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# PERMIT ADDRESS CLOSED �11� 20 MST2016-00354 17007 SW JEAN LOUISE RD 21 MST2016-00355 17015 SW JEAN LOUISE RD 22 MST2016-00356 17023 SW JEAN LOUISE RD 23 MST2016-00357 17041 SW JEAN LOUISE RD MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RT ENGLISH REVIVAL 4 PLEX 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: K1900726 thru K1900773 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. o I'ROpet,, �� NE�cx? /� c 89782PE ,�,OREGON �4° 1;9 4PY ir UL April 15,2016 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 ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. TC: 2x4 RODE 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 POE' 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 10PSF LIVE LOAD. TOP N-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-00 5-00 q T T 12 12 IIM-4x4 12.00 V 3 N 12.00 I ,dllIL, :O I I O 1 M-3x4 M-3x4 ty p/y y y )' 1-00 y '{" cO PROFS 1-00 10-00 -1N nC. tyGi1V 'dry fp,"'s_ gt. :9782PE C.- JOB NAME : RT ENGLISH REVIVAL 4 PLEX — Al -•' '''` Scale: 0.9072B VI / INN WARNINGS: GENERAL NOTES, unless otherwise noted 9�OREGON N.1.Bader and erection contractor would be advised of all General Notes 1.This design Is based only upon the parameters shown and h for an Individual o R s«O I V h Truss: Al end Warning.before construction commence.. building component.Applicability of design parameters and proper r„ ,. 2.2.4 compres.lon web bracing meet be Installed where shorn«, Incorporation of component la the reeponstbWRy of the building designer. "T �/4 P Y 1 b 3.Additional temporary brining to Imre stability during construction 2.Des.assume.the top and bottom choke to be leterelty braced et 1140 Is the responsibility of the erector.Additional permanent bracing of 2'as.and at 1 O c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). �A I L v- DATE: 4/14/2016 the overall cheater.le the responsibility of me building designer. 3.b Impact bridging or later.'bracing required where shown a« v 4.No load should be applied to any component until after all bracing and 4.Instaflatlen of buss is the responsibility of the respective contractor. SEQ.: K1900726 fasteners are compete and at no time should any leads greater than 5.Design assumestrusses are ldbeused inanancarrortaenvironment, design bade be applied to any component. and are for"dry condition"of use. TRANS I D: LINK B.CompuTrus has no control over and assumes no responsibility for to 8.Design assumes WA bearing al.fl supports Mown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage la prodded. April 15,2016 6.This design is furnished sub)ed to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copes of which eh be furnished upon request. fines coincide with Joint canter lima. 5.Digits Indicate sloe of plate In inches. MITek USA,Inc./CompaTlas Software 7.6.7(1L)-E 10.For bash 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 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9= BC: 2x4 KDDF #16BTR SPACED 24.0" O,C. (-1240) 1552 8- 9= -910) 342 WEBS: 2x9 KDDF STAND 2- 3=(-1275) 628 7- 8=( 0) 0 8- 9=( 0) 65 3- 9=1 -896) 399 8-10=1 -7) 10 9- 4=( -226) 568 LOADING 4- 5=( -867) 297 10- 6=(-1028) 1392 9-10=(-1054) 1431 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1332) 614 9- 5=( -627) 489 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -304) 371 TOTAL LOAD = 95.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -389/ 1109V -2000/ 2000H 5.50" 1.77 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. i 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-02 9-01-14 MAX LL DEFL = -0.020" @ 7'- 11.1" Allowed = 0.539" f 1' MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 f f f f f MAX HORIZ. LL DEFL = 0.024" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.030" @ 0'- 5.5" M-4x6 12.00 N12.00 4.0" 'COND. 3: 2000.00 LBS SEISMIC LOAD. M-3x5 11111;1-4315 x - Design conforms to main windforce-resisting /F' system and components and cladding criteria. M-1.5x9 Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3X11111Ao, End vertical(s) are exposed to wind, M-1.5x3 M-3x5 Truss designed fox wind loads IIIIM-3x5 3 M-3X4 in the plane of the truss only. S. ,'fit Truss designed for 9x2 outloo kers. 2x9 let-ins M-1.5X4 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. tril M 3 r F 11, o M-3x9 i4 I B M-1.5x3 M-3x5 M-3x4 **6 0 M-5x8 l . 1 1. 7-11-02 4-03-09 4-10-05 ; l ' l 1-00 7-07 9-06 ck0) p ar� y yy y 7-09-06 0-02-06 9-03-10 `+y �@',. �C?1 R 0 � l 17-01 R �' :9782PE �{ JOB NAME : RT ENGLISH REVIVAL 4 PLEX - B1 Scale: 0.2074 WARNINGS: GENERAL NOTES, unless otherwise noted Ilir )�., TrussB 1 1.Builder and eredmn contractor should be advised of all General Notes 7.This design la based only upon the parameters shown and is for an Individual .y, OREGON 1,J and Warnings before construction commences building component Applicability of design parameters and proper Nr 2.2x4 compression web bracing must be instated where shown e. Incorporation of component la the responsibility of the building designer. '°-'4 (12' []' 3.64810 nal temporary bracing to Insure stability during construction 2.Design sesames the top and bottom chordate be laterally braced at "'1,13 ^/ U" _\!,` Is the responsibility of the erector.Additional permanent bracing of T o.c.end at td o c rsuch.,sly unless braced throughout their length by ! v DATE: 4/14/2016 the overall structure A the responsibility of the building designer. 3.2x continuous iu impact bridginghing such es plywood eheething(TC)and/or drywall(BC). t"'..,a (��v 4.No bed should be applied to any component until after all bracing end 4.Installation of truss laheor erelsponsibilitbracing ygof the uired espectNe contractor. /"'f.,UL sa SEQ.: K 19 0 0 7 2 7 fasteners are complete and at no time should any loads greater than 8.Design assumes busses are to be used in a nen-corrosNe environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition"of use. gn 8.CompuTrvs has no control over and assumes no rosponslblllly for the 8.D cessary.assumes Nil bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication.handling.shipment end Installation of components. ry. s p 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locasigassumes ted en both faceate drainagees of ruvsss,,sd.and placed so their center April 15,2016 TP WOTCA In BCSI,capes of which wit be furnished upon request. lines colndde with joint center line. MiTek USA Inc./CompuTrus Software 7.6.7(1L}E S.Digits Indicate size of plata in Inches. 70.For basic connector pate design values see ESP-1311,ENR-1988(MiTek) This ific designLumber preparedandTruss-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-129) 593 3- 9=(-236) 225 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 3- 9=(-633) 290 8-10=( 0) 5 9- 9=(-226) 996 WEBS: 2x4 RODE STAND LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-282) 207 10- 5=( -40) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) .. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "lac spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" 7-11-02 9-01-14 , MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" T 1' 1' ,r of MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-9x6 12.00 N 12.00 Design conforms to main windforce-resisting 9.0" system and components and cladding criteria. 4 dS( Wind: 140 mph, h=29.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-30, (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. /4/1000: -3x4 m0 ON91rnI 00 - _ 7 8 10 ..6 0 '� M-1.5x3 M-3x4 M-3x4 to M-5x8 7-11-02 4-03-09 4-10-05 1 ) l 1 ��0) P: Thee 1-0 y 7-07 9-06 yy y ,�NGtNE' A r0 7-09-06 0-02-06 9-03-10 J. l '41 17 17-01 4 89782PE t"' JOB NAME : RT ENGLISH REVIVAL 4 PLEX - B2 Scale, 0.2074 �• �'`, ' --- WARNINGS: OhRAe NOTEksNb, unyuontheparasse to $ i' OREGON try I.Builder and aredlan contractor Mold be advised of all General Notes 1.This design o based only upon the parameters shown and is bran individual 1-1 G v r Truss: B2 entl warnings before wnshudbn commences. building oomponenl Applicability of design parameters and proper `�� � 2.2a4 compression web bracing must be installed where Mown+. incorporation of component is Me raeponsibAMy of the building designer. '4 /„ 3.AddAlonsI temporary booing to Insure stability during c chap ion 2.Design assumes Me top and bottom Groins to be laterally braced et la the responsibility of the erector.Additional permanent bracing of 7 o.c.end at i sheathing hn.rsaab as ply woods acetl throughout drylength). v continuous tlc.c.such ti plywood sheathing/7C)brd throughout hoot their tlry length). !" U�. I' � DATE: 4/14/2016 the overall structure is the responsibility of the building designer. 3.Dt Impact bridging or lateral bracing required where show++ S E K19 0 0 7 2 8 4.No load should be applied to any truss until after all bracing end 4.Installation of tns Is the responsibility of the respective contractor. 4• • feseeners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, design ketle be applied to any component. end are for"dry condalon"of use. JI] 1 /'� TRANS ID• LINK responsibility 8.Design assumes full bearing at all support.Mown.Shim or wedge It EXPIRES: t21J t/20t 5.CompuTNa has no control our and assumes no rs tau for the necessary, .A r� Q febncatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. April 15,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shaft be bated on both feces of truss,end placed so their center TPNNfCA M SCSI,copies of xhkh sift be NmlMad upon request. hes windde with joint 9.Digits Indicate size of plate inrinches. MiTek LISA•Inc./CofnpuTrus Software 7.6.7(11)-E 10,For basic connector plate design values see ESR-1311,EBR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-11-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5266) 856 1- 9=(-580) 3446 9- 2=( -278) 1936 5-14=(-2176) 370 BC: 2x6 KDDF #16.BTR WEBS: 2x4 KDDF #166T R; 2- 3=(-3748) 712 9-12=(-576) 3426 2-12=(-1266) 314 14- 6=( -728) 4548 LOADING 3- 4=(-3730 716 10-11= 0) 0 11-12= -90) 626 15- 6=( -196) 1252 2x6 KDDF STAND A ) ( ( LL = 25 PSF Ground Snow (Pg) 4- 5=(-5092) 878 11-13=( -2) 24 12- 3=( -938) 4932 6-16=(-5328) 872 TC UNIF LL( 50.0)+01( 20.0)= 70.0 PLF 0'- 0.0" TO 18'- 11.5" V 5- 6=(-5324) 894 13-14=(-870) 5566 12- 4=(-1678) 404 16- 7=( -72) 28 TC LATERAL SUPPORT <= 12.00. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 18'- 11.5" V 6- 7=( -44) 54 14-15=(-352) 2342 12-13=( -542) 3756 BC LATERAL SUPPORT <= 12"OC. UON. 7- 8=( 0) 0 15-16=(-352) 2342 4-13=( -356) 2062 ADDL. BC CONC LL+DL= 547.0 LBS @ 17'- 1.0" 13- 5=(-2568) 466 Jr ( 2 ) complete trusses Yequired. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: 0'- 0.0" -798/ 4894V -203/ 252H 5.50" 7.83 KDDF ( 625) /yy 0K 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 18'- 11.5" -887/ 5428V 0/ OH 5.50" 8.69 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. **HANGER BY OTHERS TO APPLY 'COND.LOAD(S)EQUALLY TO ALL MEMBERS. p OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 0-05-04 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 7-11-02 6-07 4-05-06 MAX LL DEFL = -0.059" @ 11'- 3.5" Allowed = 0.601" f f f ,( MAX TL CREEP DEFL = -0.135" @ 11'- 3.5" Allowed = 0,902" 4-03-01 3-08-01 3-02-10 3-04-06 2-06-141-05-04 ff ,( ,( f ,r MAX HORIZ. LL DEFL = 0.015" @ 18'- 4.5" MAX HORIZ. TL DEFL = 0.028" @ 18'- 4.5" 12 12 M-4x6 12.00 127 N 12.00 4 �., Design conforms to main windforce-resisting 3 42( system and components and cladding criteria. i Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1111110 ,,M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6r End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 4 M-5x6 M-1.5x3 ALM-4x10 6 7 8 M-5x10 `. _� m 1 ,_, 0 ,_ 1 1 9 iy,.a.0 rn O m 1.l 1011 13 14 15 16 M-1.5x3 M-3x10 M-5x6 M-3x8 M-7x8 M-4x6 y y y ) l *547#y l 4-01-05 3-09-13 3-04-06 3-06-02 2-03-0E-03-0807 J, y y 7-07 11-04-08 ROpe J, 7-09-06 0-02-06 11-02-02 y N S'd 18-11-08 � ' w 4.("*-- 897821E II JOB NAME : RT ENGLISH REVIVAL 4 PLEX - BGIRD ,,,t..�' •urrw' • Scale: 0.2024 OW WARNINGS: GENERAL NOTES, unless otherwise noted 1Truss BGIRD Builder and eredlcncommdotMould beadvised oralGeneral Notes This design labased onyupon the parameters shown and isfor anIndividual ;AL OR G©N q'' and Warnings before construction commences building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where Mown 5. Incorporation of component la the responsibility of the building designer. � ���: V��� 3 Additional temporary bracing to insure etabilty during construction 2 Design and at fl the top end bottom unless braced to be laterally braced al la the responsibility of the erector.Additional permanent bracing of 2 o c end at 10 o.c.rsash as sly throughout their length by DATE: 4/14/2016 the overall structure la the reapondblllty of the building designer. 3.2x loped brcontinuous idging lateral bracing duitedrng(TC)and/or drywel(BC). '1 UL (�. SE 4.No load should be applied to any component until ager all brawng required where Mown 5 0 Q": K1900729 pones bracing 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<orrosNe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTme has no control over end assumes no responalbyey for the 6.De gn-esaumes NI bearing at all supports Macon.Shim or wedge if EXPIRES: 12/31/2016 fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is proNtled. 8,This design Is famished subject to the limitations set forth by 8.Plates shall be located en both faces of truss,and placed so their center April 15,2016 TP WOFCA In SCSI,copies of which will be furnished upon request. line coincide with Joico center lines. MITek USA,Inc./Compulnus Software 7.6.7(1 L}E 9.Digits Indicate sirs of plate In Inches. to.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1113TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-43) 98 2-9=(-149) 195 BC: 208 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -16) H WEBS: 2x9 moor STAND LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -57/ 47511 -45/ 87H 5.50" 0.76 KDDF ( 625) 3`- 6.0" -109/ 557V 0/ OH 5.50" 0.89 KDDF ( 625) Os For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 717.0 LBS @ 2'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL-=L/240 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.018" @ 1'- 11.2" Allowed = 0.199" MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 3-02-04 0-/03-12 Design conforms fmain windforce-resisting system and and criteria. 12 anncladding 9.00 7 Wind: 140 mph, h=20.5ft, TCDL=6.0,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, M-1.5x3 3 -I End designed for wind loads in the plane of the truss only. 2 csl0 A 0 0 1 o11 JI o 11 10=1.41114 o M-3x4 M-3x8 i, +7176 y y 3-02-04 0-03-12 y 3-06 Vsc PR 04-,c, �, � ��yGINE4rR 5 zt. 84.782PE '" JOB NAME : RT ENGLISH REVIVAL 4 PLEX - CGIRD '/- Scale: 0.5225 /�1 WARNINGS: GENERAL NOTES, unless otherwise noted: 417 1.Builder and erection contractor should be advised of al General Notes I.This design is based only upon the parameters shown end is for an bdivldual /I_ ' OREGON- p" Truss: CGIRD and Warnings before construction commences. building oamponenl Applicability of design parameters and proper +p��I`w .. i �. 2.254 compression web bracing must be Installed where shown a. incorporation of component la the reaponsibYMy of the building designer. e i /. 3.Additional temporary bracing to Insure stability during construction 2.Design nd at l9 me lop and bottom chords braced d t lrturallygho braced et 4 Is the rc •+billy of the crater.Additional nt bracin f 2 oc.ntin and at ee hic.rash es ply unless ethin throughout their y length). Pq U t'1 V won germane g o continuous sheathing such n plywood sheathing(TC)and/or drywag(BC). `+ DATE: 9/19/2016 the overall structure is the responsibility of the building designer. 3.Ex Impact bridging Sr lateral bracing required where shaven+a SE K1900730 4.Na bad should be applied to any component until after all bredng and 4.Installation of trues is the responsibility of the respedNe contractor. 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. design bade be applied to any component, and are for"dry condition"of use. TRANS ID: LINK 6.Designaawmeslullbearing atapwpportaahown.shim arwedge it EXPIRES; 12/31/2016 8.compuTrua leant,control over and assumes no responsibilityfor theep,0, fabrication.handling.Shipment and Installation of components. 7.Design assumes adequate drainage is provided. April q 1 5,20.1 1 6 8.This design is furnished sublet to the limitations sat forth by 8.Plates shall be located on both faces of truss.and placed w their center TPIMyrGA In SCSI,copies of which will be furnished upon request. 9.Inca coincide Nmlines.Hint center of plate in inches. MITek USA,Ino.lCompUTrus Software 7.6.7(1L)-E 10.For basic connector plate design values roe ESR-1311.ESR-I988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 21'— 2.0" [COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=24.2ft, TCDL=6.0,BCUL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. 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 lOPSF 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 11-07-11 9-06-05 21-02 T 12 12 I IM-4x4 9.00 Q 9.00 IB DESIGN ASSUMES PLYWOOD SHEATHING ON ONE FACE w 11 jh o /— o o I' M-3x4+ 1 7 1 f o 4 "5 , 0.0 PROpt. l y y14—o2—oa ,`3‹ `JG1N J /� 1- 00 6-11-08 1-00 21-02 <t" :9782PE 9c", JOB NAME: RT ENGLISH REVIVAL 4 PLEX - D1 .. Scale: 0.2473 -7 40 OREGON�d''', WARNINGS: GENERAL NOTES, unless otherwise noted: 13, Truss: D 1 1.Guider 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 �a� 4/ti. y o end Wamings before construction commences. building component.Applicability of design parameters and proper �/ 2.9x4 compression web bradng must be installed where shown+. Incorporation of component tithe responsibility of the building daelgner. VIAL 3.Additional temporary bracing to insure stability during conabuction 2.Design assumes,l1the cop and bottom d,oras to be lrougho braced et �� R the responsibility of the erector.Addltlonel permanent bracing of T titin and at 10'c.c.respectively unless braced throughout Meir length by UL DATE: 4/15/2016 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sit d where and/or drywait(BC). 3.2a Impact bridging or lateral bracing required where shown 00 SEQ. : K19 0 0 7 31 4.No load should be applied to any component until alter an bracing and 4.Installation of buss Is the responsibility of the respective contractor. aaenare are compete and at no time should any loads greater than 5.Design assumes busses are to be used inc non-corrosive environment, �V,/�p]{F{'� 12/31/2016!�fj J (� JR TRANS ID: LINK design bads be applied to any component. and are sir"dry condition"ofuse. EXPIRES: 12/31/2016 5.Compuirus has no control over and assumes no responsibility for the 8.Design—eaeumaa NI bearing at reit supports shown.Shim or wedge if April 15,2�16 fabrication.handling,shipment and Installation of components. ry' e,This design Is Nmiehed subject a the limitations set forth by 7.Design assumes adequate drainage Is provided. S.Plates shall be located on both aces of truss,and placed so their center TP WJICA in SCSI,copies of which will be furnished upon request. Imes coincide with Joint center linea. