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Plans (13) //vi sTazo/ , o0// 7 2 ?S 5 w li cuoc., MiTek iJ MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17504- JT SMITH- PLAN 2523 - ELEV A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pacific Lumber& Truss Co.. Pages or sheets covered by this seal: K1314871 thru K1314901 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. G I NE-4:% 89782PE r' 9,G OREGON PA UL Pl : 1 _ 16 July 21,2015 Rivera, Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 't- 7i r r r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #laBTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-4=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-81) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 316V -12/ 53H 5.50" 0.51 KDDF ( 625) 1'- 2.9" -50/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -29/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-03-10 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f 1' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" 9.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. cp i c 0 o f o c 0 rilil M-3x9 4�pAUL RL 43-4- c. r �- •' AW ' !ti n �. O y y y io 976 w� 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,3,4 I Off' FCIST6 ,i/ �i A,L C rnn_<- �`., 0N1 EFRs/°� ' 89782PE �t JOB NAME : PLAN 2523 ELEV A - ASJ1 „._,..we''' Scale: 0.7478 . _ WARNINGS: GENERAL NOTES, unless°thenwsenoted y OREGON 1 Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an indiwdual ^- Truss: AS J1 and Warnings before construction commences building component Applicability of desgn parameters and proper "✓ �y� 2 2y4 compression web bracing must be installed where shown. ianrporaticn of component s the responsibility of me building designer. �� &A?R Y 1 V Q. 3 Add NOOI temporary bracing to insure vablrty dunng construoon 2 Design assumes the top and bottom chords to be laterally braced at <j a the responsbllry of the erector Adertonal permanent bracing of 7 o c and at 10'o c respectively unless braced throughout their length by V DATE: 7/21/2015 the overall structure is Me responsibility of the building designer 3 2a Impact b dg rag later l b aci utred o s and/or drywell)BC) gag or steal bracing plywood sheathing(TC)where shown d pA U L R SEQ. : K 1314 8 71 4 No load should be applied to any component unbl after all bracing and 4 Insallabon of buss is the responsibility of the respective contractor fasteners are complete and at no tune should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK dew loads be appked to any component and f o r 5 CompuTrus has no control over and assumes no responsibd ity for the 6 Design oe s assumes full beanng a[all supports shown Shim or wedge R abroaoon.handling.eh. ssary sum EXPIRES: 12/31/2016 g. pme^t and the!Imitations se components 7 Design assumes adequate drainage is hnss.d July 21,2015 6 This design is furnished subject to the emiations set forth by 8 Plates shall be looted on both faces of truss,and placed no their center • TPI/WrCA in BCSI,copies of Meth will be furnished upon request lines coincide yeti)joint center lines 9 Digits indicate size of plate in inches MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 I- r • r ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-66) 43 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 308V -23/ 80H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -27/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) 12 LL - 25 PSF Ground Snow (Pg) 2'- 7.6" -32/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 9.00 7 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 6.2" Allowed = 0.178" 3 " MAX TC PANEL TL DEFL = 0.004" @ 1'- 6.2" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads p in the plane of the truss only. 0 N f O m o o f 2► 4 1 M-3x9 r/ $4"" PAUL' R/�,,, 4,P oT WASi , `9 . f �� 0,,,i.... �. O n 51976 Q , Off, 1STER� ,/ T 1 l b 1 SSG �i'Lr�nti 1-00 2-00 0-07-10 `�!. _ t s�, 'PROVIDE FULL BEARING;Jts:2,4,3 !'�i� vN 1 EF,4 /b c . 8.782PE �r" JOB NAME : PLAN 2523 ELEV A - ASJ2 �/� Scale: 0.9581 r' WARNINGS: GENERAL NOTES, unless othenese noted v 1 Builder and erecson contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an indmdual 17/1/(/OREGON o Truss: ASJ2 and Warnings before cunsmubon commences building component Applicability of design parameters and proper r 2 2x4 compression web bracing must be installed where shown+ Incoryorabon of component is the responebldy of the building designer '9,4 q R Y 63 3 Additional temporary bracing m insure stabrlmy dung construction 2 Design assumes the top and bottom chords m be laterally braced at .s me respppebl�ry of me erecter AddNOnal pennaneM bracirig of 2'c c and at 10'o c respectively unless braced throughout their length by it \NI DATE: 7/21/2015/2 015 the overall structure�s the