1487380 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. . fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environme , .,TRANS I D: LINK design mads be applied to any component. and are roruary anaigon^of use. cnt 5.Com Trus has no control over and assumes no re 6.Design assumes full bearing at a0 supports shown.Shim or wedge if EXPIRES 12/31/2016 pu sponslbilOy br the necessery fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. OCtOIJ@f 27,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. uTrus Software 7.6.7 1 L-E 9.Digits indicate size of plate in Inches. MTek USA,Inc./Com p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 RIDE' #1&BTR SPACED 29.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11'- 11.7" -91/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net)-5 psf) uplift at 24 "cc spacing. 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL - -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL - -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL - -0.005" @ 11'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 7 3 Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, o Truss designed for wind loads o in the plane of the truss only. o of 0 c ,' 111 o = S►,� I o M-3x4 k y y y �p PROF ' 1-00 8-00 3-11-11 c�C.. - ,. _ NlQ� [PROVIDE FULL BEARING;Jts:2,5,3,4 e 9782PE �' JOB NAME : POLYGON 3410-D NH - J6 • • Scale: 0.3548 'T WARNINGS: GENERAL NOTES, unlessothenMse noted: F p �A �s' 1.Builder and erection contractor should be adAsed of all General Notes 1.This design k based only upon the parameters shown ands for an individual A II �REGOIV ^ a,�. Truss: J6 and Warnings before construction commences building component Applicability or design parameters and proper "('w� �t fp s(_ - 2.2x4 compression web bracing must be Nestled where shown 4. incorporation of component a:the responsibility of the builally ng designer. .'f7. d4 ly...' f ,1' �: 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom chows to be throughoutly braced at 7 ^I :S is the responsibility of the erector.Additional permanent bracing of 2'ac,and at l0 o c rsapectsas ply unless braced their length by - - DATE: 10/26/2015 the overall structure is the responsibility of the buildingdesigner. continuousxImpshging org aterhlbac plywood required where tlrywall(BC). -t PAUL �l- ponsi N 3.2x Impact bridging or lateral bracing requlretl where shown n11.1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility Ohm respective contractor. SEQ. : K14 87 3 81 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. 6 and are for nr full bearing ut all supports shown.shim or we f ) 5.CompuTrus has no control over and assumes no responsibility for the ceg assumes gra ppo wedge EXPIRES: 12/31/2016 ry. EXPIRES: c7 t/G fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in Inches. MiTek USA,Inc./Compulwe Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ES6-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6= BC: 2x9 KDDF #1&STR SPACED 29.0" O.C. 2-3=(-389) 369 (0) 0 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"00. UON. LOADING 9-5=( -44) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PST BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PST Ground Snow (Pg) 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PST LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 -/ COND. 2: Design checked for net(-5 9 psf) uplift at 24 "oc spacing. 10 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" 9 MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed - 0.939" 1 MAX HORIZ. LL DUEL - -0.007" @ 13'- 10.9" MAX BORIZ. TL DEFL - -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. 3 Wind: 140 mph, h=24.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, li o End vertical(s) are exposed to wind, o Truss designed for wind loads in the plane of the truss only. 0 0 a o = -, I 1 6�-� O M-3x4 yl-00 y 8-00 y 5-11-11 y .,a- NGI s 10 [PROVIDE FULL BEARING;Jts:2,6,3,4,5 -:1(� -Y :9782PE fir' JOB NAME : POLYGON 3410-D NH - J7 ,,.' ��/ Scale: 0.3133 WARNINGS: GENERAL NOTES, unless otherwise noted: ORI=UOIY Truss: J7 1.Solder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual F Q and Warnings before construction commences building component.Applicability of design parameters and proper 2.2114 compression web bracing must be installed where shown incorporation of component s the responsibility of the building designer. ,,�J /� �J" 3.Additional temporary bracing to insure stab ldy during construction 2 Design assumes the top and bottom chords to be latera o braced at J ^T Pty""4�.�,)' �!;y-`-fy is the responsibility of the erector.Additional permanent bracing of 2o.c.and at sheathing101 .respectivelysuch aspunless braced throughout theirlength by `4f DATE: 10/26/2015 the overall Structure's the responsblyatthe building desgner. continuous such aspywwheTC)and/ortlrywall(BC). PAUL. a�� 3.2z Impact bridging or lateral bracing required where shown+ SEQ.: K14 6 7 3 8 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry andidon°of use. �v/ pc{ Y7J�{/I�/� 5.CompuTrus has no control over and assumes no responsibilky for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if 'EXPIRES.:t-C-CJ. 2/3 I 1-G V 1 V fabrication,handling, Designery' L 1,� shipment and elle anon o/components. 7. assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIN8TCA in SCSI,copies of which wall be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L-E 9.Digits indicate soe of plate In Inches. P ( ) 10.For basic connector plate design values see ESR-7311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 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) 68 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-454) 436 3-9=(-229) 172 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF IL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 427H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 10-10-03 5-01-08 [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 �I 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 = 0.258" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" M-3x5(5) Design conforms to main windforce-resisting DI system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 10 Truss designed for wind loads 3 � in the plane of the truss only. 0 0I N o o 1 _ 6�_� o M-3x9 ��p PRQF . y y y > -,- . NGtNE�4 >'Pi 1-00 8-00 7-11-11 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I 44:' _ -G37� O G P L JOB NAME : POLYGON 3410-D NH - J8 Scale: 0.2795 v. MR WARNINGS: GENERAL NOTES, unless otherwise noted G` R �'A I�' 1.Builder and erection contractor should beadvised ofall General Notes 1.This design S based 0519 upas the perametersShown asd sfor an ndiwdual • -7 OREGON ^ Truss: J8 and Wemingsbefore construction commences buildingcomponentApplicablityotdeagnparametersandproper EEEC �4 2.2x4 compression web bracing must be InstaIled where shown+ ncorporetbn of component is the responsibility of the bldg designer. iff��eel �.I:. !_ �'` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at J ^i �+ J i{±i e the responwbnfry of the erector.Additional Pennanen[bracing of 2 o.c.and al l Cr o c respectively unless braced throughout their length by aVI V� DATE: 10/26/2015 the overall structure is the responsibility t the building designer. continuous sheathing later l bracing pcwg requirede sheath here shownor tlrywall(BC). ){+'i 7. _ p ty o 93.2x Impact bridging or lateral where shown+. PA-�7{� SE K14 8 7 3 8 3 4.No load should be applied to any component until after all bracing and 4.1stallation of tmss is Me responsibility of the respectNe contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nanrurrosive environment, design loads be applied to any component. and are for"'dry condition"of use. 'y'� TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at an supports shown.Shim or wedge if EXPIRES: A 2/31/201 6 eery. 7-T1��7 1 1 L V fabrication,handling,shipment and installation&components. 7.Design assumes adequate drainage Is provided. 6.This design kfurnished subject tothe Imitations set forthby 8.Plates shall bebcatedonboth faces oftruss,and placed sotheir center October 27,2015 TPIA1TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.7(1 L)-E 10.For basic connector Mate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 7.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 EDDY #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL — 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 V 3 0 0 I ne El 0 M-3x4 4 15 1 1-00 10-07 y -.2`0p F R pF ' 89?82PE 1 . JOB NAME : POLYGON 3410—D NH — P1 Scale: 0.6040Mfg WARNINGS: GENERAL NOTES, unless otherwise noted. , OREGON }) Truss P1 1.Builder and erection contractor should beadvisedof all General Notes Thls design is based only upon the parameters shown and is for an individual QN and Warnings before construction commences. building component.Applicability of design parameters and proper -(A,� 2.2e4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. "�°' � P^� _ I �j � 3.Additional temporary bracing to Insure stablRy during construction 2.Designassumssttie top and bottom chords to be laterally braced at �� I� Mme-. Is the responsibility of the erector.Additional permanent bracing o/ 2 a c and a110 o.c respectivety unless braced throughout their length by DATE: 10/26/2015 the overall structure s the responsibility of the building tleslgner continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC) AUL (c` A In Impact bridging or lateral bracing required where shown++ Ir T` SEQ.: K14 8 7 3 8 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are(Wary condition of use. y pc�s 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if EXRI!—LGJ. 12131/2016 fabrication,handling,shipment and installation of components. mm..., /�4 p� 5.This designs furnished subject to the limitations set forth b7.Designlsall belcated on both face is truss, October 27,2015 8.Plates shall be Joint on both faces of truss,antl placed so their center TPVWfCA in 0151,copies of which will be furnished upon request. lines coincide ash Joint center lines. S.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-19813(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 36 2-6=(-207) 605 6-3-( 0) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-693) 135 6-7-(-211) 599 3-7=(-662) 186 WEBS: 2x4 KDDF STAND 3-4=) -84) 82 7-4=(-132) 105 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -76/ 571V -43/ 124H 5.50" 0.91 KDDF ( 625) 10'- 7.0" -52/ 443V 0/ OH 5.50" 0.71 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans 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" MAX LL DEFL = -0.013" @ 5'- 8.4" Allowed = 0.483" MAX TL CREEP DEFL = -0.027" @ 5'- 8.4" Allowed = 0.644" MAX HORIZ. LL DEFL = 0.004" @ 10'- 1.5" MAX HORIZ. TL DEFL = 0.007" @ 10'- 1.5" 5-10-02 4-05-02 0-03-12 T .)' . . Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-1.5x3 4.00 GWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 .iiiioillIllIl 3 oI. I co coto o /- 2► 6 ri. 7 O M-3x9 M-1.5x3 M-3x4 y y b 5-08-06 4-10-10 1-00 10-07 89182PE N JOB NAME : POLYGON 3410-D NH - P2 �// ��,'J ' - Scale: 0.4415 . MOW • WARNINGS: GENERAL NOTES, unless otherwise noted' ��EG©IV *sJ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual C. 