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L E 0.Digits indicate sire of pale In Inches. p ( )' 10.For basic connector pale design values see ESR-1371,ESR-1 gab(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-234) 291 8- 2=(-1081) 241 4-12=(-465) 219 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=( -2) 10 2- 9=( -106) 715 12- 5=(-212) 581 WEBS: 2x9 KDDF STAND 3- 4=(-1113) 261 10-12=(-178) 878 9- 3=( -963) 164 12- 6=(-253) 166 LOADING 9- 5=( -813) 270 12-13=(-123) 687 9-10=( -185) 789 6-13=(-152) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -914) 294 13-14=( -26) 45 3-10=( -43) 212 13- 7=(-107) 699 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -931) 207 11-10=) 0) 51 7-14=(-910) 223 TOTAL LOAD = 45.0 PIF 10- 4=( -26) 232 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -243/ 256H 5.50" 1.78 KDDF ( 625) M-3x9 where shown; Jts:2-9,6-7,13 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" 11-07-11 9-06-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed= 0.675" 3-08 3-03-08 4-08-03 4-04-09 5-01-12 MAX TL CREEP DEFL = -0.052" @ 6'- 9.8" Allowed = 1.012" ,f f f f f f MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 12 12 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" IM-4x9 Q 9.00 9.00 4.0" 5 „(-+( Design conforms to main windfoxce-resisting NE system and components and cladding criteria. Wind: 140 mph, h=29.2t, TDL=6.O,BCDL=6.0, ASCE 7-50, (All Heights), ncloed, 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. 4 r 111 3 r, v 0 2 :' f rl _��'D O M-3x8 13 M-1.5x3 * 14 -1,' � f T I 8.. 9 M-X8 'l M-1.5x3 M-3x8 M-1.5x3 p 3-06-04 3-03-08 4-09-15 9-08-01 4-10-04 PR y .4> s� 1-00 6-11-08 19-02-08 GINE 1` 1 1 4.4, 21-02 ct". 8.782PE r" JOB NAME : RT ENGLISH REVIVAL 4 PLEX - D2 ./, Scale: 0.2134 • • WARNINGS: GENERAL NOTES, unless otherwise noted C., til)V R G W l�l ryT ) 1.Bolder and erection contractor ahold be advised of all General Notes 1.This bulldog design is based oAnly upon ublnithe y of design parameters r.shwnand is for an proper IndMdual V 411 V V [}�.. Truss: D2 and Wamings onion bracing ahudlen commences. Incorporotlon of component la the n.ponsibaay of the building designer. 4/6, L]t/ 2.2x4 compression web bracing mule be installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced al Ai* a�l 7,a.7 3.Additional temporary bracing to Insure stability dudng construction 2 o c and at 10 0.0.reapectNely unless braced throughout their length by 4. la the roeponsibSty of the erector.Additional permanent bracing of contlnuoua sheathing such as plywood sheathing(TC)and/or drywal(BC). , U L s� DATE: 4/19/2016 the overall structure a the responsibility of the building designer. 3.Be Impact bridging or lateral bracing required where shown++ S E K 19 0 0 7 3 2 4.No load should be applied to any component until after all bracing and 4.Wahl'.of hose la the reaponalbtlty of the reapedNa contractor. 4• fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. c TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NA bearing at all supports shown.Shim or wedge If EXPIRES 12/3112016 necemary. .ILpY1f Ll G�7 fabrication,handling,shipment and'intonation of components. 7.Design assumes adequate drainage is provided. April 15,2016 6.This design is fumlehed sub)ed to the limitation sat forth by S.Plates that be located on both faces of true.,and placed w their center TPI,WICA in SCSI,moles of which wll be furnished upon request. coincidelines with 9,Digits indicate she of t center terinches. s. MITek USA,Ino./COmpuTrus Software 7.6.7(1L)-E 10.For basic connector piste design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=(-221) 231 7- 1=(-913) 202 3-11=(-942) 213 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-1070) 260 8-10=( -2) 9 1- 8=(-105) 690 11- 9=(-211) 566 3- 9=( -796) 270 9-11=(-169) 84B 8- 2=(-979) 169 11- 5=(-256) 166 LOADING 4- 5=( -799) 291 10-12=( 0) 0 8- 9=(-179) 745 5-13=(-148) 141 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -919) 204 11-13=(-121) 677 2- 9=( -45) 210 13- 6=(-105) 688 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 13-14=( -26) 95 10- 9=( 0) 53 6-14=(-899) 221 TOTAL LOAD = 95.0 PSF 9- 3=( -18) 206 M-3x4 where shown; Jts:1-3,5-6,13 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ^' For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 991V -239/ 241H 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 11.0" -196/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.029" @ 6'- 7.8" Allowed = 0.667" 11-04-11 9-06-05 f f f MAX TL CREEP DEFL = -0.099" @ 6'- 7.8" Allowed = 1.000" 3-05 3-04-08 4-07-03 4-04-09 5-01-12 MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" T f f f f I♦ MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 9.00 HM-4x4 7 Q 9.00 Design conforms to main windforce-resisting 4.0" system and ccladding 4 ,f-'( y components and criteria. Ni Wind: 140 mph, h=24.2ft, TCDL=6.0,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. 3 2 i y � o 111111111il"" -1-1- of .`ia�_ch �r I M-3x8 I -,-,. 13 M-1.5x3 7**M-1.5x3 B M-59c8 12 ,_. M-3x8 M-1.5x3 1 1 1 1 J' 1 1 3-03-04 3-04-08 4-08-15 1-07-05 3-00-12 4-10-04 1 1 1 1 6-09-08 1 14-01-08 1 �(} PR OF 13-00 6-02-08 7-11 1 ,,�<ti �3 �r G�N -�`��Sf0 1 20-11 � 89782PE �<' ... JOB NAME : RT ENGLISH REVIVAL 4 PLEX - D3 ,--' -,Imp. • • Scale: 0.1965 11111, WARNINGS: GENERAL NOTES, unless ethanolea noted: ).,,. Truss• D31.Builder and erection contractor should be advised of all General Notes 1.Thle design Is based onlyh forupon the parameters shown and an individual OREGON 4�. and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Instated where shown*. Incorporation of component is the responsibility of the building designer. j 3.Additional temporary bracing to Insure stability during construction 2.Design eaeumea the top and bosom chords to be laterally braced at T� q�V" �• Is the responsibilty of the erector Addiional permanent brat ng of T o.c.and at 10 o.c.read,..ey unless braced throughout their length by I }� DATE: 4/14/2016 the overall structure Is the responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)and/or tlrywall(BC) l �`j Q. v 4.No bad should be applied to a 3.Zr Impact bridging or lateral bracing required where shown e* f A U L. T SEQ.: K 19 0 0 7 3 3any component until after all bracing and 4.Installation abuse Is the responsibility of the respective contractor, fasteners are complete and at no Ulna should any loads greater then 5.Design assumes busses are to be used Ina noncorrosive environment TRANS I D: LINK design loads be applied to any component. and ere for'dry condition"of use. 5.CompuTrvs hes 50 control over and assumes no responsibility for the 8.Dee ell assumes fug bearing at all supports shown.Shim or wedge If EXPIRES: PIR / / 01 fabrication,handling,shipment and Installation of components. 7.Design assumes adeqry' d. 8.This design Is furnished subject to the limitations set forth by 8.Plats shall be besteduate en both fa c drainaylo goes,and placed so their center April 15,2016 TPWVTCA in SCSI,copies of which wig be fumiahed upon request. Mee colndde with Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits Indicate size of plate in Indus. 70.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 20'- 11.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDE' 416BTR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 SPACED 24.0" O.C. 2- 3=(-793) 287 7- 8=(-186) 750 I- 7=(-106) 702 4- 9=(-253) 157 WE: 2x4 KDDF STANDR 3- 9=(-718) 283 8- 9=(-125) 550 7- 2=( -75) 159 9- 5=(-101) 633 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-753) 184 9-10=( -91) 60 2- 8=(-371) 197 5-10=(-901) 221 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 971 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF OCATIOG MAX VERT MAX HORZ SIG REQUIRED SPE AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:1-2,9-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -146/ 991V -298/ 275H 5.50" 1.51 KDDF ( 625) 20'- 11.0" -196/ 941V 0/ OH 5.50" 1.51 NODE ( 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 GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.018" @ 11'- 4.7" Allowed = 0.667" MAX TL CREEP DEFL = -0.038" @ 11'- 9.7" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" 11-04-11 9-06-05 MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 5-10-15 5-05-11 9-06-09 4-11-12 T Design conforms to main windforce-resisting f f •( fsystem and components and cladding criteria. 12 12 IIM-9x4 Wind: 190 mph, h=29.2ft, TCDL=6•0,BCDL=6.0, ASCE 7-10, 9.00 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 3 •f-,/ End vertical(s) are exposed to wind, N4 Truss designed for wind loads in the plane of the truss only. 4 2 r 0 f y N I ch n 9 gi T M-1.5x3 .,10 ' b as 7V 0 M-1.5x3 t1 M-5x8(5) � �*c.O PRQF 1 ), l l 1 C 5-07-07 5-09-03 9-10-01 9-08-09 mac° N4°�yIpil.ry•Epp�c. rpm 20-11 ki JOB NAME : RT ENGLISH REVIVAL 4 PLEX - D4 _.a..id- Scale: 0.2160 •:.� e' I.Builder GENERALdesign iNOTES, ulupont nvieethe meteoted „s, ,REG©IVryc'° �. I.Buller and erection contractor shoal be advised of all General Notes 1.This co Is baud only upon the p p r shown and Is loran individual - V REGON v ow Truss: D4 ane Warnings befo a wnetrudlon common ea. building component.Appllcabllity of design parameters and proper [y� Z.914 compression web bradng must be hrotallatl where shown*. Incorporation of component h the responsibility of the building designer. "p' R\! 3.Additional temporary bracing to Insure stability during construction 2.Design assumesat10'the tap and bosom unless braceda d t nughty braced at /y I la the responsibility of the erector.Additional permanent bracing of 2 ntin and e a hino.crespectively as ply wood throughout their dry length), :) •.., Q� continuous stroalhing each as plywood ahealhlnp(TC)and/or tlrywen(BC). /" U {` DATE: 9/19/2 016 the avarall siva lure Is the responsibility of the building designer. 3.91 Impact bridging or lateral hawing required where thou 5* S E K 0 7 3 4 4.No wad should be applied to any component until after all bracing and 4.Installation of taros is the responsibility of respective contractor. Q• 19 0 fasteners are complete and at no time should any wads greater than 5.Design assumes trusses are to be used ina non-corroste environment, design weds be eppied to any camponent. and are forudry full bearing of um. TRANS I D LINK 6.Designessary amen mg bearing at an supports shown.Shim or wedge it EXPIRES: 12/`.31/2016 • s.eompurrue has no control over and assumes no responsibility for the neaauary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ap1II 15,2016 8.Thisassign b tumished subject to the limitations set forth by 8.Plates shat be located on both faces of truu,and placed so their center TPIMTCA In SCSI,copes of which all be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate else of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-131 t,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.5" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. g. TC: 2x9 KDDF #1 LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir), TOTAL LOAD = 95.0 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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-03-12 0-03-12 T T T 12 4.00 ' M-1.5x3 4 —, 3 11 r 0 uo 0 to1 I 'M m 0 1 of �� ������������������������i M-3x9 M-15 s 6 x3 l y y 1-00 3-07-08 r,..c p PRope„, cs :tCyG11V rpm `t` =9732PE <' JOB NAME : RT ENGLISH REVIVAL 4 PLEX — El r •a_.�',, ✓ �.• Scale: 0.6486 WARNINGS: GENERAL NOTES, unless othenMse noted 4„ Truss: El 1.Balder and eredloncontractor should beadvised ofagGeneral Notes 1.The design labased only upon the parameters shown and aeranindividual -y OREGON csN.J and Warnings before construction commences. building component.Appllcsblllty of design perametere and proper 1 2a4 compression web brodng must be installed where shown+, Incorporallon of component a Me responsibility o(Me building designer /k/.14 �,. -�� 3.Addttenel temporary bracing to Insure stability during construction 2.Design and at 10 the tap and ballad/chords to be laterally bread at V Is the reaponseblgy of the erector.Addilenel permanent bracing of 7 o.c.end at 10'hin respectivelyunlessbraced throughout their length by DATE: 4/14/2016 the overall structure a the responsibility continuous sheathing such as py d sheathing(%)and/or drywall(BC). `I i mil NI aY of the balding designer.bred. 3.94 Impact bridging or lateral bracing required where shown a♦ L C` SEQ.: Ki 9 0 0 7 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of was is the responsibility of the reaped Ne contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes susses are to be used ins non-corroehe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.Command)has no control over and assumes no responsibility for the 6.Design assumes lap bearing et all supports sham.Shim or wedge if EXPIRES: 12/31/2016 1, 1 ebtlon,handling,shipment end installation of components. nec naa7. tin assumes adequate d. e.Thi.design is furnished subled to the limaations set forth by 8,Pla esshall be locateden both a drainage is fRpue.,end placed so their center April 15,2016 TP WJTCA in BCSI,copies of which now be furnished upon request. lines coincide vdth Joint center lines. MiTek USA,Inc./CompuTfUa Software 7.67(1 L}E 9.Digits Indicate size of plate in inches. 10.For beak connector plate design values see ESR-1311,ESR-1988(Weld This Pacific designLumber preparedandTruss-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #160TR LOAD DURATION INCREASE = 1.15 1-2=( O) 37 2-5=(-21) 24 3-5=(- 117) 88 NC: 2x4 KDDF #1fi0TR SPACED 29.0" O.C. 2-3=(-56) 34 WEBS: 2x4 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED ERG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 334V -13/ 44H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ ON 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. POND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-03-12 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" MAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" f f 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), M-1.5X3 load duration factor=l.6, 4 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. 0 I uP 0 I ti 1 � -/I 2►11 5 o M-3x4 M-1.5x3 l l ,L 3-03-12 0-03-12 l l l 1-00 3-07-08 t./.,,,e. P R Op 44 -17 89782PE <- JOB NAME : RT ENGLISH REVIVAL 4 PLEX - E2 Scale: 0.6296 v. •✓f . "�� WARNINGS: GENERAL NOTES, unless otherwise noted y OREGON a(0 Q. 1.Builder and erection contractor Mould be advised of a8 General Notes 1.Ti.design Is based only upon the parameters shown and Is for an Individual /f_ ,,�/ ��.. Truss: E2 and Waminga before construction commences building component.Applicability of design parameters and proper .a ti� 61� !}. 2.2a4 compression web brewing moat be Installed where shown*. Incorporation of component la the responsibility of the building designer. �C- 3.Adtl8lonal temporary bracing to Insure stability during construction 2.TDo nn ndsames the tap and respectively unm ess braced to d throughout lrteral braced stby -l T o:antl at 10 o.c.anon aively unless braced)TC) rad/theist nfl)B). rr /+� Nl N the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaRBC). !�',�. UL r` � DATE: 4/14/2016 the overall structure la the reapondblmy of the building designer. 3.2a Impact bridging or labral bracing required where shown*s SE K 7 3 6 4.No load should be applied to any component until after all brotruss Is and 4.Installation of trIs the responsibility of the respective contractor. Q•: 19 0 0 fasteners ere complete and at no time should any bads greater than 5.Design assumes bosses are to los used in a noncorroeNe environment, design bade be applied to any component. and ere for"dry condblon"of use. �/ ` C {^Y� /!�/{ TRANS ID: LINK 8.Design assumes NI beadng at all supports shown.Shim or wedge if EXPIRES: IGIw7�IL 4J1 5.CompuTrus has no control over and assumes no responsibility for the necessary. 6 fabrication,handling,shipment and lnstalbtion ofcomponents. 7 Design assumes adequate dralnege is provided. April q 15,2016 6.This design is Nmlehed subject to the limitations set forth by B.Plates shall be located on both laces of buss,and placed so their center TPI/WTCA In BCSI,copies of Mich will be fumbhed upon request. g,Iliuss Digitcoincide sial of plate tith joint center n Inches. MiTek USA Inc./CompuTrus software 7.6.7(1L)-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 11'— 2.5" OND. 2: Desi c pacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 gra checked for net(-7 psf) uplift at 24 "o s BC: 2x4 KDDF #14eTR SPACED 29.0" O.C. Design conforms to main windforce—resisting TC system and components and cladding criteria. LATERAL SUPPORT <= 12"OC. TON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 Put' Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 95.0 PSF load duration factor=1.6, considered for this design. End vertical(s) areexposed 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall TON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail fox complete specifications. 5-07-04 5-07-04 f 4 f 12 HM-4x412 9.00 F7 Q 9.00 2 NE DESOIGNNE ASSUMESFACE. SHEATHING TO 1 1111111 1111111 i 0 0 N o CN N A- 9 —/ 5 J' 1-00 y 11-02-08 y 1-00 y � ��p PRQ�r��,s GIN k, 89782PE �t-- JOB NAME : RT ENGLISH REVIVAL 4 PLEX — Fl • Scale: 0.4131 WARNINGS: GENERAL NOTES, unless otherwise noted Truss: F 1 1.Builder and erection contractor should be advised snail General Notes This design I.based only upon the parameters shown and b for en individual '7 OREGON T. and Warnings before construction commences. building component.Applicability or design parameters and proper /key /F7�.. O 2.244 compression vrob bradng must be installed where shown a. Incorporation of component N the responsibility of the building designer. ,y [� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally t hair length Thy +1,3), 1 � ` is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a o rsapectNely unless braced throughout their length by •T DATE: 4/14/2016 the overall structure Is the responsibilitycontinuous sheathing such as plywood Ing(TC)and/or drywell(BC). At) Q sSEQorMe building designer. 3.A Impact bridging or lateral bracing required where shown a as !ji�U�.. ,- SEQ.: .: K 19 0 0 7 3 7 4.No load should be applied to any component until eller all bracing and 4.Installation of truss b the responsibility of the respnctNe contractor. fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used in a nontorro&ve environment, TRANS ID: LINK design loads be applied in any component. and are for condition"of use. f� )e�]�{ S.CompuTrve has no control over and assumes no responsibility tar Ho 6.De sign assumes Nil bearing at ea supports Mown.Shim or wedge 11 EXPIRES: 12/ 1/G V 1 febnwgon,handling,shipment and installation of components. wry• 6 7.Desig6.This design N furnished subject to the limitations set forth by 8.Platesn nshal be located on bothassumesinage fecesls o�msis.and placed so their center April 15,2016 TPWJICA in SCSI,copies of which toll be furnished upon request. Ines noindde wire(alnt center lines. MiTek USA,Inc./CompUTm6 Software 7.67(1L}E 9.Digits indicate else or plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-7988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1513TR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-210) 220 6-2=(-630) 172 SPACED 24.0" O.C. 2-3=(-600) 116 7-8=) -60) 83 2-7=( -40) 360 WE: 2x4 KDDF STAND3-9=(-600) 133 7-3=( 0) 306 WEBS: 2x6 KDDF STAND; 4-5=( -9) 109 7-4=( -40) 405 2x6 KDDF #2 A LONDIOG LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-630) 228 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 95.