responsibility f the building ilea co Impacts sheathing such l b plywood aired sheathing(TC)and/or drywall(BC) 1 PAUL p, / sporrsi ry a ng goer 3 2x Impact bndgvg or lateral bracing required where shown++ SEQ. : K1 314 8 7 2 4,No load should be applied to any component until after all bracing and 4 Installation of isss the he ree o babulsytl of athe respecave e contractor conmenl. fasteners are complete and at no One should any loads greater than Design assumes design loads be applied to any component and are for"dry condmon"of use. TRANS ID: LINK design 5 CompuTrus has no control over and assumes no responsibility for the 6 neessassumesfullbearingaiallsupportsshownShimorwedged ary EXPIRES: 12/31/2016 sc fabrication,design handling,,shipment and the l:ma guns components 7 Design hall assumes aed on drainage th c .o provded July 21,2015 6.This daegn is furnished subject to the limimmons set forth by 6 Plates shall be located on boN laces of truss,and placed co their center TPINVICA in BCSI,copies of which will be furnished upon request lines coincide wdh pint center lines 9 Digits indicate size of plate in inches MiTek USA,Inc./CompuTrus Software 7 6 7-SP2(1 L)-E 10 For bass connector plate design values see ESR-1311,ESR-1986(Welk) 1 T r r p r r I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 41 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 404V -10/ 68H 5.50" 0.65 KDDF ( 625) 2'- 11.0" -66/ 83V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacillg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX BC PANEL LL DEFL = 0.011" @ 2'- 3.6" Allowed = 0.204" • 2-11-12 MAX BC PANEL TL DEFL = -0.011" @ 2'- 5.5" Allowed = 0.272" "r MAX BC PANEL TL DEFL = -0.001" @ 3'- 3.0" Allowed = 0.272" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co c, c, 1 e o z 0�4 U L 1 M-3x4 FA RII/As O�WAS/11 ti"e ✓ 4' coo r ` l 1-06 l 5-00 l 1,1;„ 4,�FGISTERti� ��� (PROVIDE FULL BEARING;Jts:2,3,4 I �SSS G� ,C.-/O ED\ �N 1 E49 s/off 89782PE Yr JOB NAME : PLAN 2523 ELEV A - AJ1 14 Scale: 0.6791 WARNINGS: GENERAL NOTES, unless othervnse noted V 40 1 Builder and erection contractor should be advised of all General Notes 1 Ths design s based only upon the parameters shown and is for an indwrdual OREGON o Truss: AJ 1 and Warnings before nonatn,cbon commences building component Applicability of desgn parameters and proper 41 2 2x4 compression web bracing must be installed where shames incorporation of component rs the responsb:lrty of the building designer ,,,-.9>/////^ `,V �A 3 Addrbonal temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally Waned at 'l J rs the responsibility of the erector AddOonel permanent baang of 2'o c and at 10'a c respectively unless braced throughout tier length by /I \ continuous sheathing such as plywood sheath here)andlor drywall(BC) PA U L R DATE: 7/21/2015 the overall structure is the responsibility of the building designer 3 2x Impact bndgmg or lateral bracing required where shown++ SEQ. : K1 314 8 7 4 4 No bad should be applied to any component unbl after all baang and 4 Installation of truss is the responsbility of the respective contractor fasteners are complete and at no bee should any loads greater than 5 Design a es busses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component and are bwdry condHon'or use 5 CompuTrus has no control over and assumes no responsibility for the fi necessary assumes full bearing at all supports shown Shim or wedge it fabncaban handling, EXPIRES: 12/31/2016 g.shipment and installation of components 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the limitation set forth by B Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which wIll be furnished upon request lines co:nade oath joint center lines 9 Digits indicate sae of plate in inches MITek USA,Inc/CompuTrus Software 7 6.7-SP2(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1986(MiTek) b r r r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 40 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -72/ 446V -17/ 96H 5.50" 0.71 KDDF ( 625) 4'- 9.2" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -55/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 6.00 17 MAX TC PANEL LL DEFL = 0.042" @ 3'- 0.4" Allowed = 0.328" MAX TC PANEL TL DEFL = -0.039" @ 2'- 10.4" Allowed = 0.492" 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 4'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads o in the plane of the truss only. I 0 N O {- O I 2 4 1 _ 1 M-3x4 ��PAUL RlLfp �,oT SfflM0, 9 o C'J = 1. 51976 1-06 5-00 �Li AFC/STEg�� �� 'PROVIDE FULL BEARING;Jts:2,4,3 I nl . 