'Y ^*' Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper E/L` 2.2z4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building assigner. VeO� „a<t�, 3.Additional temporary bracing to Insure stability during constructor 2 Design assumes the lop and bottom chords to be laterally breceden '"'77 F:J y Is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o.c respectively unless braced throughout their length by �/'1. `V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL U I ', " DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2(Impact bridging or lateral bracing required where shown+* �'1�J L SEQ.: K 14 8 7 3 8 5 4.No load should be applied to any component until after all bracing and 4.Installation st gni i o of truss u s Is the s responsibility apo sibbe uGstyya the respective crosive ontractor. fasteners are complete and at no time should any loads greater than TRANS ID• LINK design loads beapplied toany component. and areror'dryconditiononditioff of usa. 5.CompuTrushas nocontrol over end assumes noresponsibility for the 6 Decaeg assumesNllbearngata0wpporh�houue Bhimorwetlgeif EXPIRES: 12/3112016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design is furnished subject to the limitations set forthrth byby 8.Plates shall be located on both faces of truss,and placed so their center TPIAA?CA In BCSI,copies of which will be rumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-46) 64 3-5=(-291) 172 BC: 2x9 KDDF #14015 SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-100) 69 3-4=( -7) 3 LOADING TO LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -67/ 463V -31/ 92H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.0" -37/ 318V 0/ OH 5.50" 0.51 KDDF ( 625) .. 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. 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/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 = -0.229" @ 3'- 11.2" Allowed = 0.455" MAX TC PANEL TL DEFL = -0.306" @ 3'- 11.2" Allowed = 0.683" 7-05-04 0-03-12 T T MAX HORIZ. LL DEFL - 0.001" @ 7'- 5.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 5.2" 4.00 17 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 4 -/ 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. N ii o N N rn 1 lirileMMEMEMMEMMIMMIMIMU o f 5 M-3x4 M-1.5x3 3' ) b 7-05-04 0-03-12 b b y 1-00 7-09 Q,ED P! opE �g B -� l'9782PE r JOB NAME : POLYGON 3410-D NH - P3 • `_�/ Scale: 0.5462 WARNINGS: GENERAL NOTES, unless otherwise notetl $, Truss: P3 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown ands for an ndNldusl -p7 OREGON) and Warnings before construction commences building component.Applicability of design parameters and proper l Q 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the respons bhty of the building designer. 'A(� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced a[ jas � yam'+•l .� �- IstheresponslbltyoftheerectorAdditionalpermanentbracingof 2o.c.and aloc respectively unless braced throughout their length by �.. 7 F (�_1 DATE: 10/26/2015 the overall structure s the responsibility of the building designer continuous sheathingr such as plywood sheathing(TC)and/or drywall(BC). PAUL ``� 4.No load should be applied to an 3.2x Impact bridging or lateral bracing required where shown e e ; SEQ.: K1487386y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. am are for"dry oondakn°Druse. 5.CompuTrus has no control over and assumes no responsibility for the 6.DesignassumesNII bearing at all supports shown.Shim or wedge if E�v/ pc ) fabrication,handling,shipment and installation of components. ry. C'A�I�G 12/31/ �1 ' 6.This design is furnished subject to the limitation set forth by 7.Designlsshaltb assumes adequate ne othifage to trusse n October 27,2015 8.Plates shall ee located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate see of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E t0.For basic connedor plate design values see ESR-1311,ESR-1988(MOck) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF S15NTR SPACED 29.0" O.C. Design conforms to main n windforce-resisting system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR bOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-05-04 0-03-12 T T 12 4.00 M-1.5x3 3 4 • o 0 1 N 2 In /- INAMMIMIMIIMIMIMIMIMIMMIMIIII Ilir 5 6 o M-3x9 M-1.5x3 1-00 7-09 Cat N��R / ...cp , per., e9'782PE • JOB NAME : POLYGON 3410—D NH — P4 , Scale: 0.5837 GENERAL NOTES, unless otherwise noted: •/ /OREGON MIMI WARNINGS: 577 OREGON 1.Builder and erection contractor should be advised of all General Notes I.This design le based only upon the parameters shown end s for an individual 77 Q Truss: P4 end Warnings before construction commences, building component Applicability of design parameters and proper 2 2 2x4 compression web bracing must be Installed where shown i. ncorpora8on of component is the responsibility of the building designer. �/. .;/ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally lanced a[ -.41&, (P. !' _\ 'ia Is the responsibility of the erector.Additional 1 bracing of 2'o.c,and at 10 o.c,respectively unless braced throughout their length by v p ty permanen g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL } �:' DATE: 10/26/2015 the overall structure is the responsibikly of the building designer. 3.2x Impact bridging or lateral bracing required where Mown e e V s. 4.No load should be applied to any component until alter all bracing and 4.Installation of buss is the responsibiBly of the respective contractor. - - SEQ.: K1487387 fasteners are complete and at no time should any loads greater 5.Designawumestrussesaretobeusedinanon-corrosiveenvironment, TRANS ID: LINK design loads be applied to any component andareErdry full condition"of use. R CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports Mown.Shim or wedge if -EXP1RES:.12/31/2018 7. I.