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 663V -184/ 184H 5.50" 0.45 KDDF (1985) 11'- 2.5" -80/ 663V 0/ OH 5.50" 0.45 KDDF (1485) 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 IC OND. 2: Design checked for net(-7 psf) uplift at 24 "o c spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.033" @ 5'- 7.3" Allowed = 0.515" 5-07-09 5-07-04 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.067" / f I I MAX TL CREEP DEFL = -0.002" @ 12'- 2.5" Allowed = 0.100" 12 12 MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed = 0.396" 11M-4X49.00 MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" 9.00 I� - 4.0" MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8" 3 �,f giDesign conforms to main windforoe-resisting system and components and cladding criteria. i000 .44111111111111111111111111111 Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 7 ,- tip M-5x8 1111111111111ti. -, e 0 C;'' I I A ' 0 o I N N / 6I,�A M-1.5x3 M-1.5x3 .Q 6.00 6.00 lc_ 12 12 l 1 ), y )' 1-00 5-07-04 5-07-04 1-00 1¢*G� PRO,�es. y 11-02-08 y w�~� �?I 'ff• 0 ' ` 89782PE JOB NAME : RT ENGLISH REVIVAL 4 PLEX - F2 • Scale: 0.3506 � y WARNINGS: GENERAL NOTES, unless otherwise noted •af�OREGON �ass 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual ,77 O . Truss: F2 and Warnings before construction commences building component.Appllubllity of design parameters and proper G� 2.2x4 compression web brodng must be Installed where shown+. Incorporation of component la the responsibility of the building designer. V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at ••,ti Is the responsibility f the erector.Additional t bract f T o i and at ea10'o c respectively as ply unless braced/7C)and/or their length), t3 v o permanent ng o continuous sheathing such as plywood sheathing/7C)and/or tlrywati(BC). `~ DATE: 9/14/2016 me overall structure la the respondbtllty of me building designer. 3.2x Impact bridging or lateral bracing required where shown s s SEK1900738 4.Na load should be applied to any component until ager all brodng and 4.Installation of truss is the rosponibfity of the respedlve contractor. Q• fasteners are complete and at no time should any loads greater men 5.Design assumes trusses are to be used in a non-corrosive environment, design beds be applied to any component. and are for^dry condition"of use TRANS ID• LINK 8.Design assumes Ntibearing ataasupports shown Shim orwedge it EXPIRES: 12/31/2016 5.GompuTrus has no control over and assumes no respans Ibil for the necessary. .I fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage h .1 provided. April 15,2016 8.This design is furnished earthed to the limitations set forth by S.Plates shall be located on both faces or truss,and placed so their center TPINYICA In SCSI,copies of which wig be furnished upon request. jointlines coincide with 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(MITO) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-601) 195 4-5=(-184) 191 4-1=(-468) 165 5-3=( -41) 393 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-601) 165 5-6=( -57) 82 1-5=( -91) 362 3-6=(-468) 188 WEBS: 2x4 KDDF STAND; 5-2=( -3) 306 2x6 KDDF #2 A LOADING LL( 25.0)43L( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -76/ 506V -161/ 161H 5.50" 0.34 KDDF (1485) 11'- 2.5" -76/ 506V 0/ OH 5.50" 0.34 KDDF (1485) LL = 25 PSF Ground Snow (Pg) ** 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(-7 psf) uplift at 24 floc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.072" @ 8'- 2.7" Allowed = 0.396" MAX TC PANEL TL DEFL = 0.056" @ 2'- 11.8" Allowed = 0.599" MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8" 5-07-04 5-07-04 T T T 12 12 Design conforms to main windforce-resisting IIM-4x4 system and components and cladding criteria. 9.00 7 Q 9.00 4,0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11p load duration factor=1.6, SII End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M M-3x4 1 5 1 f • M-5x8 IIIt4t;. -i oo 1 1 , A o o 1 I NN M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 y l , 5-07-04 5-07-04 0 PROre 11-02-08 y4:5AGN `S+4. 0 i 2 89782PE <` JOB NAME : RT ENGLISH REVIVAL 4 PLEX - F3 , Scale: 0.3493 '.d✓ ..''. WARNINGS: GENERAL NOTES, unless otherwise noted / �+s l�' -_^ Truss: F3 1.Builder and erection contractor Mould be advised Mall General Notes 1.This design is based only upon the parameters shown and is for an indwldual IP OREGON N. and Warnings before construdion commences. building component.Applicability of design parameters and proper +f. V� �. 2.2s4 compresNon web bracing must be Installed where Mown*. Incorporation of component Is the responsibility of the building designer. ..�y CVl �! 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom GwMe to be throughoutty braced al 7�("�� ��Y '� Is the responsibility of the erecter.AddNlonal permanent bracing of 7 o.c.and at 15 o.c respectively unless braced their length by T DATE: 4/14/2016 the overall structure N the respondbllty olthe buildingdesigner. cenllnu ct sheathing such as plywood aired ng(TC)own+drywell(BC). �' t �. 4.In Impact bridgingPuss Is Neral pracing required the when shown contractor.a L SEQ.: K1900739 a.Noload seruld etieleeganbonoamponemcan=tagersigeaacinhand 5.Dstagaten trisesaraose inseon-corrosasndrn fasteners are complete and at no gine should any loads greater than 5.Design assumes wsees are to Nab.used In a non-corrosive enwronm.m, TRANS ID: LINK design loads be applied to any component. and are for"dry condRon'of use. 5.CompuTrus has no control over and assumes no responsibilay for the 8.Design assumes Ng bearing at all supports shown.Shim or wedge If EXPIRES. 12/31/2016 labnatlan,handling,ehlpment and installation of components. ec otery, t 7.Design assumes adedonbotainageisprovded. April 15,2016 6.This dea=n N furnished subject to the limitations eel forth by B.Plates shall be located on both feces of truss,and placed ea their center TP9WICA in 8151,copies of which wig 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 size o!plate In inch ea. P ( 1 o.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-2246) 2275 6-2=( -959) 636 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-1787) 1415 7-8=(-2246) 2275 2-7=(-1615) 1884 WEBS: 2x4 KDDF STAND; 3-4=(-1787) 1915 7-3=(-1039) 1303 2x6 KDDF #2 A LOADING 4-5=( -9) 109 7-4=(-1615) 1889 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=( -959) 636 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PUP BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -581/ 980V -2000/ 2000H 5.50" 0.66 KDDF (1485) 11'- 2.5" -581/ 980V -2000/ 2000H 5.50" 0.66 KDDF (1485) 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 Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "o0 spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.045" @ 5'- 7.3" Allowed = 0.515" 5-07-09 5-07-04 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.067" 7 ') '1 MAX TL CREEP DEFL = -0.002" @ 12'- 2.5" Allowed = 0.100" 12 12 MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed = 0.396" M-9x6 9.00 9.00 I/7 MAX HORIZ. LL DEFL = 0.052" @ 0'- 2.8" 4.0" 3 MAX HORIZ. TL DEFL = -0.059" @ 0'- 2.8" 01) AI IC OND. 3: 2000.00 LBS SEZSMIC LOAD. Design conforms to main windforce-resisting 11111111111111 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5mm M-3x5 7 f lbM-5x8 4 0 •0 I o A o 1 N N • M-3x4 M-3x9 .Q 6.00 6.00 L. 12 12 .1" y y Y l 1-00 5-07-04 5-07-04 1-00 ), 0) PRO 11-02-08 ` ..,,, GIN '6) (S�©-7 89782PE <` JOB NAME : RT ENGLISH REVIVAL 4 PLEX - FDRAG Scale: 0.3506 • WARNINGS: GENERAL NOTES, unless otherwise noted: 6✓y aryp /'�a 1.Builder and erection contractor should be advleed of al General Notes 1.This design is baled only upon the parameters shown and is lot an individual Jam(-OREGON Ry,,. Truss: FDRAG and Warnings before consirudiencommences. buildmgcomponent.Alwlicatelltyofdesign parameters and proper Y (IS' ♦ 2.2.4 compression web bracing must be Installed where shown.. incorporation of component latch responsibility of the building designer. �.A fig RY.: 15 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et 7 IS me reeponsiblAN of the erector.AddAlonel 1 bracing f T 0.0.and at 10 0.0.reepecweN unless braced throughout their length by permanen g o continuous sheathing such as pNwaod sheathing(TC)and/or drywall(BC). . I A 1 �� DATE: 4/19/2016 the overall structure Is the responsibility of the building designer. 3.2.Impact bridging or leterel bracing required where Mown++ A V 1+. SEQ.: K1900740 4.No load should be applied te any component until after all brasbig and 4.Inetalatlan ottnss IN the reapsn&blity at the respeatna 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 loads tie applied to any component. and are esuor rne condition"of use. p • 5.CompuTros has no control over and assumes no responsibility for the 0.Deeign�aswmes Nil bearing al all supports shawl..Shim or wedge if EXPIRES: 12/31/201 6 ry, EXPIRES:+�7 Gk7 I4lJ SJ fabacatln,handling.shipment and Installation of components. T.Design assumes adequate drainage is provided. April 15,2016 0.This design h Nmishad subject to the(Imitations set forth by 8.Plates shell be located on both faces of tntes,and placed so their center TPIM/TCA in SCSI.copies of which MA be Nmished upon request. Anes coincide vdth Joint center Ones. 9.Digits Indicate ales of piste In inches. MiTek USA Inc./CampuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" TC: 2x9 KDDF #16BTR OND. 2: Desi gn checked for net(-7 psf) uplift at 24 "oc spacing. LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR WEBS: 2x4 KDDF STAND; SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. 2x4 KDDF STAND; A LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End sial(s) are exposed to wind, M-1.5x4 or equal At non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Trusss designed for wind loads vertical members (non). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-04-07 5-08-09 T T 1' 12 9.00 p M-1,5x3 4 —", M-3x6 3 ,.r o A u1 All 0 I = c rA 4i � T,rr f 1 o M-155x3 M-lx6 M-3x4 y y 1 y 6-02-11 5-10-05 cp PROF,(., 1-00 12-01 8•782PhE �<' ' JOB NAME : RT ENGLISH REVIVAL 4 PLEX — FWA .. /-�\a�✓�r�+ Scale: 0.2720 ', a.,' 1.' WARNINGS: GENERAL NOTES, unless otherwise noted )ry �� Truss: FWA 1.Builder and erection contractor should beadvised ofaIGeneral Notes 1.This design is based only upon the parameters shown and Is for an Individual 17+ OREGON N ant Warnings before construction commences building component.Applicability of design parameters end proper 2.204 compreaalon web bracing must be Installed where Mown a. Incorporation of component is the respanabllay of the building designer. r < 4 Y 1h. 3.Additional temporary bracing to insure stability during construction 2.2 o n.assumes athe clop and bosom Mahe to be laterally braced at j� r Is the responsibility of the erector.Additional permanent bracing of 2 o e end at 70 a.c.respectively anises braced throughout their length by 17.a(,,. - ".4 DATE: 4/14/2016 the overall structure is the responslbnnv of me building designer. 25Im act edging or cost as wpNwooding oa(Tc)and/or dryWae(Bc). '` I U�. 4.Naload should be applied to 3.tn Impact bridging or lateral bracing required where Mown+♦ A ,- SEQ.: K 19 0 0 7 41any component until after an bracing and 4.Installation of truss N the responsibility of the respectNe oontrador. 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 bempgedtoany componenl. and are for"dry condition"ofuse. 6 Design aunrea Ng bearing at all supports Mown.Shim or wedge If 5.CompuIrue has no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. 7.Oestgn assumes adequate drainage is provided. .EXPIRES: 12/31/2016 6.This design la furnished subject to the limitations set forth by 6.Plates shall be ieoated on both faces of truss,and placed so their center April 15,2016 TPIM,ICA In SCSI,copies of which will be furnished upon request. lines coincide with(0101 center lines. MiTek US9.Software 7.6.7(1L}E S.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1317,ESR•t 988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 11.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #1&BTR LOAD DUSPAIED I24R0ASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF ABTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=29.2ft, TCUL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x9 or equal at non—structural LL = 25 PSF Ground Snow (Pg) End verticals) are exposed to wind, Truss designed for wind loads vertical members (lion). RIQIRD STORAGE DOES NOT APPLY DUE TO NOT BENIAM in the plane of the truss only. REQUIREMENTS OOF INC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 11-04-11 9-06-05 T T T 5-10-15 5-05-11 4-06-09 4-11-13 fff 12 r 12 I IM-4x4 Q 9.00 9.00 17 4.0" 3 A`+( ant M-3x6 11111111111 -3x5 2 1110 -3x6 M M-7x8 i •II � o1111111 6 M—ix6 0.25°' M-3x6 10 IM-4x4 M-3x5 M-5x8(0) y ��E© PROF y y l cS y C7~ ��GII N 4- / ' 5-07-07 5-09-03 4-10-01 4-08-04 co J• 20-11 :9782PE fir- JOB NAME : RT ENGLISH REVIVAL 4 PLEX — FWB ....G�-,,iif• • Scale: 0.2161 ' ?' GENERAL NOTES, unlessotherwisenoted: .�''-af� IM riEU'`pi'4 ,*. WARNINGS: 77 4 b.Builqbd w n*and erection coMrednr ebculd be advised of al General Tales I.This design pleased onh upon Applicabilityteo p eeign p sr shown end la for an IMIVIdual T rus s: FWB antl Warnings be ora consimdbn commences. building componentponent of design parameters and proper s a f Y 2.204 compression web bracing must be installed where shown+. DesigIncorpn Minn of component la the m chords to of the allb braced edaigner. " 2 Design assumes the top and bottom chorda to W laterally bracetl et 3.Additional temporary bracing to tenure stability during construction 2'o.c.and at 10 c.c.respedNely anises braced throughout their length by �yryr� Is the responsibility of the erector.AddSlonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(SC). PAUL s"s DATE: 4/14/2016 the overall structure le the responsibility of the building designer. 3.20 Impact bringing or lateral bradng required where shown e a 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss la the responsibility of the respective contractor. REQ.: K1900742 fasteners are immolate and atnetimesheMdanyleadsgreaterthan a.Design assumeslrussesaretobeusedInanon'oorrosNeenvironment, design loads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK a.Desgnassumes full bearing atalsupportsshown.Shim arwedge if EXPIRES: 12/31/2016 S Com WTus has no control over ant assumes no responsibll4y for Me neceseeq. fabrtcellon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is q provided. April 15,2016 S.This design is furnished subject to the limitations set forth by a.Plates shag be located on both faces of buss,and placed so their center TPI W1CA In SCSI,copies of which wb11 be famished upon request. lines B.Digits coincide with (alnt centerlines. plats In inches MITek USA,Ino./CompuTruS Software 7.6.7(1L)-E II.For basic connectorplete design values sea ESR-1311,ESR•tgaa(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" OND. 2: Design checked for net(-7 uplift at 24 "o spacing. psf) p c TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce—Yes is ti ng TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF Wind: 140 mph, 1,20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M-1.5x9 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 3-06 T '1 12 9.00 F. M-1.5x3 3 2 1 M-3x4 M-145x3 y y y 1-00 3-06 PR s :9782PE JOB NAME : RT ENGLISH REVIVAL 4 PLEX - FWC . Scale: 0.5956 WARNINGS: GENERAL NOTES, unless othernee noted lir Truss FWC 1.Builder and erection contactor should be advised of al General Notes 1.This design is based onty upon the parameters shown and is far an Individual -7,1,OREGON VN and Warnings before construction commences. building component.Appllsablllty of design parameters and proper r 2.254 compression web bradng must be installed where shown*. incorporation of component la the responsibility of the building designer. es9 &I V<<„,<Z6' 3.Additional temporary bradng to Insure stability during conetrugbn 2.Design assumes the lop and bottom chords to be laterally braced eat n .7/1* . Y' '� is the responslbllty of the erecter.Addkional permanent bracing of e a c and ate o.c.respectively unless braced throughout thele length by DATE: 4/14/2016 the overall etrucfuro la the reeponsibll continuous sheathing such as raving rd sheathing(TC)and/or drywal(BC) . �� Cil Ily of the building de)bracing 3.2a Impact bridging or lateral bracing requked where shown a UL SEQ.: K 19 0 0 7 4 3 4.No bad should be applied to any component until after all bradng and 4.Installation°prow is the responsibility of the respective contractor. (esteems are compete and el no time should any mads greater man 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS ID: LINK design meds be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CempuTrus has no control over and assumes no responsibility for the 6.Design assumes tun bearing at all supports shown.Shim or wedge If EX!-1R ES: fabrication,handling.shipment and Inelaletlan of components. 7.necewary. equate drainage 6.This design is furnished subject to the limitations set forth by 8.P esnshal be maassumes t d an both facesiat truss,ed end placed so their center April 15,2016 TPIMTCA in SCSI,capes of which coil be furnished upon request. linea coincide with joint center line". MITek USA Inc./CompuTNS Software 7.6.7(11_)-E 6 Digits Indicate size of plate In Inches. I I.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 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 72 2-6=(-142) 1021 6-3=(-191) 236 SPACED 24.0" O.C. 2-3=(-1381) 173 6-7=(-176) 1155 3-7=(-347) 191 8C: 2x6 KDDF #16BTR; 3-9=( -957) 154 7-8=( -55) 86 7-4=( -11) 675 WEBS: 2x6 KDDFSTAND; 2x6 NODE' STANDNi LOADING 4-5=( -946) 199 7-5=( -66) 627 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-698) 177 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -180/ 12606 -131/ 177H 5.50" 2.02 KDDF ( 62 ) OVERHANGS: 12.0" 0.0" ADDL. BC CONC LL+DL= 594.0 LBS @ 2'- 3.5" 13'- 6.0" -93/ 680V 0/ OH 5.50" 0.96 KDDF (1985) 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 [COND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.015" @ 7'- 10.7" Allowed = 0.919" MAX TL CREEP DEFL = -0.044" @ 7'- 10.7" Allowed = 0.629" 7-10-12 5-07-04 MAX HORIZ. LL DEFL = -0.014" @ 13'- 3.2" ,I MAX HORIZ. TL DEFL = 0.031" @ 13'- 3.2" 3-00-08 4-10-04 5-07-04 12 12 Design conforms to main windforce-resisting IIM-4X4 Q 9.00 system and components and cladding criteria. 9.00 4.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 ,�-,/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BN load duration factor=1.6, End vertical(s) are exposed to wind, • Truss designed for wind loads in the plane of the truss only. liallhah... M-3x43 l M-3x4 Al7 -""." 11 _,, M- 0 .i 0 o 5x8 N p = 6 I M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 p 12 12 y y +s94# y y �ti¢0D PROFFss 1-00 2-09 1'' 5-01-12 5-07-04 y y mac' GINE- DC7 13-06 4t?: Vj 17 89782PE r" JOB NAME : RT ENGLISH REVIVAL 4 PLEX - G1 Scale: 0.2982 #5y'°° WARNINGS: GENERAL NOTES, unless otherwise noted C,." tO 1.Builder and erection contractor should ha advised of a8 General Notes 1.This design Is based only upon the parameters shown and R bran Individual 7 .OREGON N. iT. Truss: G1 and Warnings before construction commences, building component.Applicability of design parameters and proper 11. ( [ 2.2x4 compression web bradng mull be installed where shown+. Incorporation of component la the responsibllky al the building designer. u '^u4 C'f y -i t 3.Additional temporary bracing to Insure stability during construction 2 Design aesumea tho top and bottom chords to be leteralty braced al 1: 1 ,� lathe responslbllty of the erector.Additional permanent bracing of T mc and Cr ISee ac,such as ply unlessod braced(TC)and/or their length). j.sA U ('a continuous sheathing such as plywood s braced throughout and/or drywd(BC). f"' DATE: 4/14/2016 the overall abucWre is the respansibiny of the building designer. 3.Di Impact bridging or lateral bradng required rhea shown s o S E Ki9 0 0 7 4 4 4.No reed should be applied to any component until after all bradng and 4.Installation offtruss s thee arerebebility of ssd inhe a M spedbee nconos a environment, contractor. 4. fasteners are complete and at no time should any loads greater than and Desiaro for"dry condition'of use, y /'� TRANS ID: LINK detain loads be applied to any component. 8.Design assumes fl bearing at all supports shown.Shim or wedge if EXPIRES: 12/}�]1201 5.ComWTme hes no control over end essumee aro rasponalblllty for the neyry., Q 6 fabbation,handling.shipment and installation of components. 7.Design names adequate drainage Is provided q April 15,2r�016 6.This design Is furnished subject to the limitations set forth by 8.Plates anal be located on both faces of truss,and placed loo their center TPIMTCA In SCSI,copies of which will be furnished upon request. g.Ines=oincide sin of jointplatenteer lose. MiTek USA Inc./CornpuTlus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1088(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-6=(-290) 602 3-6=(-221) 160 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; 2-3=(-812) 167 6-7=(-279) 686 3-7=(-205) 196 2x6 KDDF #2 A 3-4=(-796) 187 7-8=( -57) 84 7-9=( -61) 473 LOADING 9-5=(-778) 190 7-5=( -66) 504 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-560) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -94/ 751V -131/ 178H 5.50" 1.20 KDDF ( 625) 13'- 6.0" -93/ 595V 0/ OH 5.50" 0.40 KDDF (1485) 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 D OND. 2: Design checked for net(-7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. gpsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.015" @ 7'- 10.7" Allowed = 0.419" 7-10-12 5_07_09 f - MAX BC PANEL TL DEFL = -0.035" @ 10'- 7.0" Allowed = 0.341" 2-09 5-01-12 5-07-04 MAX HORIZ. LL DEFL = -0.015" @ 13'- 3.2" f f f f MAX HORIZ. TL DEFL = 0.025" @ 13'- 3.2" 12 12 9.00 p IIM-4x4 Q9.00 Design conforms to main windforce-resisting 4 4.0" system and components and cladding criteria. 44,;72( Mi Wind: 140 mph, h=22.2ft, TCDL=6.0,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. irlipl -5X8M-3x9 ii M-3x9��7 -.414111111141l 0 0 ,-i ' o 0 -C Q N 0 1 = 6 A;, o M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 N, 12 12 . i y y l 1-00 2-09 5-01-12 5-07-04 y ,<, 0„9 PR OFkss l 13-06 ,,,i, '' ,1461 �14G1N4-, ,� :97$2 P E -7<' JOB NAME : RT ENGLISH REVIVAL 4 PLEX - G2 •.....iir Scale: 0.3107 WARNINGS' GENERAL NOTES, unless otherwise noted, al Truss: G2 Balder and erection contractor should be advised of all General Notes This destgn Is based only upon the parameters shown and Is kr an individual G©(l I }, and Warnings before construction commence. building componentApplicability of design parameters and proper vIV O 2.204 compression web bracing must be Installed where shown+. incorporation of component is the reapan&bllm of the building designer. t �� �tytl. 3.Adtlslonal temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at r lama responsibility of the erector.Additional permanent bracing of T o in and e110 o.c.respectively unless braced throughout their length by DATE: 4/14/2016 the overall structure la the responsibility continuous sheathing such as pywnod Ing(TC)and/or drywall(BC). PA U I» (tel eponcemp of the building designer. 3.20 Impact bddging or lateral bracing required where shown+es ti` SEQ.: K 19 0 0 7 4 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the rosponWbllity of the respective contractor. fasteners are complete and at no time should any leads 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 for"dry condition"of use. y [�aer�wC !�J] /�/�{p S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim of Sedge If EXPIRES:ES: 1 2/31 20 1 6 fabrlcetkn,handling.shipment and Installation of components. necessary. .I d. 8.This design Is furnished subject to the limItatfone eel forth by 7 PllPlates assumes ailed on oth f c e Is trusts.an April 1 5,2016 8.Ines coincide be th n on both faces of truss,and placed so their inter TPIWICA in SCSI,copies of which will be furnished upon request. Ines coindde vnm joint center lines. MiTek USA,Inc./CompUTru6 Software 7.6.7(1 L)_E 9.Digits Indicate stye of plate in inches. 10.For basic connector plate ds&gn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 71 2- 6=(-403) 641 3- 6=(-268) 290 TC: 2x4 KDDF #16BTR LOAD DUSPAIED I24R0ASE = 1.15 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-810) 159 6- 7=(-953) 718 3- 7=1-209) 196 3- 4=(-823) 236 7- 8=1-122) 160 9- 7=( 0) 180 WEBS: 2x6 KDDF STAND; LOADING 4- 5=1-572) 250 7- 5=1-361) 644 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-551) 290 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -94/ 751V -115/ 229H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 OPACIOR AT E9SOC UON. FOR 13'- 6.0" -93/ 595V 0/ OH 5.50" 0.40 ROOF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQITRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL REQUIREMENTS OF IeC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX LL DEFL = 0.027" @ 8'- 0.0" Allowed = 0.919" 7-11-11 5_06_05 MAX TL CREEP DEFL = -0.097" @ 8'- 0.0" Allowed = 0.629" 5-06-05 MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" 2-09 5-02-11 MAX HORIZ. TL DEFL = 0.024" @ 13'- 3.2" 12 M-4x6 Design conforms to main windforce-resisting 9.00 I/ M-3X9 system and components and cladding criteria. M-3x4 1P Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, O (All Heights), Enclosed, Cat.2, Exp.8, 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. 3 7 � 1M-5x10 KommimmaE •: -, o = 6 o M-3x4 M-5x6 M-1.5x3 4 6.00 6.00 N. 12 12 l y y1-00 y 2-09 y 5-01-12 5-07-04 ` c\ PRO '(s ). c6 NGI NES V6%1 13-06 wry R lS� :9782PE <- JOB NAME : RT ENGLISH REVIVAL 4 PLEX - G3 '" Scale: 0.3243 WARNINGS: GENERAL NOTES, unless otherwise noted. e' OREGON 1.Builder and erection contractor should be advised oral General Notes 1.building d ill is based onR Applkpon the of parameters panmewn end far n and pfaran individual js Truss: G3 and Warnings before brain construction commences. Incorporation of component Is the t design slblity of the building designer. 'e'9 ^'A f.]y 2.2x1 cemprassion Deb bhang must he installed when shown t 2.Design assumes the top an bottom chords to be laterally braced at ry el P 3.Additional temporary bracing to(nears Nabllly during construction 7o.cend at 105.c.respectively unless braced throughout their length by yyV la the responsibility of the erector.Addglonal permanent bracing of continuous sheathing such as pywvnd sheelMng(TC)and/or drywall(B0). HA,U L s "� DATE: 4/14/2016 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral branng required where shown** 4.Na load should be applied to any component until ager all bracing end 4.Installation Mbyte Is the responsibility of the respective contractor. REQ.: K1900746 fasteners arecampleteandatnotimeshouldanyloadsgreaterthan 5.Design assumes Mesas aretobeusedInanon.conoskeenvironment, design bads be applied to any component. end era for"dry condition"of use. �y/p {f}rte.l/I� .4�w TRANS ID: LINK 6.Design essumss Nit beadng at al support.shown.shim or wedge if EXPIRES: IG/47 IIONIC 5.CumpuTrus has no control over an/Assumes no responsibility for the necewry. fabrication.handling.ehipment and lnetalNaon of components. 7.Design assumes adequate drainage is provided. April 1 5,2016 6.This design Is NmlaBsd subled to the limitations set form by a.Plates shall be located on both faces of truss,end placed so their center TPNATCA In SCSI,copies of which 0111 be furnished upon request. O.linescoincide oinddde dth)el plate tecenterlines. inches. MITek USA,Inc.ICompuTnlS Software 7.6.7(1L)-E 1o.For basic connector plate deign values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-407) 666 3- 7=(-281) 242 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-810) 183 7- 8=(-457) 745 3- 8=(-178) 166 WEBS: 2x9 KDDF STAND; 3- 4=(-823) 306 B- 9=(-120) 158 4- 8=( 0) 180 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-410) 685 LL( 25.0)4DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-572) 293 6- 9=(-551) 338 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 POP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -104/ 751V -115/ 230H 5.50" 1.20 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -94/ 595V 0/ OH 5.50" 0.40 KDDF (1485) ___ ----- ____= REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lUPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hanger specs. - See approved plans - MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 9-11-113-06-05 MAX LL DEFL = 0.034" @ 8'- 0.0" Allowed = 0.419" / / f 1 I MAX TL CREEP DEFL = -0.047" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-112-02 3-06-05 ,f / 01 MAX HORIZ. LL DEFL = -0.021" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.025" @ 13'- 3.2" 8-00 15 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 M-4x6 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 M-3x4 load duration factor=l.6, 6 End vertical(s) are exposed to wind, ell Truss designed for wind loads in the plane of the truss only. 0 M-3x4Awrol.°1111.11.111.1.1111.1111111111111111.11111111111.11.1F- o3I ko lopplipow-m_Lo O ' 'a Y 10:11111 41, -/ I M-3x4 M-5x6 M-1.5x3 4 6.00 6.00 3, 12 12 J. l ,I. J. J. 1-00 2-09 5-01-12 5-07-04 4\ Q,,,lD PFi.�fi. 5I y 13-06 y �C/�~� {C.�G�N� R /4�. 89782PE C. JOB NAME : RT ENGLISH REVIVAL 4 PLEX - G4 Sale: 0.2721 f,�i�G' ' • . WARNINGS; GENERAL NOTES, unless otherwise noted [r' ��) Truss: G 4 1.Builder and erection contractor should be advised of all General Notes 1.This deeign is based only upon the parameters Moven and Is for an individual ay � OREGON v r(h', end Warnings before conatrucllon commences building component Applicability of design parameters and proper 5. (, ,Q` z.2e4 compression web bracing must be metalled where shown+. incorporation otwmponsntk the responsibility of the building designer. .at�, GA a."` (_ 3.Additional temporary bracing to Insure stabilny during construction 2.Design assumes the tap ash bottom Mores to be laterally braced et 77 '"`ll(^f Y ',J ��,J_ Is the responsibility of the erector.Adeplanel permanent bracing of T o c and at 10'o.c.respectively unties braced ihrouehsul their length by \ V DATE: 4/14/2016 the overall etructure Is the responsibility of the bulb) designer. 2e mpattinuous shgingl eng werlbh aa acwg re airedsheatsheresown+ing(TC)and/or tlrywaA(BC). �1 't n84.to impact bron idging or s is the h lateral bracing requithe red the whpre shown t r �,1 L SEQ.: K1900747 4.Nobnrsareed Mould mpletaebe n atn timescompohindent nlytoadsgil Ater leradnhnd 4.Design assumes Misses saretebeulse in non-corrosive environment,fasteners are compete and no time Mould any loads greater then 5.Dealgn eeeumes Iruaaea are to be used In a non-corrosive anvimnmenl, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the S.Dee ec assumes NA beating at al supports shown.Shim,,wedge in EXPIRES: 12/31/2016 fabdcanon,handling,shipment and installation of components. mammy. T.Plates halleaaaedonadrema of s vided. April 15,2016 6.This design is furnished subject to the limitations set forth by 8.Plates ahep be bated on both/aces of Wn,and placed no their anter TPIIWI CA in SCSI,wpbs of which will be furnished upon request. linea coincide with Joint center linea. 9.MiTek USA,Inc.ICompuTrus Software 7.6.7(1L)-E 10.Forrlbasicts iceennete cter plateiinches. p Sinn values tee ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-391) 679 3- 7=(-287) 234 BC: 2x4 ROOF #1&13TR SPACED 24.0" O.C. 2- 3=(-810) 201 7- 8=(-440) 760 3- 8=(-162) 150 WEBS: 2x4 KDDF STAND; 3- 4=1-823) 323 8- 9=1-118) 156 4- 8=( 0) 180 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-917) 717 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 9- 6=(-578) 302 6- 9=(-551) 900 TC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR 0'- 0.0" -121/ 751V -115/ 231H 5.50" 1.20 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -153/ 595V 0/ OH 5.50" 0.40 KDDF (1485) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M-1.5x4 or equal at non-structural MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" vertical members (son). 11-11-11 1-06-05 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.040" @ 8'- 0.0" Allowed = 0.419" 1 ') ') MAX TL CREEP DEFL = -0.047" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 3-10-04 1-10-01 ,r ,r 1 ,( 1 MAX HORIZ. LL DEFL = -0.021" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.026" @ 13'- 3.2" 8-00 1' 1 5 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 17 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, AllAl (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, ** For hanger specs. - See approved plans M-4x6 Truss designed forwind loads M-3X9 in the plane of the truss only. 6 - d� 0 111111 M-3x4 �� II o 3 B 1 '•�` M-5x10 o '�a o - 7 1 M-3x4 M-5x6 M-1.5x3 0 Q 6.00 6.00 p. 12 12 l l l y l '\� VDF Qftss 1-say 2-09 5-01-12 5-07-04 y w ENGIN 'k- /Q 13-06 -57 i` :9782PE c' JOB NAME : RT ENGLISH REVIVAL 4 PLEX - G5 r -"'' Scale: 0.2929 'w WARNINGS: GENERAL NOTES, unlessotherwise noted: �� ti/' OREGON �_J 1.Bolder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown end is for an individual ,, OREGON �.. Truss: G5 and Warnings before conatrudbn commenoes. building component.Applicability of design parameters and proper {� G p C� 2.204 compression web bradng must be Installed where shown e. incorporation of component le the responsibility of the building designer. A[pl a_ ,y 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at Alply Y 1 is the roaponsidgly of the erector.Additional permanent bracing of 2'o.o.and at 1G c.c.respectively unless braced throughod their length by � continuous sheathing such as plywood sheathing(TC)andfor drywau(BC). Pq.UL DATE: 4/14/2016 the overall structure ie the responsibalty of the building designer. 3.25 Impact bridging or lateral breeds required where shown*+ SEQ.: K1900748 4.No load should be applied to any component until after all bradng and 4.InstallationInof lms�ssthe e res oMbuley oftin h respective contractor.environment, fasteners aro complete and at no lime should any loads greater than Oa gro assumes those*are of toub. TRANS I D: LINK design bads be applied to any component. 8.Design assumesordryon bearing at all summits shown.Shim or wedge If 5.CompuTruus has no control over and assumes no responsibility for the ..eery. p EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of component.. 7.Design assumes adequate drainage h provided. April 1 5,2016 6.This design Is furnished subject to the limitations set forth by 8.plates steel be located on both fana of truss,and pleoed Se their ranter TPWYTCA in BCSI,copies of which ail be furnished upon request. sines coincide with joint ranter lines. 9.Digits indicate We of plats in inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 1O.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 TC: 2x4 KDDF #1&BTR INC 2012 MAX MEMBER FORCES 9- 042221.10 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 3=(-1946) 710 1- 8=(-670)) 3425 0 7- 2=( 25444)) 25922 10- 5=(-119) 32 WEBS: 2x4 KDDF STAND; 2- 4=(-1452) 390 7- 9=(-270) 3420 2- 3=(-2176) 522 2x8 RIDE STAND A LOGrIun 3- 5=(-1156) 350 8- 0=(-210) 804 8- 4=( -176) 828 LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 194 9-10=(-210) 804 8- 4=( -582) 3290 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6=( 0) 0 9- 4=( -224) 1302 TC LATERAL SUPPORT <= 12"OC. MON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF '- 0.0" TO 15'- 5.5" V BC LATERAL SUPPORT <= 12"OC. UON. 09-10=(-9692) 820 ADDL. BC CONC LL+DL= 2107.0 LBS @ 13'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC MGN. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -668/ 4205V -169/ 332H 5.50" 6.73 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 15'- 5.5" -1020/ 5873V 0/ OH 5.50" 9.40 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �'- ( 2 ) complete trusses required. *'HANGER BY OTHERS TO APPLY OND. 2: Design checked for set(-7 lief) uplift at 24 "cc spacing. Attach 2 ply with 3"x.131 DIA GUN nails staggered: CONC.LOAD(S)EQUALLY TO ALL MEMBERS. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 `/�/ 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.038" @ 6'- 2.4" Allowed = 0.985" 9" oc in 1 row(s) throughout 2x9 top chords, /yvy1 MAX TL CREEP DEFL = -0.096" @ 6'- 2.4" Allowed = 0.727" 9" oc in 1 row(s) throughout 2x9 webs. 0-03-12 MAX HORIZ. LL DEFL = 0.006" @ 15'- 0.0" t'r MAX HORIZ. TL DEFL = 0.013" @ 15'- 0.0" 12-00-11 3-04-13 107-01 1-08 T Design conforms to main windforce-resisting 6-04-03 5-06-08 1 system and components and cladding criteria. 1 1 1' 1 12 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.Do 14-4x67 3 =M-8x8 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 5 6 ', End vertical (sTruss designed)fore wind loadso wind, lAo� !�' in the plane of the truss only. M-3x6 �� ti 0 I m M-5x16 AI d RiY666m�IIV 0 1•_• 7 �_ -f o M-3x10 M-8x10 M-4x12 0 M-4 x6 j- y y ♦2107# y t�. 6-02-07 5-06-08 1-08-13)1-11-12y ���.\'''G .`IN . �1 l 15-05-08 C��'` ,N 4) (7.,q_ 4ir Y�' 89782PE � r JOB NAME : RT ENGLISH REVIVAL 4 PLEX - GGIRD _,,,r':/ _,!„e Scale: 0.2357 ""'�"'^ 411, WARNINGS: GENERAL NOTES, unhn otherwhe noted 'M1 Truss GGIRD 1.Builder and erection contractor ahold be advised of aN General Notes i.This design Is based only upon the parameters shown and Is for an Individual I' ©REGON n and Warning.before cansiructbn commences. building component.Applicability of design parameters and proper Lori=la V I`) ai e 2.2s4 compression web bndng must be installed where.moven+ Incorporation or component is the responsibility of the building designer �a 9. ��y A420 ry.