� r� ME` �[G fabrication,handling,shipmentand ftothetallatioo of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is Enriched subject to the Iimkations set forth by 8.Plates Mall be located on both faces of truss,and placed so their center TPIIWICA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTros Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.151_ _ BC: 2x4 KDDF 8168TR SPACED 24.0" 0.C. 2-3=(-62) 32 2-9 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) • 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -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 = 0.054" fMAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, 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, Truss designed for wind loads 0 in the plane of the truss only. o 0 0 , o /- o IIIIII 4► i M-3x4 .6 b b 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I • AVo PR•Dass 89782PE l'"'' JOB NAME : POLYGON 3410-D NH - SJ1 Scale: 0.6696 . r MEW WARNINGS: GENERAL NOTES, unless otherwise noted' u ©�� Truss SJ1 1.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -y Ot�af and Warnings before construct on commences. building component Applicability of design parameters and proper 2.2t4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 2 �� 3.Additonaltempnmry bracing to insure stabilty during constructor 2.Design ad ito the top and bottom chordsbran be laterally braced atApy �t!j,. is the responsibly of the erector.Additional permanent bracing ofc2 o c.and at 70 o c reach as ey unless braced throughout their length by v++ DATE: 10/26/2015 the overall structures the responsbIyofthe buildingdesigner. 2ommpect rngingorsawnlbeAngre uiremmgRc)armorarywan(Bc) i f2 3.2a Impact bridging or lateral bracing required where shown++ L C' SEQ.: K148738B 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corm/We environment, TRANS I D: LINK design bads be applied to any component. and are for dry condition"of 5.CompuTrushasrocontroloverandassumesnoresponsbliyforthe 8 Design assumes Nllbearing atahsupports shown.Shim orwedge It EXPIRES; 12/31/2016 fabrcaton handling,shipment and Installation of components necessary. 6.This design Isturnshedsubject tothe limitations set forth by 7.Pashsign alelctedon drainagee is tpruss,a October 27,2015 8.Plates be located on both faces of truss,and placed so their center TPIAWICA in BCS(,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. Mirk USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-4-10) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=1-91) 63 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/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 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. COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 V 3 -/ MAX BC PANEL LL DEFL - 0.002" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 14D mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,.o load duration factor-1.6, o End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. m o f o o1/11t111411.1111.1111111 °° 4 4 rn M-3x4 y y i' b 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,9,3 :„.D ••ROf e9'782PE N JOB NAME : POLYGON 3410-D NH - SJ2 • ilii Scale: 0.6592 _10"." --- WARNINGS: GENERAL NOTES, unless otherwise noted: �Gl.a©*I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 6 G I J ^"a Truss: SJ2 and Warnings before construction commences building component Applicability of design parameters and proper 7 le� � -'-- e-- 3. M1y 2.274 compression web bracing must be Installed where shown+. IT.- Incorporation of component Is the responsibilitytof hebuilding des g^er. ////w��ss Lf y,,�; -V �. , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the reps and bottom chords to belaterally bracetl al -17� .� 7 ._ is the responsibility 1 the erector.Additionalpermanent bracing f 2'o c.and at 10'o c respectively unless braced throughout their length by p ty o g o conbnuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A�-"1 L c�. DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i i �,1 -- SEQ.: K1487389 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respeatNe contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. Design assumecondition.' onEbearingf use.supports gel 5.CompuTrus has no control over and assumes no responsibility for the 6.DeNII bearing t all su Ns shown.Shim or wed I EXPIRES-. }E . 1 2/ 1/201(mss. necessary. a C-/4 1-'TC C c7 IL1J V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 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 TPI/WTCA in BCS1,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Inc./CompATrus Software 7.6.7(11.)-E 10.For bask connector plate design values see ESR-1311,ESR-1985(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"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 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 92-0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 9917 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PST Ground Snow (Pg) 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. I 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 17. MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 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), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 A o ,_ p 1 mm 3mmim M-3x4 .6 b y 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 • t,pPR OfF44/ - ,°t 89 82 P E JOB NAME : POLYGON 3410-D NH - SJ2X r Scale: 0.6561 7 `% WARNINGS: GENERAL NOTES, unless otherwise noted: ©RECON �*a. Truss SJ2X 1,Builder and erection contractor should be advised of all General Notes 1.building g design Is based only upon the parameters shown end s for an individual 'p me, • and