\ 3.Additional temporary bracing to Insure stability during construction 2.Design resumes the sn bottom chortle to be laterality braced "�R �^ Is the responsibility of the erector.Additional permanent bracing of 3'c.c.and at I 0.e.o e respectively unless bated throughout their length by � DATE: 4/14/2016 the overall structure Is the re continuous sheathing such as plywood ghee where and/or drywati(BC), � t responsibility of me building designer. 3.tr Impact bridging or lateral bracing required respective ,hewn a a 1.. SEQ.: K 19 0 0 7 4 9 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any hada greater than 5.Design assume,trusses are to be used le a non-corrosive environment, TRANS ID: LINK design beds be applied b any component. and are for"dry condition"of use. 5.Compalrus has no control over and wanes no responsibility for the 6.Design assumes NA belong at all supports Moven.Shim or wedge if EXP AA'']') / fabrication,handling,shipment and Installation of components. Design se. NQ !RES:� '��/a�''J+]/'t-1 L'' 6.This design is furnished subject to the limitation,set form by 7.Plates shall b ea adequate tonboth is provided. FSprII 15,20 1 V +Gl/1 V 7PWJfCA In SCSI,rep:.,of which edt be Snitched upon request. 6.Plates shall be bated rte both feces of Ws,,and placed so mem cellar 9 line,coincide h c Jolts canter Ones. MITek USA,Inc./CompuTtus Software 7.6.7(11-}E 9.Digits Indicate size of plate In Inches. ie.For basic connector plate design values see ESR-1311.ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 12-01-00 GIRDER SUPPORTING 13-06-00 INC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-2214) 309 1-6=(-360) 1649 6-2=( -133) 1080 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-1209) 218 6-7=(-357) 1625 2-7=( -981) 221 BE: 2x6 KDDF ST&NDR; LOADING 3-4=( -221) 252 7-8=(-213) 843 7-3=( -285) 1784 2x9 KDDF #1&BTR A LL = 05 PSF Ground WEBS: 2x4 KDDF STAND; 4-5=( 0) 0 3-8=(-1629) 345 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLFLF (Pg)0'- 0.0" TO 12'- 1.0" V 8-4=( -234) 193 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 0'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) RIQITRD STORAGE DOESB012 APPLY CU2 T2 NOT BEANIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -306/ 2107V -169/ 33H 5.50" 3.37 ROOF ( 625) O 12'- 1.0" -403/ 2107V O/ OH 5.50" 3.37 KDDF ( 625) Single member as shown. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Hangers attached to the bottom chord AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. will have 1.5" max. nail penetration. IC OND. 2: Design checked for net(-7 psf) uplift at 29 oc spacing. *+ For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 4-04-15 3-08-03 3-08-03 0-03-12 MAX LL DEFL = -0.028" @ 4'- 3.2" Allowed = 0.372" f f T fMAX TL CREEP DEFL = -0.063" @ 9'- 3.2" Allowed = 0.558" 12 M-1.5x3 SNAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" 9.00 M-3x6 MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5" I Al Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, 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. 0 o 91.1 I I I 0 M-3x5 O1 2 _ o 1 6 7 8 o M-5x10 M-3x6 7M-6x6 M-6x8 y y y � ,EG PR laps 4-03-03 3-06-07 9-03-07 Y :53 r;NGI '� fSjQ y 12=01 w� V " 17 89782PE <" JOB NAME : RT ENGLISH REVIVAL 4 PLEX - HGIRD .„.Sale: 0.3131 ,.. ,✓�G' ` , '� WARNINGS: GENERAL NOTES, unless olherwiarametenoted, toe y "'�y OREGON ©� �},. 1.Balder and erection contractor ahead be advised of al General Notes I.This design Is based only upon the parameters shown end la for en individual /`i/^�' ��f Truss: HGIRD ani wammga beb,e con wwi,,n eommences, building component AppllcabnMy of design parameters and proper ,tea /A� si r¢ incorporation of component Is the responsibility of the building designer. " 'l J 2.Zr4 comproW on nab bradng must be installed where shown+ 2.Design mums the tap and bottom chords to be leteralty bread at ,43 3.Additional temporary bracing to Insure stabblily during construction T ac.and et 70 a.c.rsapeothely anises braced ihroughoN their tenpin by h,a �\ Is the responsibility of the erector.Addnionsl permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall/BC). PAUL DATE: 4/14/2016 the overall structure b the responsibility:Atha building designer. 3.Zr Impact hedging or lateral bradng required where Mown++ 4.No load should be applied to any component until after all bradng and 4.Installation of trues is the responsibility of the respective contractor, SEQ.: K 19 0 0 7 5 0 fasteners aro complete and at no nine 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. �/ c .l^!�.{ft�/'�a TRANS ID: LINK design bade be applied to anycampanent. 8.Design assumes full Waring at di supports shown.Shim or wedge if EXPIRES' IGI471!'GV 16 5.CompuTrus has no control over and assumes no reeponeidlny for the necenary. p fabrication.handling,shipment and lnetalletbn of components. 7.Design assumes adequate drainage Is provided. April 15,2016 6.This design Is fumlahed subject to the limitations set forth by 8.lines Plates s shall be coat d on center bth lines.of truss,and placed ao their center tNJ TpfDA in BC51,capias of vhkh vAA be furnished upon request. g Digits indicate Nee of phte In inches. MITek USA,Ino./CompuTrES Software 7.6.7(10-E 10.For basic connector plate de&gn values see EOR-1311,ESR-1888(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-84) 70 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 407V -23/ 72H 3.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (ton). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. * For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 2'- 11.6" Allowed = 0.332" MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.498" 5-08-04 0-03-12 1' 4' 4' MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORR. TL DEFL = 0.000" @ 5'- 8.2" 9.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x5 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 101. in the plane of the truss only. M-1.5x4 at rn Truss designed for 9x2 outloo ke rs. 2x9 let-ins M-3X5 r o of the same size and grade a structural top N chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are iiillilll ,n 2 permissible at inlet board areas only. .-r or: ,i,_ 1 jrldillEIMIMIIMIMM=Mar o I NMI 0 5 M-3x4 M-1.5x3 J• J' 1 5-08-04 0-03-12 l y y 1-00 6-00 c Q.O PRo e:5 t4 A r° ` " 89782PE vim` JOB NAME : RT ENGLISH REVIVAL 4 PLEX - I1 • • Scale: 0.5771 -..d .L...:; WARNINGS: GENERAL ROWS, unless atherwhe noted Truss: I1 11) 1.Builderanderectioncantrednr should be advised oraAGeneralNotes 1.This design le basedonlpupontheparametersshownandlaforanindividual s' OREGON e, and Warning.before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Addllonal temporary bracing to insure stability during construction 2 Design assumes Me lop and bottom c,.bs to be laterally braced at �4 V •� /� NIla the feeponslb@ty of the erector.Additional permanent bracing of con c and at 10 a.c.respectivelypeuVnabee braced throughout shelf length by ! .s DATE: 4/14/2016 the overall structure la the reepontbllay of the building designer. Impact ahgingl or such l b ptywood fired where s 00n+tlryweA(BC). J'ti (.�.� 3.20bridging or lateral bracing required Where anovm++ - SEQ.: K 19 0 0 7 51 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.re complete and at no ams should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK tleslgn vada be applied to any component and are for"dry sandftton of use. Ary!� /r](�A 5.CompuTrus has no control over and assumes no reaponslbllAy for the e.Design assumes NA bearing et all supporta MONT.Shim or wedge If EXPIRES: 1 2/31)LTJ! fabrication.handling,shipment and Installation of components. necemery. 7.DeNgn assumes adeqd. 8.This design Is furnished suited to Me Ilmltations set forth by 8.Plates shall be locateduate on both faces of trussdrainage is , placed so their center April 15,2016 TPWJACA In SCSI,copies of which eli be furnished upon request. Ilnee coincide v.Rh joint center lines. MITek USA,Inc./CompuTfUs Software 7.6,7(114-E 9.Digits Indicate else of plae In Inches. 10.For bask connector pale design values see ESR-1311,ESR-1g88(MIT.k) 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/Cil=1.00 TC: 2x4 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-84) 70 3-4=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 407V -23/ 72H 3.50" 0.65 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.93 KDDF ( ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** Fox hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 2'- 11.6" Allowed = 0.332" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.498" ,r 1' '( MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 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. u1 0 ot 2 N M a � 6 o M-3x4 M-1.5x3 y J' l 5-08-04 0-03-12 Jr J' Jr 1-00 6-00 cO PRopk. 619 co ��yGINE R /per 4:t" 89782PE JOB NAME : RT ENGLISH REVIVAL 4 PLEX - I2 Scale: 0.5771 ,,y"!i/\. . r AIM WARNINGS: GENERAL NOTES, unless otherwise noted - (4, 0) /O� REGON�3 N. 1.Builder and erection contractor should be advised of a8 General Notes 1.This design 6 based only upon the parameters shown and is for an individual /�V V4 !� Truss: I2 and Warnings before construction commences building component.Applicability of design parameters and proper .�,[j �,.` 2.2x4 compression web bracing must be Installed where shown•. incorporation of component la the responsibility of the building designer. , 11 CS V !' 3.Addftlenal temporary bracing to insure stability durbq construction 2.Destgn assumes the tap and bottom chorda to les leterelly braced at a�I ! Z.4. by Is the responsibility of the erector.Additional permanent bracing of P o I and at se1Cf hino.csash as ply wood s braced throughout their length). • continuous sheathing lir pj'f�. L.. DATE: 4/14/2016 the overall structure la the responabglry of the building designer. 3.2x Impact bridging or lateral bradng required where shown n+ SE K 19 0 0 7 5 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. 4•• fasteners are complete and at no time should any loads greater than 5.ledge assumes trusses are to be used Ina noncorrosive environment, design bade be applied to any component. and are for"dry condition"of use. TRANS ID" LINK B.Design assumes fug bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 • 5.CompuTrua has no control over and assumes no responsl6111ty for the necessary, febdeethn,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 15,2016 ti.Thts design Is lumished aubfed to the limitations set forth by B.Plates shell be located on both faces of truss,end placed so their center TPIMRCA In SCSI.sepias of which will be furnished upon request. B.lees coincide with airs of plate center in inches. lines. lnce MITek USA Ino./CompuTrus Software 7.6,7(1L)-E 1I.For basis connector plate design values see ESR-1311.ESR4988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-175) 115 BC: 2x4 KDDF #l&BTR SPACED 24.0" D.C. 2-3=(-71) 49 ( ) WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. 00N. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 366V -19/ 60H 3.50" 0.59 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -35/ 225V 0/ OH 5.50" 0.36 ROOF ( 625) cc 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. Ir OND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.036" @ 2'- 7.5" Allowed = 0.262" 4-08-04 0_03_12 MAX TC PANEL TL DEFL = -0.047" @ 2'- 5.6" Allowed = 0.393" f . ' MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 4.00 Design conforms to main n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 4 load duration factor=1,6, End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. u7 1 1 , im 2 I M loillIl IRIIIOIPMMIIIMIMMIIIIMIMAVo Q 5 M-3x4 M-1,5x3 c• 1 1 4-08-04 0-03-12 l 1 y 1-00 5-00 �� 0 PRope r`� GINE" 6> f© 17 4t' :9782PE <'` JOB NAME : RT ENGLISH REVIVAL 4 PLEX - I3 ,,, woo., Bale, 0.5900 WARNINGS: GENERAL NOTES, unless otherwise noted' `►/ Truss 13 I,Bulderand erection contractor shouldbeadvised ofanGeneral Notes 1.This design labased only upon the parameters shown and hfor anindividual ,/ OREGON r and Wamings before construction commences. building component,Applkabllity of design parameters and proper +„� 2.2a4 compression web bracing must be Installed where shown t: Incorporation of component h the responsibility of the building designer. � � � �, 3.Aeditknal temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to he laterally braces et "51PY Ab is the responsibility o!the erector.Additional permanent bracing o! T o.c.and al IS o.c,respectively anises braced throughout their length by DATE: 4/14/2016 the overall elrucmre is the r. 24Im continuous Aging orng each a.pywooa sheathing(TC)whereMownand/or etywnl(Bc>. p '.+ � responsibility of the building tlll bracing 4.In Impact bridging or th lateral bracing required the where Mown•♦ lJ SEQ.: Ki9 0 0 7 5 3 4.No load anode be applied to any component until after an eradn9 and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trams are to be used In a nontonoelve environment, TRANS ID: LINK design load,be applied to any component. and are fer'dty nondEon'of us.. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes NN bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/201.6 fabrication,handling,shipment and Installation of componeMa. necessary.ss 7.DesigPlates assumesadequaterainace lsprovded. April 15,2016 S.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 TPIANTCA In SCSI,copies of which NU be furnished upon request. Anes coincide with point center lines. 9.0:9IIs indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask conceder plate design values see ESR-1311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 11-02-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-34) 37 4-5=(-61) 260 1-4=( -66) 30 2-6=(-378) 69 BC: 2x6 KDDF #1&BTR 2-3=(-34) 37 5-6=(-61) 260 4-2=(-378) 70 6-3=( -66) 30 WEBS: 2x9 KDDF STAND LOADING 5-2=( -44) 393 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 115.1)+DL( 112.1)- 227.2 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -90/ 599V -60/ 60H 5.50" 0.95 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -90/ 599V 0/ OH 5.50" 0.95 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L 2 0 MAX LL DEFL = -0.002" @ 2'- 0.0" Allowed = 0.103" 2-00 2-00 MAX TL CREEP DEFL = -0.004" @ 2'- 0.0" Allowed = 0.154" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" M-1.5x3 M-3x6 M-1.5x3 MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" 1 2 3 f Design conforms to main windforce-resisting system and components and cladding criteria. II - - II II - - Li Wind: 140 mph, h=20.1ft, TCDL=6.0,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, o•cr Truss designed for wind loads o Iin the plane of the truss only. ti o 0 I N N _ = - iI I 7 47....... ..7 5 6 M-3x4 M-1.5x3 M-3x4 y 1 l 2-00 2-00 Jo l 4-00 AVO FR O/es c.',.:, C IN i9 /p 89782PE <' JOB NAME : RT ENGLISH REVIVAL 4 PLEX - IGIRD • • Scale: 0.7317 f ••'�� - .dr WARNINGS: GENERAL NOTES, ureas otherwise noted. Cr«' _/ 1.Bulger and erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual 1! -OREGON I ham Truss: I GIRD and Warnings before esnahudbn commences. bulring component.component of design per.e.ters and paper `J � 2.7x4 compression web bradng must be installed where shown«. Incorporation of component Is the responsibility of the bulking designer. 0E/ 41[y .\ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and Sodom charts to be laterally braced at al. . 1.k,. Is the responsibility of the erector.Additional permanent bracing of 2 ole and et.e10 o.c.reapactNeN unless braced throughout ihelr length by l continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA.0 1 ;`� DATE: 4/14/2016 the overall structure Is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bradng required vAere shown«e r SEQ.: K 19 0 0 7 5 4 4.No load should be applied to any component until after all bracing and 4.Instalatlon of truss Is the responaiblM/of the respedNe contractor fasteners are complete and at no Baa should any loads greater than 5.Design assumes trusses are to be used In.noncorrosive environment, end TRANS ID: LINK design;oaths beapplied teany component. anacr"drycondbion•Qa..supports wedge 5.CompuTrus has no control over and assume.no responsibility for the 5.Design scones NII beano t A w N shown.Shim or wed If EXPIRES:: 12/31/2016 eery. fabrication,handling,shipment and lnealletlon of components. 7.Design assumes adequate drainage Is provided. April 15,2016 6.This design le furnished subject to the limitation set forth by e.Plates shall be located on both faces of truss,and placed ao their center TPI/WTCA in SCSI,copies of which will be furnished upon request. S.Ines coincide nnlo.tasinJoint center lines. Digit. inches. MITek USA,lnc./CompaTruN Software 7.6.7(1L)-E 10.For baso connector plate design values see ESR-1311,ESR-1988(MITeI) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" IBC 2012 MAX MEMBER FORCES 9W• R/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1fiBTR SPACED 24.0" O.C. 1-2=( 0) 72 2-9=(0) 0 2-3=(-68) 33 TC LATERAL SUPPORT <= 12"OC. UON- LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF 0'- 0.0" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -26/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.5" -20/ 29V 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. L. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP f-OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" f f MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,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 in the plane of the truss only. 0 0 , I ri , 0 o M-3x4 l J, 1-00 2-03-08 'PROVIDE FULL BEARING;Jts:2,9,3 ,� ,NGl N4- /0 4.471 :9782PE T.- JOB NAME : RT ENGLISH REVIVAL 4 PLEX - IJ1 ,,, ,,,,. Scale: 0.6696 WARNINGS: GENERAL NOTES, unless otherwise notedCI�� / 'M Truss: I J 1 1.Builder and erection contractor should be advised of an General Notes t.This design is based only upon the parameters shown and la for an Individual 1,4/O EGO A 1 >`_! and Warning.before construction commences building component.Applicability of design parameters and proper v l�„l vfV 2.2a4 compression web bracing must be Installed where shown.. Incorporation of componenf Ia the responsibility of the building designer. V 3.AddMlonal temporary bracing to insure stability doting construction 2.Design and at 10 the lop and bottom chortle to be laterally braced et �/..� ("40y V „b 4 lathe responsibiny of the erector.Additional permanent bracing of 2-:and at as o.c.respectcely unless braced throughout their length by /9 F'T f 1 ‘,4 DATE: 4/14/2016 the overall structure is the responsib4continuous sheathing such as pysood cheething(TC)and/or dryvng(BC). V M of the bonding designer. 3.2x Impact bridging or lateral bracing required where shown.. PA UL n SEQ.: K].9 0 0 7 5 5 4.No load should be applied to any component enol after all bracing and 4.Installation of truss blithe responsibility of the respective contractor. rastenere are complete and at no Ilene should any loads greater than 5.Design assumes trussees are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.Compartue has no control over and ammo,no responsibility forme 6.Design assumes fun bearing at an supports shown.Shim or wedge if p (� �'a �y rabrcation,handling,shipment and installation of components. necessary. EXPIRES:11-11,7. 1 G i �/n�� 6.This design la furnished subject to the limitations set tort by 8.Designltsassumes all be badequate rated on both a�la ftrtruussseand placed so their center April 15,2016 f 1�L'J L! G TPWVTEA in BCSt,copies of which alt be furnished upon request. Ines coincide with joint center line. MITek USA Inc./CompuTrus Software 7.6.7(14.E9.Digits Indicate size of plate in Inches. 70.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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4-(0) 0 BC: 2x4 KDDF #lfi BTR SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 POP 0'- 0.0" -60/ 319V -19/ 72H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -34/ 260 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) o LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "mc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/360, TL=L/240 MAX LL DEFL = 0.003" 5 -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" 5 -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = 0.001" 5 l'- 0.1" Allowed = 0.054" 1-11-11 MAX BC PANEL TL DEFL = 0.001" 5 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" 5 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" B 1'- 10.9" 12 9.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 1--111111.111111111111 . ,.0 End vertical(s) are exposed to wind, Truss designed for wind loads ,' in the plane of the truss only. 0 0 I o I 0 M-3x4 Jr )' Jr 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I ck � PR Qp mac,,, ��yC I IV EFR /0�9 z 8.782PE r JOB NAME : RT ENGLISH REVIVAL 4 PLEX - ISJ1 ./ Scale: 0.6696 --..,,, WARNINGS: GENERAL NOTES, unless othernlse noted earOREGON �_J 1.Builder and erection contractor should be advised of all General Notes 1.This �. design 6 based only upon the parameters shown and Is for an Individual � "' Truss: I S J 1 and Warnings before oonatrudlon onmmerwas building component.Applicability of design parameters and proper /., Incorporation of component Is the responsibility of the building designer. "�' v q _ •, ,r. 2.2a4 compression web bradng mutt be Metaled where shown«, 2.Design assumes the top end bottom chords to be laterally braced al I *�/ 3.Additional temporary bracing to insure stability during construction 2 ob.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 drywai(BC). jC A Lit. ' DATE: 4/14/2016 the overall structure A the rasponsibldy of me building designer. 3.2s Impact bridging or lateral bracing required where shown a a SE K 1 9 0 0 7 5 7 4.No load should be applied to any component until after all bradng and 4.Installation of true.Is the responsibility of the respective contrader. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment. de4gn loads be applied to any component. and are for"dry oondeb ri of at a TRANS ID LINKB.Design assumes unbearingatanaupponeshown Shim arwedge u EXPIRES: 12131/2016 • 5.CampuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 15,2016 8.This design la famished eabled to the limitations eat forth by B.Plates shall be located on both faces of tore=,and placed so their center TPWJTCA In SCSI,copies of which will be furnished upon request. g,iDless oincidt ncide with Joi tpcenate terlliines. 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 9'- 8.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. SON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration factor=l.6, considered for this design. 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. Sable end truss on continuous bearing wall SON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ef bx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 12 9.00 V 11M-4x4 12 2 . j9.00 iiIh ASSUMES SHEATHING 0 1 0 o 1 0 ,-i 1 ,-I f 4 4 5 y 1-00 y 9-08 y 1-00 y k0) PRO1F6 41 4.47 `z 89782PE pr'` JOB NAME : RT ENGLISH REVIVAL 4 PLEX - L1 _00"`• Scale: 0.9496 .....„-A!<. WARNINGS, GENERAL NOTES, unless otherwNe noted. 'FNW Truss: L1 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for anlndivmual -srrOREGON N. and Warnings before construction commences. building component.Appleablllty et design parameters and proper © 2.204 compression web bracing must be Instated where choxn.. incorporation of component h the responsibility of the building designer. / �y/,. 3.Additional temporary bracing to Insure stability during cenetrucllon 2 Design ed e/IS ees top end bottom unless for to be throughout braced at "��l"'Iq�Vt• .{ '� Is the responsibility of the erecter,Addtlenel permanent bracing of 2'o.c.and al ICY reepeciNety braced and/or dr their lengthl)S by "i ! / .4 DATE: 4/14/2016 the overall structure la the responsibility of the building designer. 3.continuousMging giorlatrlbracing acing re uirewhereChew/or dryweA(BC) � (� SEQ.: K 19 0 0 7 5 8 4.No load should be applied to any component until alter all bracing and 4.nstalhg IImpact nstallation guns or lateral he roles ability required respect a contractor. UL `� fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Inc nen-corrosive environment, TRANS ID: LINK delogn leado be app/lad to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports Mown.Shim or wedge if y c fabrication.handling,shipment and installation of components, lea/ge ry' q I-^PI[7CCr. '1�]/t]'�)a�/'t-1 L'� 8.This design I.furnished subject to the limitations set forth by 8.PlaPlates assumesbested ed on draih nage h provided. an April 1 5,201L6 EXPIRES:`s7 I L./J /G V 1 V TPLM/fCA In SCSI,copies of which will be furnished upon request. 8.Ines celnsddll ee M joint center llif�coa(dimes,and placed p their center s. MiTek USA Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits indicate Na of plate in Inches. 1o.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-04-12 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14RTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2380) 352 4-5=(-1900) 2076 4-1=(-2305) 317 5-3=( -610) 2377 2-3=(-2380) 352 5-6=(-1900) 2076 1-5=( -610) 2377 3-6=(-2305) 317 WE: 2x8 KDDF #26 OTR 5-2=( -326) 2043 WEBS: 2x6 KDDF #2; LOGrIuG 2x4 KDDF STAND A LL = 25 )- Ground. Snow (Pg) TC UNIF LL( 50.0)+OL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 292.4)+DL( 254.0)= 546.4 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -486/ 3436V -2000/ 2000H 5.50" 5.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -486/ 3436V -2000/ 2000H 5.50" 5.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Single member as shown. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Hangers attached to the bottom chord AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 24 "lac spacing. will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX TL CREEP DEFL = -0.042" @ 4'- 10.0" Allowed = 0.438" 4-10 / 4-10 / MAX TC PANEL LL DEFL = -0.054" @ 7'- 0.7" Allowed = 0.333" 'I I MAX HORR. LL DEFL = -0.006" @ 0'- 2.7" 12 12 MAX HORIZ. TL DEFL = -0.006" @ 0'- 2.7" M-4x6 Q 9.00 9.00 7 2 4.0" 'COND. 3: 2000.00 LBS SEISMIC LOAD. i► Design conforms to main windforce-resisting �� system and components and cladding criteria. 11 Wind: 140 mph, h=21.8ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-9x10 M-9x10 M M 2 EMS r ��6 [ 11111111111111111 _Ill5 M-4x12 M-12x14 M-9x12 y y y A'y 9-10 4-10 ¢�d PRQ/? 9-08 tico ‘yG11414-fyc;,Q9 4t` 89782PE <' JOB NAME : RT ENGLISH REVIVAL 4 PLEX - LGIRD Sale, 0.9329 WARNINGS: GENERAL NOTES, uNess otherwise noted / ave' OREGON 1.Builder and erection centrader should be edvieed of al General Nates 1.This design Is based only upon the parameters Moven and is for an individual 7 OR GOI V�(�.. Truss: LGIRD endwarning.mar.aonsWdmneammences. building component.Applicabillryofdesign parameters and proper *4 ,at 1 2,2s4 compression web bracing must be installed where shown a. Incorporation of component is the respansibilfty of the building designer. 3.Additional temporary bracing to Insure siabBh/during canstrucdnn Design and at 1'the lop and hely un chords to de IrU 9h braved et • Is the responsibility of the erector.Addtllonel permanent bracing of 2 ntinc.end al 1 O cin.sash as ply woods braced throughout t drpeir length). continuous sheathing such as plywood sheaming(TC)and/or dryweA(BC).by � !"A�� .V‘ ` DATE: 4/14/2016 the overall structure is the responsibility at the building designer. 3.Os Imped bridging or lateral bracing required where shown a a Ss' K 19 0 0 7 5 9 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q• fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conasNe environment, design be applied la anyM. end are for dry condition"of use. ]C 12/31/2016] P'/}+(,, TRANS ID: LINK a pprendsn° 8.Design assumes Ng bearing at ail supports Mown Shim or wedge if EXPIRES: 12131/20 i V S.CompuTms has no control over and addumes no responsibility for the neasaeary. .I G' fabrication.handling.shipment end bstallation of components. 7.Design assumes adequate drainage is provided. April 15,2016 6:This design is furnished subfed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJTCA In SCSI,copies of which will be furnished upon request. jointlines coincide with 9.Digits Indicate Rae of plate in inches. MITek USA,Ino./COmpuTtas Software 7.6.7(1L.E 10.Far bask connector plate design values see ESR-1311,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 BODE #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 818BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, WETS(Di.), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed forwind 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 lOPSF 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. 4-10 4-10 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO 'f 1 ' SCISSOR TYPE TRUSS(ES),A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE 12 BOTTOMOF THE BEARING WALL AND THE I I M-4x4 12 OF THE LATERAL B ACING PROV DEDBRIGIDLACK CEILING AT THE HINGE TYP CONNECTION POINT. 12.00 7 2N 12.00 THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING RI TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVISE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYP CONNECTION. DESIGN ASSUMES SHEATHING TO ONE FACE. s 4 5 0 PR y 1-00 y 9-08 y 1-00 y `�. F'+gip ' 89782PE JOB NAME : RT ENGLISH REVIVAL 4 PLEX — N1 Scale: 0.3898 ,.� 1•//''J ' N. WARNINGS: GENERAL NOTES, unless otherwise noted E." OREGON 40 1.Builder and erection contractor should be advised of al General Nates 1.This design Is based only upon the parameters shown and is for an individual -jl-OR G OI V„cs, �. Truss: N1 and Wamings before construction commences. building component.Applicability of design parameters and proper 1. V 2.2s4 compression web bradng must be installed where Moven+. Incorporation of component is the responsibility of the building designer. ne9 Vq[!s� ,y(.� ' 3.Additional temporary bracing to Insure stability during construction 2 Design nd al lU the top end bottom chords to d throughout bread el ♦ R 'i -4 lathe re siblllty of the erector.AddltionN permanent brecin f 2co'n.c.entl N 10 o.c.rsapectNely unless braced nditheir length by �l sport g o continuous sheathing such as ening rd sheathing(TC)and/or drywal(8C). p/1 1 1 T DATE: 4/14/2016 the overall structure Is the responsibility of the building designer, 3.2a impact bridging or lateral bradng required%dere shown++ �./1.» SEQ.: K1900760 4.No bad should be applied to any component until after all bracing and 4.Installation of truss 5the ,senebflly at the respvisa non-corrosive contractor. environment, fasteners are complete and at no time should any loads greater than Design gre fors"dry trusstrusses are use. TRANS I D: LINK design bads be applied to any component. 8.Design assumes full bearing ul all supporta shown.Shim or wedge if EXPIRES:�s 5.CompuTrus has no control over and assumes no responsibility for the D sig ry. EX I RES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 15,2016 8.This design is furnished eub(ad to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIPNICA In SCSI,copies of which 0111 be furnished upon request. linea coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,IRC./CompuTrus Software 7.6.7(1L).E 10.For basin connector piste design values see ESR-731 t,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( -12) 144 6-7=(-241) 248 6-2=(-588) 168 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-438) 96 7-8=( -55) 76 2-7=( -21) 209 WEBS: 2x4 KDDF STAND; 3-4=(-457) 112 7-3=( 0) 234 2x6 KDDF #2 A LOADING 4-5=( -12) 194 7-4=( -65) 271 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=1-588) 216 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -72/ 615V -214/ 2148 5.50" 0.41 KDDF (1485) 9'- 8.0" -72/ 615V 0/ OH 5.50" 0.41 KDDF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - Seeapproved lens REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. p BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-10 4-10 MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.067" .1' .c f MAX TL CREEP DEFL = -0.002" @ 10'- 8.0" Allowed = 0.100" 12 12 MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9" Allowed = 0.383" M-4x6 MAX TC PANEL TL DEFL = 0.149" @ 2'- 9.1" Allowed = 0.575" 12.00 V N12.00 MAX HORIZ. LL DEFL = 0.006" @ 9'- 5.2" 34.0" MAX HORIZ. TL DEFL = 0.009" @ 9'- 5.2" AC VV Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads - in the plane of the truss only. M-3x4 41111111111111L M-3x9 r,,1 M-5x8 rn 0 0 ,-r A ,-I ri 61Le 14 M-1.5x3 M-1.5x3 .Q 6.00 6.00 12 12 ). l y ). y 1-00 4-10 4-10 1-00 1, 1, � �pPRpfids 9-08 �5� ‘.4 GIN /4 s/0 '.c 8.782PE ' JOB NAME : RT ENGLISH REVIVAL 4 PLEX - N2 Scale: 0.3385 • a• ef WARNINGS: GENERAL NOTES, unless otherwise noted Pr !!" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '^4 OREGON ryRs Truss: N2 and Wamingsbefore construdhncommences. building component Applicability of design parameters and proper 2n 2.aro compression web bracing mud be installed where shown+. Incorporation car component is he responsibility a the building designer. �lq�Y �(Z. 3.Additional temporary bracing to Insure stability during construction 2 Design endsliassumes the tap and bottom chortle to be latently braced al by Ie the responsibilly of the erector.Additional permanent bracing of coni.oc. el lghin rschasptyunlessbracedthroughouttheir lengthll( ). DATE: 4/14/2016 18e overall structure Is the responsibility of the building designer. continuous sheathing such l b plywood aired where ownand/+drywell(BC). • �. UL +� upon Y g 3.1x Impact bddging or lateral bracing required when Mown++ SEQ.: K 19 0 0 7 61 4.No bad should be applied to any component until after all brodng and 4.Installation of truss Is the era of the respective contractor. Iaateners are complete and at no time should any mIs ads greater then 5.Design assumes trusses ere to be used Ins noncorrosive environment, TRANS ID• LINK design loads be applied to any component. end are for"dryaondnmnor use. y�] �} 12/31/2016 5.CompuTrua has no control over and assumes no responsibility for the 6.Design-asaumes NA bearing at al cupped.shown.Shim or wedge if EX IR ES: fabrication,hendling,shipment and Inetellatlon of components. ry .I Q 7.Design assumesadequatean both drainage Is truss,provided. April 15,201 V 6.This design is furnished subject to the limitations set font by 8.Plates.hail be located on both faces of truss,and placed so their center TPIIWfIA in SCSI.copies of which will be furnished upon request. Anes coincide with joint center lines. uTrus Software 7.6.7 1 L E 9.Digits indicate size of plate in Inches. MiTek USA,Inc./Com P ( )' 1o.For bask connector plate design values see E5R-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-439) 111 4-5=(-203) 206 4-1=(-402) 148 5-3=( -36) 255 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2-3=(-953) 135 5-6=( -52) 74 1-5=( -22) 206 3-6=(-402) 176 2x6 KDDF #2 A LOADING 5-2=( -4) 234 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -67/ 435V -180/ 180H 5.50" 0.29 KDDF (1485) 9'- 8.0" -67/ 435V 0/ OH 5.50" 0.29 KDDF (1485) ** For hanger LL = 25 PSF Ground Snow (Pg) g specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. i BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.058" @ 4'- 10.0" Allowed = 0.437" MAX TC PANEL LL DEFL = 0.153" @ 6'- 10.9" Allowed = 0.383" MAX HORIZ. LL DEFL = 0.005" @ 9'- 5.2" MAX HORIZ. TL DEFL = 0.009" @ 9'- 5.2" 4-10 4-10 4 I T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 12.00 17 a 12.00 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �= load duration factor=1.6, Eli End vertical(s) are exposed to wind, = e Truss designed forwind loads in the plane of the truss only. M-3x9 M-3x9 4000.00.0.0000/11 M-5x8 o n a A I 411 I. M-1.5x3 M-1.5x3 G16.00 6.00 p 12 12 J' y y y 4-10 9-10 `.d PR Q yQ# S 9-08 � �NCa1NFE. --if 89782PE Q1-' JOB NAME : RT ENGLISH REVIVAL 4 PLEX - N3 Scale: 0.3262 --f WARNINGS: GENERAL NOTES, unless otherwise noted Truss: N 3 1.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an Individual 1. OREGON tea` and Warnings before construction commences balding component.Applicability of design parameters and proper 2.254 compreaeian web bracing must be Installed where Mown s. Incorporation of component Is the reeponsib911y of the building destgner. 3.Additional temporary bracing to Insure stability during construction 2 Design and at II the lop and bottom chortle to be laterally braced at g q�Y `�' P. is the responsibility of the credo:.Additional permanent bracing of T o c aik at 10 ac.such unless braced throughout their length by \� DATE: 4/14/2016 the overall structure lathe responsibility of the building designer. continuous sheathing ouch ala ptyvroad Mealhlhare c and/or tlrywaq(BC). "I. h w t3. 3.Z5 Impact bridging or lateral bracing required where shown*♦ /"f.4 `' SEQ.: K 19 0 0 7 6 2 4.No bad Mould be applied to any component until atter all bracing and 4.InstaNstlon of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.DeBgn assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition"of use. �/�] N/y !� try/{{G 5.Compvlrua has no control over and assumes no responsibility far the 6.Oeegnµaseumea Ell bearing at sit supports Mown.Shim or wedge if EK(-IBES. I2/31120IV. fabrication,handling,shipment and Installation of components. 7.Desigry' d. 6.This design Is furnished subject to the limitations set forth by B.Platesno shaN be located on both face ftrusassumes adequate drainage Isis,dand placed ea their center April 15,2016 TPINWICA In SCSI,wales of which WC be fuminhed upon request. linea coincide with 0lnt center line. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E S.Digits Indicate elan of plate In Inches. 10.For basic connector plate design values see E5R-1311,ESR-7888(MiTek) TPacifichis designLumber preparedand from computerTruss-BC input by TRUSS SPAN 9'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( -12) 194 6-7=(-2229) 2253 6-2=(-1049) 800 TC: 2x4 KDDF #1&BTR LOAD DUSPAIED I24REASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" o.C. 2-3=(-1569) 1317 7-8=(-2229) 2253 2-7=(-1906) 1559 3-4=(-1569) 1317 7-3=( -965) 1162 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A LOADING 4-5=( -12) 194 7-9=(-1406) 1559 LL( 25.0)+DL( 10.0) ON TOP CNORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9-8=(-1049) 800 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -796/ 1061V -2000/ 2000H 5.50" 0.71 KDDF (1985) OVERHANGS: 12.0" 12.0" 9'- 8.0" -746/ 1061V -2000/ 2000H 5.50" 0.71 KDDF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '" Fox hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-10 MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.067" 4-10MAX TL CREEP DEFL = -0.002" @ 10'- 8.0" Allowed = 0.100" ,� MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9" Allowed = 0.383" 12 12 MAX TC PANEL TL DEFL = 0.199" @ 2'- 9.1" Allowed = 0.575" M-4x6 12.00 F77 N 12.00 MAX HORIZ. LL DEFL = 0.037" @ 9'- 5.2" 3 4.0" MAX HORIZ. TL DEFL = 0.091" @ 9'- 5.2" VV ICOND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,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 fox wind loads in the plane of the truss only. M-3x5 AIL M-3x5 M-5x8 m 0III 0.0 6 #40 OA -, M-3x4 M-3x9 Q 6.00 6.00 12 12 y l Jr Jr Jr V PRQfe 1-00 4-10 4-10 1-00 J• 9-08 y �NG#NEe� 'S/0 • �. 