warnings Wm construction commences bulding component.Applicability of design parameters and proper ' A,;..;•_. _ 2 2x4 compression web bracing must be installed where shown incorporation of component is responsibility o1 the building designer. •` 3,Additional temporary bracing toinsure stability during construction 2 Design assumes the top end bottom chords to be laterally bracedat en 7��,�R�f-'� �a�`i' is the respons b l ry of the erector,Atld trona)permanent broi rg of 2 o,c,and at l0'o,c respectively unless braced throughout the r length by - ` "(f DATE: 10/26/2015 the overall structure s the responsibility f the buildingdes continuous rdgingiogatehssacwg re aired here sho) n 0tlrywell(BC) �"1 �` pone ty o goer. 3.2x Impact badging or lateral bracing required where shown i Ul_ - SEQ.: K 14 8 7 3 9 0 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and arerordryconalnon erase. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atall supports shoen.Ohimorwedge iI EXPIRES• 12/31/2016 fabrication,handling,shipment and installation of componentsnecessary,, 7.Design assumes adequate4. donborainage is provided. October 27,2015 6,This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center TPI/WfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sue of plate in Inches.. MITek USA,Ino,/CotnpuTtts Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-135) 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 BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 POE 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 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 BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -f MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX BORIS. LL DEFL = -0.001" @ 5'- 10.9" 12 '' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 Design conforms to mai n windforce-resisting system and components and cladding criteria. Wind: 190 mph, h-21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, End vertical(s) are exposed to wind, io Truss designed for wind loads o in the plane of the truss only. 0 o /- I 0 1 M-3x4 b ) )- b 1-00 2-00 3-11-11 I�p/�r(� IPROVIDE FULL BEARING;Jts:2,4,3 0 f'- 6".0. -(:�U :� �GlN.k /c:)'� 8.782PE mac., JOB NAME : POLYGON 3410-D NH - SJ3 Scale: 0.5345 / - WARNINGS: GENERAL NOTES, unless otherwise noted' C' �'A�^{#' : t.Builder and erection contractor should be advised of all General Notes i This design s based only upon the parameters shown and Is for an Individual OREGON ^ �, Truss: SJ3 and Warnings before construction commences building component.Applicability of design parameters and proper p 6 {�V 2.254 compress'.web bracing must be mat IIdwhere shown+ incorporation of component Is the responsibility of the building designer. ="tI { -V 3.Adddbnal temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et .�5 "'R _ y _ 2'o.c.and at 10 o.c.respectwely unless braced throughout their length by • -T v Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). i grk DATE: 10/26/2015 the overall structure s the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«+ /.�� SEQ.: K1487391 4.No load should be applied to any component until after all bracing and 44..Design assumes of tru'Nssts are responsibility sibility of nta non-corrosive contractor. environment, fasteners are complete antl at no lime should any loads greater than and ars ssu es sses"of use. TRANS I D: LINK design loads be applied to any component. 6.Design assn es full bearing at all supports shown.Shim or wedge if 5. 5.CompuTrus has no control over and assumes no responsibility for the ssnry EXPIRES: 12/31/2016 0 . fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center October 27,2015 TP WJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompaTrss Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7317.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-182) 120 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS 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 PSI 0'- 0.0" 0/ 249V -74/ 212H 5.50" 0.90 KDDF ( 625) 1'- 9.2" -195/ 296V 0/ OH 5.50" 0.97 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 11.6" -125/ 198V 0/ OH 1.50" 0.32 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" @ CO- 0.0" Allowed = 0.001" 3 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX BC PANEL LL DEFL = 0.008" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" 9, MAX HURIS. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 12 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. o O ri f o 1 M-3x9 y 1-00 y 2-00 y 5-11-11 y iNV P lL•I1 (PROVIDE FULL BEARING;Jts:2,4,3 I ' 89782PE 1`. JOB NAME : POLYGON 3410-D NH - SJ4 w � -. ' Scale: 0.4973 WARNINGS: GENERAL NOTES, unkssothervnse noted: ©��©� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual b. Truss: SJ4 and Warningsbefore construction commences. baling component Applicability of deo tern and / Q . M design poroma proper 2 2x4 compress on web bracing must be Installed where shown+. ..- incorporation of component Is the responsibility ty of the Wilding designer. 3.Additional temporary bracing to Insure stability during constructor 2 Design assumes the top and bottom chords to be laterally braced at �� . "� �f�r':-. is the responsibility of the erector.Additional permanent bracing of 2'OA and at 10'o.c.respectively unless braced throughout their length by - `(��++ DATE: 10/26/2015 the overall structure is the responsibility of building designer. continuous sheathing such as plywoodsheathing(TC)required (town 0 tlryvr411(BC) PAW-i i' } 3.2x Impact bridging or lateral bracing where shown++ J�{� 1 SEQ. : 14 8 7 3 92 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK dealgn mads be applied to any component. and are or^ary condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES. 