8•782PE �r JOB NAME : RT ENGLISH REVIVAL 4 PLEX - NDRAG / Scale: 0.3385 WARNINGS: GENERAL NOTES, unless otherwise noted: '/ r'o« OREGON N. �_� 1.BUAder and erection contrador should be advised of all General Notes 1.Thls design is based only upon the parameters shown and Is for an Individual V Truss: N DRAG and Waminga bebre consimdbn commences. building component.Applicability of design parameters and proper 6. 2.2x4 compression web brsdng mud be Installed where shown*. Design assuincorporatiomes of component la the responsibility of the building designer. q R Y A _\, , 3.Additional temporary bracing to insure stability during construction 2 Design nd at 10'c.c tap and velours chords to be laterally braced at v Inti end a11g'sin.respectivelyscsowood unless braced(TC)nd/their langur). j+yA UL P lathe responsibility of the erector.AddNlonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweA(BC). !" DATE: 9/19/2016 the overall sirlmture la the responsibility of the building designer. 3.2x loped bridging or lateral bracing required where drown* 4.No load should be applied to any component until after all bracing and 4.Inst/Nation of Suss la the responsibNiy of the respective contractor. REQ.: K1900763 fasteners aresompleteandatnotimeshouldanyloadsgreaterthan 6.DesignaaeumeswwesarobbeusedInanon-corrosiveenvironment, design loads be applied to any component. and are for'dry condition"of use. y 12/31/2016 N/'{l�.N[ /'�.s p TRANS ID: LINK6.Design assumes full bearing at all supports shown.Ohio or wedge if EXPIRES: 12/3/T' V 1 V B.Com WTrus has no control over and assumes no rosponsibllNy for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 15,2016 8.Thio design la furnished subject to the limitations set forth by 6.Plates shall be boated on both faces Minds.and placed so their center TPNNrCA in 13CSI,copies of which will be furnished upon request. lines coincide int center lines. 9.Sighs e sis oplate in Inches. MITek USA,Inc./ComptTrus Software7.6.7(10-E 16.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 9-08-00 GIRDER SUPPORTING 25-04-12 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-162) 208 4-5=(-263) 809 1-4=( -142) 67 2-6=(-1753) 428 BC: 2x8 RODE #165TR 2-3=(-162) 208 5-6=(-263) 809 9-2=(-1753) 428 6-3=( -142) 67 WEBS: 2x4 KDDF STAND; LOADING 2x6 KDDF #2 A; 5-2=( -407) 2862 LL = 25 PSF Ground Snow (Pg) 2x4 KDDF STUD B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 292.9)+DL( 254.0)- 546.4 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -599/ 2979V -290/ 290H 5.50" 4.77 KDDF ( 625) BC LATERAL SUPPORT 0= 12"0C. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.0" -599/ 2979V 0/ OH 5.50" 4.77 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Single member as shown. Hangers attached to the bottom chord 'COND. 2: Design checked for net(-7 sf uplift spacing. ill have 1.5" max. nail penetration. P ) P at 24 "oc pacin VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hanger specs. See approved plans MAX LL DEFL = -0.038" @ 4'- 10.0" Allowed = 0.292" 4-10 4-10 MAX TL CREEP DEFL = -0.085" @ 4'- 10.0" Allowed = 0.438" f f f MAX HORIZ. LL DEFL = -0.003" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.004" @ 9'- 2.5" M-1.5x3 M-5x8 M-1.5x3 f 1 2 3 o _ Design conforms to main windforce-resisting - system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,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 A � Ter B �'T d_g A 0 m 0 co co _B / 1 / r _ f 4' 5 t '11, 6 M-12x14 M-4x12 M-12x14 y y 1 4-10 4-10 l y cD PROpk. GV9-08 ,<0 04 , /0 w ` " :9782PE r" JOB NAME : RT ENGLISH REVIVAL 4 PLEX - NGIRD ,i, ... Scale: 0.3208 IPP' WARNINGS: GENERAL NOTES, unles,athmotse noted SIMI /"„ Truss NGIRD 1.Builder and erection contractor should be advised efall General Notes 1.This design is based only upon the parameters shown and isfor anindividual .7 OREGON Alr�! and Warnings before construction commences. building component.Applicability of design parameters and proper V Q' 2.2a4 compression web bracing must be Instated where shown+. Incorporation of component Is the reaponslbilby or the building designer. .ay !�� � [' ` 3.Additional temporary bracing to Insure stability during construction 2.Design endat1assumes the lap sd bottom chords to be laterally braced et A is the responsibility or the erector.Additional permanent bracing of T o c. at 1 P a.c.respectNaty unless bracetl throughout their length by (� t � DATE: 4/14/2016 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)enmor dryweb(BC). A..0 4. S 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: Ki 9 0 0 7 6 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the espondbllity of the respective contractor fasteners are compete and at no time should any loads greater than B.Design assumes trusses are to W used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to eny component. and are for"dry condition"of use. �/ p 5.E repuTrus hes no control over end assumes no responsibility for the 8.Design assumes full bearing at all support.Maws.Shim or weave if EXPIRES:. 12/31/2016 fabrication,handling,shipment and installation of components. 7.Desigry' 8.This design is furnished subject to the limitation set forth by 8.Plaeanahal be locattedassumesuate on both fecsdrainageioftruss,and placed so their center April 15,2016 TPWyTCA in SCSI,copies of which wll be furnished upon request. lines coincide with joint center linea. MITek USA,Inc./CompuTrus Software 7.6,7(1LFE H.Digits indicate size of plate In Inches. 1 0.For bask connector plate design values see EBR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 6.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF O16BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x9 KDDF TANTR SPACED 29.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x9 KDDF STAND LONDIOG Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 95.0 PSF Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, LL = 25 POE' Ground Snow (Pg) (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NOTE: 2T9 OPACIOR AT EASOC TOS. FOR load duration factor=l.6, ALL FLAT TOP CHORD AREAS NOT SHEATHED End vertical(s) are exposed to wind, RIQUIRD STORAGE DOES NOT APPLY DUE TO NOT SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous considered for this design. bearing wall for entire span ION. 3-03-11 2-10-10 3-03-11 T f0-08 2-01-11 T-06� 2-10-10 T-06� 2-01-11 �0-08 3-00 3-00 T ' 12 12 9.00 7 Q 9.00 Truss designed as a Piggyback.Structural truss is below. 2x4 stripping required at 24"oc where continuous bearing is shown.Join to bottom section of truss with 2-16d nails and top M-4x6 s M-4x6 section with 2-16d toenailed to stripping.Stripping spaced at 2'-0"oc maximum.Connections are for vertical gravity loads only. 3 ' 0 4-05-11 '- A I I I I _ // /////////////////////////////////////////////////////////////////// ,// M-3x4 M-3x5 M-1 IK5 M-3x4 l k y Y 2-07-15 4-02-03 2-07-15 1 O PRO CYa P 9-06 c_.;\ ..�tyGiNEFR CSf0-7... :9782PE JOB NAME : RT ENGLISH REVIVAL 4 PLEX — P2CAP Scale: 0.9826 Yr �- h 1, '9y f>FIEGOIN p Q,,, WARNINGS: GENERAL NOTES, unlaeecthervdx noted {ja I.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 II G� "kb 4; t'` Truss: P2CAP Nod Warnings before construction commences. building component.Applicability of design parameters end proper 1 �Ty 2.2x4 eompreadon web bracing must be Installed where shown e. incorporation of component M the responsibility of the building designer. !/1,.. 3.Additional temporary braclrp to Insure stability during condructlon 2.Design assumes the by and bottom chords to be laterally braced at �A.Ul � 7 cu.and et ill'e.e.respeegveN unless braced throughout their length by 1w. Is the responsibility of the erector.Additional permanent bracing of continuous ehealhing such as plywood elrsething(TG)and/or dryeag(BC). DATE: 4/15/2016 the overall structure Is the responsibility of the building designer. 3.Seeped4 bdtlging or lateral brewing required where shown** SEK1900765 4.No load ehould be epplled to any component until after an bracing and 4.Installation of truss is the responebility of the respective contractor. Q• fasteners are compete and at no time Mould any loads greater than S.Design assumes trusses are to be used in a noncorroerve environment, EXPIRES:. 12131/2016 design bads be applied to any component. and gra far"dry MI b.s#of use. TRANS ID LINK .pons 3.DeagneswmeaNXbeedngalaAwppotlashown.Shim or wedge if April 15,2016 S.CompuTrus nes re control over and assumes no responsibility for the .....eery. fpbrleetion.handling.shipment and Installation of components. 7.Makin assumes adequate drainage le provided. e.This design Is furnished subject to the limitation set forth by B.Plates shell be boated on both Moes of truss,and placed so their center TPIIWTCA in 5101.copies of which will be furnished upon request. 9.Ices indicate 4 joint size ocenter enterllilines. nes MiTek USA Ina/CompuTrus Softwrare+7.6.6-SP1(IL)-E 1I.For basic connector piste design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 DF 2400F; LOAD DURATION INCREASE = 1.15 2x9 KDDF #16BTR T2, T3 SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #1&BTR Design conforms to main windfor ce—resisting WEBS: 2x9 KDDF STAND LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSE BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 45.0 PSI' Wind: 140 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, NOTE: 2x9 BRACING AT 24"OC UON. FOR End vertical(s) are exposed to wind, ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span DON. 10-1.509 or equal at non—structural vertical members (uon), 15-06-03 5-11-10 15-06-03 '11 7-11-04 7-03-07 0-03 08 5-11-10 0-03-08 7-03-07 7-11-04 T 1 4'f ft 4 4 15-05 15-05 1 1' 1' 1 12 M-4x6 �,M-6x6 12 9.007 45 6 l i '',4 � 9.00 M18HS-5x16(S) (5)NM5_5x16.25" ✓! t9 + +! V` 0 Nik:. ,-I - /.,, o =', YIr B a... m -- B v - 12 I MM-11-.'5x3 M- ;(8 M-3x6 14-11..45x3-1195x3 \0 to 0 M-4x6 M-3x5(S) M-4x6 • y 7-09-08 17-00 7-03-07 > y 6-11-15 y 7-01-1120-00 y 7-09-08 y ,Cj� �t3G NEF`r`�t0 89782PE C"` 1-00 37-00 1-00 JOB NAME : RT ENGLISH REVIVAL 4 PLEX — P2FW Scale: 0.1786 "�� ..>. __1,.. WARNINGS: GENERAL NOTES, unless otherwise noted ��OR Eli©IV Truss: P2FW 1.Buildeand rand erectionrningearer contractor MoWtlbeadvised of all General Notes lealsbuetl antyupon the parameters shown and is taper individual yN� and Warnings before construction commences, balding component.Appllcebllity of design parameters end proper d 2,244 compression web bracing must be installed where shown i. Incorporation of component Is the responsibpey of the building designer. //�/ r 3 Additional temporary bracing to Insure etabllty during constncdun 2 Design assumes the top and bottom chords to be laterally braced al � 'l Y �5 `�: Is the responsibility of Me erector,Additional permanent bracing of Y o.c.and et 1G o.c,respectively unless braced throughout their langur by ;f DATE: 4/14/2016 the overall structure is the reepunsibpfty of the Wilding designer. continuous ddgisheagior such l b acing reood t where)and/or tlrywell(BC). �" ��� g 9 3.241mpect bdtlginp or lateral bracing required where shown+ UL SEQ. : K1900766 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the reshot:WNW of the respective contractor. fasteners ere complete and at no time should any loads greater then 5.Design assumes tnssee are to be used In a non-corroaNe environment, TRANS I D: LINK design made be applied to any component. and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design swum.fug bearing at all supports shown.Shim or sedge If EXPIRES: 12/31/2016 labncotbn,handling,shipment and installation of components. necessary. 7.Design besehalbesadequate onbodrainage lsprovided. s,an April 15,2016 8.This design la furnished subject to the limitations set forth by 8.plates shall be bated on both faces of Inas,end placed w their center TPIIWTCA in SCSI,copies of Mich will be furnished upon request. linea coincide with joint center lines. MiTek USA,Inc./Com UTNs BofhMd2 7.6.7 1 L E B.Digits indicate etre of plate m inches. p ( 1g.For basic connector plate design values eee ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( O) 70 2-12=(-318) 3400 12- 3=( 0) 238 9-17=(-136) 1910 BC: 2x6 KDDF #188TH 2- 3=(-9452) 556 12-13=(-318) 3398 3-13=( -380) 186 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-4030) 622 13-14=(-240) 3132 13- 4-( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3856) 678 14-15=(-312) 3649 4-19=( -472) 278 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-3060) 550 15-16=(-556) 4890 5-14=( -362) 2196 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-4098) 790 16-17=(-780) 5786 14- 6=(-1518) 392 BC GRIP LL( 95.8)+DL( 96.7)= 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-5136) 912 17-10=(-782) 5802 6-15=( -239) 1270 • OVERHANGS: 12.0" 12.0" 8- 9=(-6332) 1052 15- 7=( -502) 2909 ADDL: BC CONC LL+DL= 2979.0 LBS @ 25'- 6.0" 9-10=(-7538) 1159 15- 8=(-3560) 762 10-11=( 0) 70 8-16=( -724) 3878 ter. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1149) 270 ( 2 ) complete trusses required, LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA nails staggered:row(s) 9" oc in 1 ow(s) throughout 2x4 top chords, 0'- 0.0" -908/ 3119V -276/ 276N 5.50" 4.99 KDDF ( 625)XX 9" oc in 2 rthroughout 2x6 bottom chords, 37'- 0.0" -858/ 5486V 0/ OH 5.50" 8.78 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. ""HANGER BY OTHERS TO APPLY LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) CONC.LOAD(S)EQUALLY TO ALL MEMBERS. GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.094" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.309" @ 25'- 6.2" Allowed = 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.023" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.062" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting f ' 1 f ' f f , f system and components and cladding criteria. 12 12 Wind: 140 mph, h=29.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-5x6 M-3x4 M-5x6 9.0017 5 6 Q 9 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), � 1e load duration factor=1.6, M-3x4 M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads .\ in the plane of the truss only. M-3x9 `'' }1 + \11 M-3x4 3 0 0 1 12 13 14 '' 15' 16 17 1: 1 0l of 'M-3x5 M-1.5x3 M-3x4 0.25" 0.25" M M-1.5x3 M-3x8 I ,q", PR n M-7x8(S) M- 6x8-6x8 <, r v� s ,51 l l l l ), 2979# y 1 ryr. ..�„yc,1 N E�rfi' 109 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 J* 0 37-00 el' 00 :9732PE x- 1-00 JOB NAME : RT ENGLISH REVIVAL 4 PLEX - P2GIRD Scale: 0.1411lOr WARNINGS: GENERAL NOTES, unless otherwise noted 'v �4) 1.Builder and erection contractor Would be advised of el General Notes 1.This design b based only upon the parameters shown and Is for an Individual -7 OREGON ' �.,.. Truss: P2GIRD and wemings before conarudlon commences. building componentApplicability of design parameters end proper q„ 2.294 compression web bracing must be Inetalled where shown+. incorporation of component is me responsibgby of the building designer. +' G/C'[Zj it .y t, 3.Additional temporary bracing to Insure stability during construction 2.Desitin and IN the lop end bottom chords to be latently braced el a�l ! 1 �XyI Is the responsibility of me erector,Addbhnsl 1 biasing of 2 oc.and at ICY o c respectively unless braced throughout their length by Ry permanent continuous sheathing Rich as plywood Wealhing(TC)end/or drywall(BC). u-A UL ``" DATE: 4/14/2016 the overall structure is the responsibility Who building designer. 3.2i Impact bridging or lateral bracing required where Mown++ 4.No bad should be applied to any component until ager all badng and 4.Installation of truss la the responsibility of the reapective contractor, SEQ.: K1900767 fasteners ere complete and et no the should any loads greeter ten 5.Design assumes trusses are to be usedinenon-corrosiveenvlmnment, and are br"dry condition"of use. TRANS ID: LINK design bads be applied to any component. qf}/]q/�(�yQ 5.CompuTnrs Ms no control over and assumes no responsibility for the 6.Designuees NI bearing at all supports Mown.Shim or wedge If EXPIRES: 1 2 3 1/20 1 6 fabrication.handling,shipment end Inaallation of components. 7.Design:oumea adequate drainage Is prodded. April 15,2016 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and pieced so their center TPW,'ICA in ECM,copies of which will be furnished upon request. lineB.Digits coineide with es We of int center lines. ines MiTek USA Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see E5R-1311,ESR-1985(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-318) 3900 12- 3=) 0) 238 9-17=(-136) 1410 BC: 2x6 KDDF #1&BTR 2- 3=(-4452) 556 12-13=(-318) 3398 3-13=( -380) 186 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-4030) 622 13-19=(-240) 3132 13- 9=( -82) 242 LL = 25 PIE Ground Snow (Pg) 4- 5=(-3856) 678 14-15=(-312) 3649 4-19=( -972) 278 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLP 0'- 0.0" TO 37'- 0.0" V 5- 6=(-3060) 550 15-16=(-556) 9890 5-14=) -362) 2196 BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-4098) 740 16-17=(-780) 5786 14- 6=(-1518) 392 BC UNIF LL( 95.8)+DL( 96.7)= 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-5136) 912 17-10=(-782) 5802 6-15=) -234) 1270 OVERHANGS: 12.0" 12.0" 8- 9=(-6332) 1052 15- 7=( -502) 2904 ADDL: BC CONC LL+DL= 2979.0 LBS @ 25'- 6.0" 9-10=(-7536) 1154 15- 8=)-3560) 762 10-11=( 0) 70 8-16=( -724) 3878 Jr- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 16- 9=(-1194) 270 Attach 2 ply with 3"x.131 DIA GUN LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. nails staggered: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA XXLOC9" oc in 1 row(s) throughout 2x9 top chords, ATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, 0'- 0.0" -408/ 3119V -276/ 276H 5.50" 9.99 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. 37'- 0.0" -858/ 5986V 0/ OH 5.50" 8.78 KDDF ( 625) **HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY TO ALL MEMBERS. GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.099" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.309" @ 25'- 6.2" Allowed = 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.023" @ 36'- 6.5" MAX HO RI Z. TL DEFL = 0.062" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting f f ,( ,( f ' 1 1 1 system and components and cladding criteria. 12 12 M-5x6 M-3x4 M-5x6 Wind: 140 mph, h=24.3ft, TCDL=6.D,BCDL=6.0, ASCE 7-10, 9.00 17 5 6 7 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a - -A load duration factor=1.6, M-3x4M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 + + +N M-3x4 3 '10s44444s444...ss,„ + + , 1 /0/. 0 , , - , of 1 IM-3x5 M-145x3 M-3x4 0.25" 0.5's y 16 M-11,5x3 M-3x8 1• 1 oI 0 0 M-7x8(5) M-7x8(SM-66x8 "i0 PR()Fes k k k k k 72979N y k `3• N ,�NE�c• 'pro J• )' 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 ). k w ,O. 1-00 37-00 1-o0 �` $3782PE 3<'` JOB NAME : RT ENGLISH REVIVAL 4 PLEX - P3GIRD Scale: 0.1411 . • I,• AWN WARNINGS: GENERAL NOTES, unless otherwise noted: 4,40 4 Truss: P3GIRD 1.Builder and erection contractor should be advised of all General Notes 1.This design la bawd only upon the parameters shown end h for an Individual ,,J " ' OREGON N. • and Warnings before construction commences. building component.Applicability ol design parameters and proper (.�a� -,�� (9 2.7x4 compression web bracing must be instated where shown 0. incorporation of component is me responsibility of the building designer. Com p/y: 4✓ 3.Additional temporary bracing to Insure stability during construction 2.Design and fl the top end bottom unlesschobe to be laterally bread et ,k Is the responsibility of the erector.Addc:enal permanent bracing of T c.e at l0 c.c.respectively braced throughout their length by /A ` DATE: 4/14/2016 the overall structure Is the responsibility f the building designer. continuousIpactsheathing or Wen as plywood re sheathing(TC)ld',Mere eres senand/C dryxall(BC). fr P�•1 U 1� �� span NY o A IB 3.2x Impact bridging or lateral brodng required vtrere shown++ SEQ.: K1900768 4.No load should be applied to any component until ager all bracing and 4.Installation of buts la the responsibility of the respective contractor. fasteners ere complete and at no time should any leads 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 condition"of use. 5.compuTrushas nocontrol over and assumes noresponslmllryfor me 8.Design aseamesfuNbeatlngataU supports shown.shimarwatlge:r EXPIRES:: 12/31/2016 fabdcatlon,handling,shipment end installation of components. 7.Design assumes adequate drainage h provided. April 15,2016 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of trues,and placed so their center TPIMTCA In SCSI,copies of which MA be fumished upon request. linea coincide with joint center lines. MiTek US Inc./Com uTrus Software 7.6.7(11_)-E 9.Digits indicate size of plate in inches. A4 P10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-408) 392 8- 2=(-1252) 361 6-11=(0) 276 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -408) 284 9-10=( -98) 634 2- 9=( -297) 1053 3- 4=( -305) 253 10-11=(-172) 1066 3- 9=) -91) 130 WEBS: 2x9 KDDF STAND; 4- 5=( -681) 308 11- 7=(-171) 1067 9- 4=( -777) 290 2x9 KDDF #1&BTR A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -998) 324 9-10=( -98) 909 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1494) 277 10- 5=) -69) 260 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 45.0 PSF 10- 6=( -521) 246 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) a* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 0'- 0.0" -177/ 1154V -386/ 213H 5.50" 1.85 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 4.7" -179/ 1149V 0/ OH 5.50" 1.84 (DDE ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 0-05-08 MAX LL DEFL = 0.034" @ 11'- 7.5" Allowed = 0.816" MAX TL CREEP DEFL = -0.073" @ 11'- 7.5" Allowed = 1.224" 2-03-04 9-06 13-07-08 f f ,f 'r MAX HORIZ. LL DEFL = -0.015" @ 29'- 11.2" 1-09-12 4-09 9-09 6-06-09 7-00-15 { MAX HORIZ. TL DEFL = 0.025" @ 24'- 11.2" 12 r 12 Design conforms to main windforce-resisting 9.00 F7 Q 9.00 system and components and cladding criteria. M-5x6 M-3x4 M-5x6 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 4 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a �C load duration factor=l6, Qp , End verticals) are exposed to wind, M-3x4 ' Truss designed for wind loads I i. 2I/ r in the plane of the truss only. M-3x9 A i 00 N f g r• q 1p 11 .w7 O M-1.5x3 0.25" M-1.5x3 M-3x4 to M-3x8 [� M-5x8(5) y { ��} PRQi l l l i. C 2-05 9-02-08 6-10-01 6-11-03 y C•S•C�,'G�GINE h'..�/p . 25-04-1241../ 4t- 8.782PE 9f JOB NAME : RT ENGLISH REVIVAL 4 PLEX - P4 ®/ F/\\//+� Scale: 0.2055 ,'�•/r �•' WARNINGS: GENERAL NOTES, unless otherwise noted: -od1�OREGON �� 1.Bader and erection contractor should be advised of all General Notes 1.TMs design Is based only upon the parameters shown end Is for an individual ,/ate. 77 O7 GEG ON Q Truss: P9 a,W wwwii,bebre conetruncse commences. building component.Applicability of design parameters and proper �'� 2.2x4 compre Won web bradng must be Installed where shown«. Incorporation of component Is the responsibility of the building designer. (, 3.Additional temporary lensing to Insure Wblllly durtig construction 2.Design and ID the lap and resbotpectively un chords to d throughout ty braced et -3 Is the respo W silty of the erector.Additional nent bracin f 2 o l and et/O o.crsuch as ply woods braced(TC) nd/their length by. V perms g o co 1,np w bridging sheathing each as plywood sedeming(rC)end/or drywal(BC). �j�U L. i' DATE• 9/19/2016 me overall structure is the rasponsiblity of the bulMing designer. 3.2e impact bridging or lateral bradng required where shown•a SE K1900769 4.No load should be applied to any component until ager all bradng and 4.Installation lation oft iryssthee reespnsibuamyGtoa rwopercnevco contractor.4• fasteners are complete and al no time should any loads greater than Design assumes design bads be applied to any component. and are ler"dry condition'.of use. rf/r�.l)rd TRANS I D: LINK a.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 1 Gl t7 t l 016 5.CompuTms hes no control over end names no responsibilityforma necenary. fabrication.handling,shipment and inetelistion of components. 7.Design assumes adequate drainage Is prodded. April 1 5,2016 8.This design Is furnished abJed to the limitations set forth by 8.Plates shall be located on both faces of truss,and Maud so their center TPIMTCA M SCSI,copies of Mach WI be furnished upon request. g,Inca coincide wIth sizeoint of plate lines. aste inches. MITek USA,Ino,/COmpuTnUs Software 7.6.7)1L(-E 1o.For bask connector piste design values see ESR-7311,ESR-1058(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"00. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x4 or equal at non—structural pole vertical members (tors). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span (ION. 13-09 9-06 13-09 f T T 1 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 1 T '1 1' T Q T 12 12 9.00 M-5x6 M-3x4 M-5x6 4 5 6 9.00 y M-3x6 M— 3 r +@ +; \ ±: 3x6 ti .f +. O 1 0 o040 f 1 M-195x3 100.25" 0.25r,s.1 M-1125x30 M-4x6 M-5x8(S) M-5x8(S) M-4x6 l k k k k E(1 PRl y 7-00-11 6-10-01 9-02-08 6-10-01CS GIN , y ' 1-00 37-00 8.782PE yr JOB NAME : RT ENGLISH REVIVAL 4 PLEX - PSFW ''''/^ ' 7���'�^/L Scale: 0.2324 / 4•/' 1^ WARNINGS: GENERAL NOTES, unless othersise noted: •r y OREGON to Truss: P5FW I.Buud.,and erealon contractor should be advised of al General Notes 1.Thle design is bawd only upon the parameters shown and Is for an individual " and Wamin9s before constru dlon oemmenees. budding component.Applicability of design parameters end proper f, fQ O e 2.204 compresean web bracing must be Installed where Moven v. Incorporation of component Is the responsibility of the building designer. .ay�.r& 4, r Q! 3.Additional temporary bracing to insure stability dump construction 2 7 5.0.assumes the top and bottom unless be to be laterally braced al 77 �7ply J �j? Is the rosponsibilty of the credo,.Additional permanent bracing of 2'o.c.and et 10 o.c.respectively braced throughout their length byriVcrV DATE: 4/14/2016 the overall structure Is the responsibility of the building designer. continuous Impact ridging or such lateral b edplysg re aired here s)aw/ar tlrywall(BC). ^ t TN •Fors m' 4.In tepao bodging or thpndng required the where tNe co t• /'1 1+. SEQ.: K 19 0 0 7 7 0 4.No lose should be applied to any component tool after all breang and 4.Installation of nice Is the responsibility of the rospedlve contractor. fasteners are complete end at no gee should any loads greater than 5.Design assumes trusses ens to be used in a non-corrosNe environment, TRANS ID: LINK design loads be applied to any weponent. and ere for dry condlios'of use. 12/31/2016 5.CompuTrus has no control over and assumes no responaiblMy for the B.DesignassumesNII bearing at all supports shown.Shim or wedge If EXPIRES:p . fabrication.handling.shipment and installation of components. 7.Design ssumes adequate drainage is provided. April 1 55,20 16 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and pieced so their center TPWVTCA In SCSI,copies of which will be furnished upon request. Anes coincide with Joint center lines. 9.Digits indicate Hee al 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 8'- 2.0" Design conforms to main windforce-resisting TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND - Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, LOADING (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF load duration factor=1.6, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF End vertical(s) are exposed to wind, TOTAL LOAD = 95.0 PSF Truss designed for wind loads OVERHANGS: 8.0" 8.0" in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-7 osf) uplift at 24 "oc spa inc. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. A-Attach 2n4x4'-0" DF #2 add-on to one face with 10d nails staggered at 3" o.c. throughout. Center add-on at truss & cap interface. 9-01 9-01 G - Attach 1/2"x8.5"xl'-8" ODE plywood '( 1' gussets to each face with 10d nails 4-09 4-09 staggered and clinched at 3" o.c. T 1' .f throughout. 1IM-4x9 ICOND. 3: 150.00 PLF SEISMIC LOAD. 34.0" * STRIPPING REQUIRED AS SHOWN. 12 111111 12 JOIN TO BOTTOM SECTION OF TRUSS WITH 9.00 17 Q 9.00 (2) 16d NAILS AND TOP SECTION WITH (2) 16d TOENAILS TO STRIPPING. STRIPPING SPACED 29" O.C. MAXIMUM. .. 2x4 BRACING AT 24" OC MAX. TYP. ROOF SHEATHING TO BE CONTINUOUS OVER JOINT. (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) o M-3x4 id1111111h 111,NIA,\M-3x9 0 14 1.1 G G M-165x3 G G 4 1\ . � 4EO PROF ks0s I I I 0 I l'ille' ENGIN �cd9 �0 y SEE STRUCTURAL TRUSS BELOW 9-06 y . :9782PE T. JOB NAME: RT ENGLISH REVIVAL 4 PLEX - P5FWCAP ir Scale: 0.9858 ,,y G+' ((��� WARNINGS: GENERAL NOTES, unless otherwise noted ,, -?4, �REG©NrA Q` 1.Balder and erection contractor should be advised of el General Notes 1.TOW desigh h based only upon the parameters shown and Is for an Individual u9 4iz? Ab i( V Truss: P5FWCAP and Wammgsbefore construdloncommences. building component.Appuesb:ltyofdesign parameters and proper 7 1 J {e,, 2.2x4 compression web bradng must be installed where shown*. Incorporation of component h the responsibility of the building designer. +� 3.Addslonal temporary bracing to insure stability during construction 2 Design assumes the tap and bottom d,ord.to be laterally braced al PA 1 +1 �\ Ie the responsibility of the erector.Additional permanent bracing of 2.-and sheathing rsuch as plywood sheathing(TCand/or drywaNBCespectively unless bramd throughout their length(. IJ 1.... DATE: 4/15/2016 the overall structure Is the responsibility of me balding designer. 3.continuous Impact bridging or lateral bracing required where shown* 4.No load should be applied to any component unit after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. SEQ.: K1900771 fasteners are complete and at no time should any loads greater than 5.Design aecomes trusses are tobeused Inanon.carreweenvironment, EXPIRES: 1`2/31/201 design leads be applied to any comported. end are for"dry condbdn"of use. TRANS ID: LINK 8.CompuTrueMsnocontroloverandassumesnoreapomtbilityforme 8.Designary,mesfuAbeatlnpataAwpponaMown.Shim orwedpsif April 15,2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subjed to the limitations set forth by 8.Plates shall be located on both lace.of Wu,and placed so their center TPUWSCA In SCSI,copies of which will be furnished upon request. lines coincide RR joint center lines. 8.Digits Indicate size of plate In Inches. MiTek USA,Inc.lCompuTrus Software 7.6.7(1L(Z 10.For basic connector plate design values see EBR-1311,ESR-11388(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 KDDF #108TH SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2317) 402 10-11=(-271) 1802 3-11=(-513) 239 3- 9=(-1821) 439 11-12=(-235) 1998 4-11=(-136) 706 LOADING 4- 5=(-1326) 918 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 439 12- 6=(-136) 706 TOTAL LOAD = 95.0 PSF 7- 8=(-2317) 902 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.804" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.095" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 Design conforms to main windforce-resisting '1' T T T 1 f system and components and cladding criteria. 12 M-5X6 M-3X9 M-5x6 12 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, 9.00 [77 4 5 6 a 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 40 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 M-3x9 3 7 N r 0 O 10 11 , '� 0110 g , . -Ym 13 II M-3x5 M-1.5x3 0.25" 0.25'2 M-1.5x3 M-3x5 of o M-5x8(S) M-5x8(S) vW) P R Q1 1 y S y y 7-00-11 6-10-01 l 9-02-08 y 6-10-01 l 7-00-11 y l , ,=es GIN . `,4 ''Q 1-00 37-00 1-00 �i/ ` ` 8.782PE r JOB NAME : RT ENGLISH REVIVAL 4 PLEX - P6 `/,'r/ .;0 ��4/�'�'Ir`'�' Scale: 0.1661 ,J •.z•/r • WARNINGS: GENERAL NOTES, unless othernlse notetl --' Truss: P6 1.Builder and erection contractor Mould be advhed of all General Nates 1.Thle design is based only upon the parameters shown and is for anlndlvldual 17 OREGON ). and Warnings before construction commences. building component.Appllcablldy of design parameters end proper 4, P.244 compression web bracing must be Metalled where showm t. Incorporation of component is the responsibility of the building designer. 4. ['',R,.5 3.Atlddlenal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et �/A 4q V -i � '�" Is the responsibility of the erector.Additional permanent bracing of o o.c.and et iQ o.c.Etch a.sty unless braced throughout their length by /r f �.l DATE: 4/14/2016 the overall structure lame re 20Impa us sheathing such as plywood ahealhmg(rc)ender d llBc ``�i j�1+ t1."� responsibility of the building designer. 3.2c Impact bridging or thWesel bracing required where Mown v e ( ) V `, SEQ.: Ki9 0 0 7 7 2 4.Na load should be applied to any component until ager all bracing and 4.Installation of truss Is the responsibely of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS I D: LINK design made be applied to any component. and ere for"dry condition"of use. 5.CompuTrue Marro control over and assumes no responsibility forme 8.Design full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 (ablution,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided 6.This design is furnished subject to the limitations est forth by 8.Plates shag be masted on both faces of buss,and placed aa their center April 15,2016 TPI/WrCA In SCSI,copies of which will be furnished upon request. lines coincide with taint center Anes. MiTek USA Inc./CompuTrus Software 7.6.7(1L�E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 6.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 1 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x9 KDDF STABTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOM CHORD = 35.0 PSF Design conforms to main windforce—resisting system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 45.0 PSF TOTAL LOAD= 45.0 PSF Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, RIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 9-09 4-09 T 0-08 9-01 4-09 ,� T 1212 9.00 12 „ 12 Q 9.00 3 4.0” Truss designed as a Piggyback.Structural truss is below. A LA A/I i ii.. iiiiih . 2x4 stripping required at 24"oc where continuous bearing is shown.Join to bottom section of truss with 2-16d nails and top section with 2-16d toenailed to stripping.Stripping spaced at 2'-0"oc maximum.Connections are for vertical gravity loads only. Pli r SRA M-3x4 M-1s5x3 M-3x4 yk y 9-09 9-09 y ti ` PR0 9-06 4961 ‘,,\GINEe• /0 <44 ir 4t'. V:9:9782PE r- • JOB NAME : RT ENGLISH REVIVAL 4 PLEX — PCAP NI Scale: 0.4694 C. 1. =' ,�• EGON WARNINGS: GENERAL NOTES, unless otherwise noted. I.Builder and erection contractor should be advised del General Notes 1.This deegn is based only upon the parameters shown end la for en Individual +'Y &A[ry y� Truss: PCAP anwa dminge wokaonstmme redkn cenoes. building component.AppI:ceblllry of design parameters and proper al r 2.244 comproeelon web bracing mud be Installed where shown 5. Incorporotlon of component lathe responsibility of the building designer. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom choles to be laterally bracetl el otr PA 1 A t 2'o.c.and at 10'c.c.respectively unless braced throughout their length by V L Is the reaponab/Nty of the erector.Additional permanent bracing of continuous sheathing ouch ea plywood sheething(TC)and/or drywsU(BC). DATE: 4/15/2016 the overall structure Is the responeblllly of the building designer. 3.Z•Impact bridging or leterel bracing required where shown** S E Ki9 0 0 7 7 3 4.No bed should be applied to any component until alter all bracing end 4.Installation of buss le the responsibility of the respective contractor. y c Q•: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corroaNe environment, EXPIRES: 12/31/2016. and ere for"dry condition"of use. TRANS I D• LINK design beds be applied to any component. 6.Design assumes MA beadrp at all supports shown.Shim or wedge If April 15,2016 S.ComWTrw hes no control over and assumes no reeponelblley for the necesssry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished aub(ed tome limitations set forth by 6.Plates s shall be located ith fold n bboth er faces of truss,and placed so their center TPIMMachTCA In SCSI,copies of kh wIwillfurnishedbefurnished upon request. Nle ithdd Digits Indicate size of plate In inches. MITek USA,enc./CornpuTrus Software+7,6.6-SP1(1L)'E 10,For basic connector plata design values see ESR-1311,ESR-7988(MITek) 1 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury resatDimensions are in ft-in-sixteenths. Illk Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0 �/ n 2. m 16 4 wideTruss bracing truss spacing,ustbe individualdesigned lateralbyan bracesengineer.themselves p may require bracing,or alternative Tor I _ O •• Cr bracing should be considered. r ipO ili."11110111APP � 3. er exceed deslodnsand e U stack materials ooh inadequatealy braced hown trusses.ver C7-8 C6-7 cs6 O For 4 x 2 orientation,locate ~ 4. ProvideNevcopies of this truss ign designig to the buildingn designer,erection supervisor,property owner and plates 0-14i' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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�4400Indicated by symbol shown and/or by text in the bracing section of the SYP represents values as published specified. by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. w 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTekOO All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. X140 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, f14 roe 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