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 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 TPIIWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a I { (Drawings not to scale) Damage or Personal Injury offsets are indicated. I g J ry MINDimensions are in ft-in-sixteenths. rekoh„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For U'1/16" 1\0111116 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 1111 411111_110, O bracing should be considered. 3. Never exeed the design loading shownand never � stack materials con inadequately braced trusses.a O 4 designer,ProvIderection e copies of tsu his tervisorruss r,,spro ign terto y owne erlagnd C7; Cb-7 C-6 For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. property plates 0- aa' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� PPIndicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS 13.Topchords must be sheathed orpurlins provided at SP represents ALSO approved/new values output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 411111 All, 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. ■� reaction section indicates joint 11111110116 Ma number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®imil , 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. sT BCSI: Building Component Safety Information, I' 1' ■ 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 lot MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 15-357_UPPER Fax 916/676-1909 POLYGON 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: R45755213 thru R45755224 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �NGI EFR `s/0 2 87022PE 9r � y CC%Aj, OREGON (15' �✓ 90 EMBER �\ \`.(7) 0S A. HEn E' 'IRE :06/30/20 r October 27,2015 Hernandez,Marcos 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. Job Truss Truss Type Qty Ply POLYGON R45755213 PL15-357_UPPER F01 FLOOR 1 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:11 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-ZyvJY cc5aeG5Qj9p0N_cobw4mZfj_K38vxVVxKyPA22 p-10-011 1-2-0 11 1-0-12 1 1 2-6-0 1 2-4-9 1 1 1-2-0 11 1-9-11 r1..8-01 f Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 I I 3x6 FP= 3x6= 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 91 ir -i.wl— . _ 10 11 12 13 14 ® a / 4%-----,.. _ I � � a ® 0 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 I I 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 36-12 I 8-8-53-Si 1 19-6-8 I 22-11-8 3.6-12 5-1-9 0-7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— 12:0-1-8,Edge1,13:0-1-8,Edoel.f18:0-1-8,Edae1,f19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-377/Mechanical,21=950/0-7-0,24=-15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=-121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��_cD PR Oren �c\� OG NEF9 �O'L �- 870 2PE 9r N rN -y �Aj, OREG'N c ZIZ �On �M'$ER1\ �O tS A. HEA EXPIRES:06/30/2017 October 27,2015 B B ilk WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,notis... a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755214 PL15-357_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:13 2015 Page 1 ID:s3crybS_6sJgMSM2Sm D_y9giZ-VK03zgetdBu_KktYwpPShDgEdZ9lBwvMbDQd?DyPA20 1 _ 0•M9 1 -1 1 Scale=1:40.5 404= 2x4 II 4x4= 3x4= 3x4= 304= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 a VS "e e 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4 = 4x4= 3x6= 4x6 = 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 17-0-21 I 23-9-0 I 16-5-2 b-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edqel,129:0-1-8,Edgel,130:0-1-8,Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0,78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=-4510/0,9-10=-4510/0,10-11=-4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=-4859/0,14-15=-4583/0,15-16=-4583/0,16-17=-4583/0,17-18=-3948/0, 18-19=-3948/0,19-20=-3948/0,20-21=-2879/0,21-22=-2879/0,22-23=-1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=-1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=-931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��G ED PROF .n 3)Refer to girder(s)for truss to truss connections. Q. F 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be \c„,<(-Y‘ attached to walls at their outer ends or restrained by other means. �� 9 87022P� r 4 CV - N p - OR GON ti�O� �A �'oOM$ER "\\ SA. HE- EXPIRES:06/30/2017 October 27,2015 ; t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ` Design valid for use only with Mile&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755215 PL15-357_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:14 2015 Page 1 ID:s3crybS_6sJgMSM2Sm(_Dy9giZ= Xfy XaSA?fVNVOryuSkUXwhEQDQSzTGwOpVgtAAPA2? I 1-0-0 I 1 0-10-2 II 1-2-0 1 ��7-141 Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e - o 0 0 - o - o ,o 0 0 - o ol - oaaoe' oa / \!® o / \`! 4// \ o�Xp� • a _ aU " 29 28 27 26 25 24 23 22 21 g 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5= 3x4= 12-10-10 I 11-8-10 0i2 -101 I 19 -0-8 I 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edge1,123:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=-1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=-3726/0,10-11=3737/0,11-12=-3737/0,12-13=-3422/0, 13-14=-3422/0,14-15=2618/0,15-16=2618/0,16-17=-1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=-1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=-832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 1 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��,q,0 PROFFS 17 4t* 870 ANG'NEFR S/�-1,- 870 2PE >N N y SAT OR EG N cp OIC/ 9O cctij$ER \1 Or, A. HS 0 EXPIRES:06/30/2017 October 27,2015 1 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI, Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755216 PL15-357_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:15 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-Sj8g0Lf78p8iZ21 w2ESwmemfnNxHftFf3Xvk46yPA2_ 0-10-0 I I 1-2-0 Ia1 �0� X3131 2-6-0 I 1 1-2-0 I I 1-3-7 I Scale=1:19.8 1.5x3 I I 3x4= 3x4 I I 4x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 fi 7 8 3x4= 9 e e e e e o e ® e .e ®c:io 0 Ni ri , N .. O O 6 O ,a, e 17 16 15 'dsC 13 12 11 10 1.5x3 II 1.5x3 I I ///��\ 3x6 = 1.5x3 II 1.5x3 II 3x4= 4x6= 3x4 = 1 3-0-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f3:0-1-8,Edgel,f7:0-1-8,Edgel,f8:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=409/0,5-13=0/713,5-14=-508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 't PRQ1 � ��GINE�'V /`-c-- _44../ 870 2PE /9r N a y �'O), OREGON (11;:i U✓/ 'A F�, O8ER 1\ �� On A. H ERCP EXPIRES:06/30/2017 October 27,2015 e 1 mu ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED TEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not < MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755217 PL15-357 UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:16 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-wviCbhglv6GZBBc6bxz9JrIppnEnOFIoHBfHbYyPA1 z I0-10-0 II 1-2-0 II 1-0-12 11 2-3-1 1 2-6-0 1 I 1-2-0 11 2-3-3 Scale=1:29.7 3x4= 3x4= 3x4 = 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 e NI® 44404ro N _ 4000 i O O O • -e fIj xx 1�� 18 171�8 ' 15 14 13 12 11 3x4= 3x6 = 3x8= 3x6= 3x4= 1 3-6-12 I 8-8-5 19-3-51)-10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edge1,13:0-1-8,Edgef,f4:0-3-0,Edgef,f6:0-1-8,Edae1,17:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress lncr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=-1/0-1-12,11=571/Mechanical Max Uplift 19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=805/0,6-7=-1681/0,7-8=-1777/0,8-9=-1777/0 BOT CHORD 15-16=499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=-177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. .(c-co PR()Fen �� 87022PE vr" N N y 4j, OREGO cP Olu �O ccMBER -0 C' On A. HSR�P EXPIRES:06/30/2017 October 27,2015 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 1i Design valid for use only with Mitek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing "A iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755218 PL15-357_UPPER F07 Floor 9 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:17 2015 Page 1 ID:s3crbS_6sJgMSM2Sm_D_y9giZ-06Gap1hNgQOQpLBJ9fUOr3ryHAVH7liyWrOr7_yPA1y 1 1-0-0 1 p-6-61 1 1-2-0 1 0-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 \ / N / N / N / \ /I /\ / \ / \e N a e 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4 = 12-6-14 1 11-4-14 11-11-11 I 18-8-12 I 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edoe1.123:0-1-8,Edae1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=3284/0,7-8=3284/0, 8-9=-3615/0,9-10=-3615/0,10-11=-3587/0,11-12=-3587/0,12-13=-3327/0, 13-14=-3327/0,14-15=-2563/0,15-16=-2563/0,16-17=1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=-282/0,13-23=-406/0,2-30=-1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <C0 co PRoFFss 870 2PE 9 cv tv --), OR EGO Otte , IsOr, MBER \\ \- S A. He?, \-4.P EXPIRES:06/30/2017 October 27,2015 t , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. IE. Design valid for use only with Mi Tek®connectors.This design k based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755219 PL15-357_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:18 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9g1Z-slgyONi?RkXHQVm VjM?dOG072axes805lV80fQyPA1 x I 2-3-0 I 2-3-0 1?'5- 11-2-0 11 1-9-11 1 2-60 I 00&_ Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x4 I 13x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 2 -siiii 14444444444444%. —i 44444444.4441449e ' irc,4,3 'iiiN ci e e e _ 18 17 16 15 14 13 12 3x4 = 1.5x3 I I 3x4= 3x8= 3x8= 3x5= 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)— 14:0-1-8,Edael,r15:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=-1867/0,5-6=-1867/0,6-7=-1190/0,7-8=-1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=-1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=-851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. cc 1/4Eo PROFFS 4cc'o ,`'' F9 s/0,,'7 1 870 2PE r- (5) N N , N y �Aj, OREG N ti�0L "P `,1/AMBER \1 OS A. HEP`�P EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Migek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755220 PL15-357_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:19 2015 Page 1 ID:s3crybS_6sJgMSM2SSm_Dy9giZ-KUOLEjidC1 f82fLhH4WsxUwHL_AXbeSE_9txCtyPA1 w 1 1-0-0 1 11 1-2-0 I I 7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 304= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 I/ o - 0 0 0 .A 0 0 0 0 o • P. 31 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 18-11-820-7000 - I I 6-1-14 Plate Offsets(X,Y)- f12:0-1-8,Edgel,f23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=-3697/0,10-11=3697/0,11-12=-3697/0,12-13=-3396/0, 13-14=3396/0,14-15=-2603/0,15-16=2603/0,16-17=1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��E� PROFF0 74GINE \ 87022P7r i i >c .g. 1,-. "0,,, OR GON ti�OWN 0,-, MBER S A. HS?' EXPIRES:06/30/2017 October 27,2015 f e AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1. Design valid for use only with MiTekS connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/iPil Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95510 Job Truss Truss Type Qty Ply POLYGON R45755221 PL15-357_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:19 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-KUOLEj idC 1 f82fLhH4WsxUwOu_MIblAE_9txCtyPA1 w 3x4 = 0111-11 I I 1-2-0 I I 0-10-1I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 e , . \ it7 a N 1.5x3 II 1.5x3 II 8 ♦ 7 fi • 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— 12:0-1-8,Edoel,03:0-1-8,Edaei LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �,s\V P R OFFS �c\�� NGI NEF9 `S/02-9 87022PE v / y �4j, OREGON c / 'AOr)ccMBER '\1 ' A. Hi# EXPIRES:06/30/2017 October 27,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTelOS connectors.This design is based only upon parameters shown,and is for an individual building coponent,not imm, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-357_UPPER F11 FLOOR GIRDER 1 1 R45755222 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:21 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-GtV5fPkukfvsHzU4oVZKOvObJor73SGXRTM2GIyPA1 u 0- -0 I 1-2-01 1I-0-121 F1-0.0 I 0 d 1 1-2-0 110-11-3 1 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 °O °O :. O 0 0°r - _Y35 _1 30 28 27 28 25 24 23 22 21 g 3x4 = 3x6= 4x5 = 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4 = 1 1-1-0 110-/--00) 1-8-0 12-3-0 I 3-6-12 1 8-8-5 3-5 -10-51 19-6-8 1 1-1-0 0-7-0 0-7-0 1-3-12 5-1-9 b7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edael,13:0-1-8,Edae),19:0-1-8,Edae),110:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=164/0-1-12,20=1315/0-2-12 Max Uplift32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=2370/0,10-11=-2900/0,11-12=-2900/0,12-13=-3113/0, 13-14=-3113/0,14-15=-2995/0,15-16=-2995/0,16-17=-2480/0,17-18=-2480/0 BOT CHORD 31-32=-450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=-917/0,5-29=-1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=-1122/0,18-20=-1819/0, 18-21=0/1654,17-21=-839/0,16-21=-438/0,16-22=0/283,11-24=-266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to � o) PR OF ss be attached to walls at their outer ends or restrained by other means. �5� 5)CAUTION,Do not erect truss backwards. r GIN -,-• > 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. �( 2 The design/selection of such connection device(s)is the responsibility of others. CC $7022 P E -7 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Loads(pIf) 2i .-c N Vert:20-32=-8,1-19=80 y '0j, OREGO 0-P ,40 Concentrated Loads(Ib) 'AO k`4,/ ` Vert:17=-791(F) QER 1 OS A. HS?‘ \-\ EXPIRES:06/30/2017 October 27,2015 f lei WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTekrS connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SPIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Solely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss 'Truss Type Qty Ply POLYGON R45755223 PL15-357_UPPER F12 FLOOR 1 1 Jab Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-133TskIVWy1 iv73GyC4ZY6YoeBFYoz5hg66boCyPA1t 10-10-0 1 1 1-2-0 1 1 1-0-12 1 1 2-6-0I 2-4-9 II 1-2-0 ii 1-9-7 1 Scale=1:34.0 1.5x3 I 13x4= 3x4 = 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 �I 1 B 0 71 19 18 17 16 15 14 13 12 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 3-5 -10-51 19-6-4 I 3-6-12 5-1-9 b-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edael.114:0-1-8,Ednel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=-2148/0,9-10=-2148/0 BOT CHORD 18-19=-294/18,17-18=-294/18,16-17=-294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=-512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��E O P R OFFS, 87022P� r y �'oj OR GON cp O(v ^P Cl AMBER 11 . OS A. HE'ik EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,058-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755224 PL15-357_UPPER F13 FLOOR 1 1 Job Reference(optionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-133TskNWyl iv73GyC4ZY6YvGBO7o63hg66boCyPAl t 3x4 = I 0-11-11 I I 1-2-0 I f— 0-9.5 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 ll i II MN MMIIII 0 N Il ' e� NM 111 1111 MI" II II Effir7 M1.5x3 II 1.5x3 II 8 019 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f3:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. so ROF ��S.. .AGF EF.q w 2 '� 87022PE -91' N ycEGOFMBER 1\ �O �`J A. HeC"` EXPIRES:06/30/2017 October 27,2015 t wit ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPi1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a I (Drawings not to scale) Damage or Personal Injury MNDimensions are in ft-in-sixteenths. iiiik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS O 1/f 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MIU"7EM O 161101114/%16 p bracig should be considered. �_—�► = O3. Never exceed the design loading shown and never o q Y O = stack materials on inade uatel braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-s C6-7 c5-6 2 designer,erection supervisor,property owner and plates 0-'na' 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 *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 E$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 in all respects,equal to or better than that �� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING g or less,if no ceiling is installed,unless otherwise noted. established by others. ....--- 15.Connections not shown are the responsibility of others. Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® (supports) occur. Icons vary but reaction section indicates joint ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMI MN II1s 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with m1111 project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review oil 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. Te kg' is not Sufficient. BCSI: Building Component Safety Information, II 111,111 I # 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, • ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015