1' SS`yin G < Es/I FR 0 �� 2-� Lz- :9782PE r--- JOB NAME : PLAN 2523 ELEV A - AJ2 rs;__�i Scale: 0.7166 WARNINGS: GENERAL NOTES, unless othenmse noted Truss: AJ 2 1 Budder and erection contractor should be adwsed of all General Notes 1 This design is based only upon the parameters shown and Is for an indiwdual `y,L OREGON r"� and Warnings before construction commences building component Applicability of design parameters and proper nQ 2 2r4 compression web bracing must be installed where shown incorporation of component is the responvbilrty of the building designer .99 (iq R y 5,V 3 Additional temporary bracing to insure stability during constiucbon 2 Design assumes the top and bottom chords to De laterally braced at is the responsibility of the erector AddAOnal permanent bracing of 2'o c and at 10'o c respectively unless braced throughout their length by \NA DATE: 7/21/2015 the overall structure is there bill of the builds deal Zr ntinact ndgmgior wenlbacwg re aired uheresownordrywau(BC) p^ 1 responsibility o building goer 3 2 Impact bndgeg or lateral bracing required where shown PAUL SEQ. : K 1314 8 7 5 4 No load should be applied to any component unbl after all bracing and 4 Installation of truss is the responsibility of the respecave contactor fasteners are complete and at no bme should any loads greater than 5 Design ammes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design loads be applied to any component and are for-dry nor t on'of see 5 CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full beznng at all supports shown Shim or wedge if �enry wm EXPIRES: 12/31/2016 hbicatan,handling,shipmentaM installation of components 7 Devgn assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the limitations set forth by B Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in 9011.copies of which all be famished upon request lines coincide with pmt center lines 9 Digits indicate size of plate in inches MITek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector plate design values see ESR-1311.ESR-1986(MITek) 4 , • r • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-315) 264 3-4=(-115) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -43) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 7.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -96/ 288H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -229/ 378V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -105/ 172V 0/ OH 1.50" 0.22 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 osf) nolift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY,,. -7 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 7.6" Allowed = 0.064" MAX TL CREEP DEFL = -0.001" @ 10'- 7.6" Allowed = 0.085" MAX TC PANEL LL DEFL = 0.052" @ 3'- 4.9" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed = 0.689" , MAX HORIZ. LL DEFL = -0.004" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 9'- 11.2" 12 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h23.2ft, TCDL4.2,BCDL 6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 ?AUL of WASIIj�=0 6►' r M-3x4 A 51976 we °� FrsT1✓�v �w 1 y 1 l �sSG �, G� 1-00 6-00 4-07-10 ���� I -E� 5s/N R[PROVIDE FULL BEARING;Jts:2,6,3,4 I � � j-p 8•782 P E r " JOB NAME : PLAN 2523 ELEV A - BJ8 .7 //� Scale: 0.3978 ,/ WARNINGS: GENERAL NOTES, unless otherwrse noted V 40 1 Builder and erecNen contractor should be adwsed of all General Nobs 1 This design a based only upon Be parameters shown and a for an individual 7 OREGON o Truss: BJ8 and Warnings before wnsaucbun commences building component Applicability of design parameters and proper 2 Cr 2 2x4 compression web bracing must be installed where shown+ incorporeoon of component is the rasponablrty of the building designer '9,4 �q R Y 5 Q' 3 Addeonal temporary bracing to insure stability dung construcoon 2 Design assumes the top and botbm hortlste be laterally brawl at �G. is are responsibility of the erecter AddAOnal permanent bracing of 7 o c and at 10'o c respectrvely unless braced throughout Nee length by \ v DATE: 7/21/2015 Ne overall structure is Sr e responsibility f the builds designer continuous sheathing or wer l b plywood d required here sand/or drywall(BC) 1 p^ 1 sponsi ry o building goer 3 2x Impel bridging or lateral bracing requeetl where shown++ �`1 L SEQ. . K1314876 4 No load should be applied to any component unlll after all bracing and 4 IInnstallabon of trss A Se are responsibility sydf lien respectivecnnvtorrmen[, fasteners are complete and at no bee should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component and are contemn"of use 5 CeepuTrus has no control over and assumes no responsibility for the 6 °�6 assumes full bearing of all supports shown Shim or wedge if EXPIRES: 12/31/2016 fabncaoon,handling,shipment ry g, s bjec to msbllaboe s components 7 Design lat s assumes aded on both is egrossed July 21,2015 6 This design is furnished object m the aelteaens set font by B Plates shall tea looted on DoN taws of truss,and placed co Heir wooer Y TPI WdTCA in SCSI,copes of which will be furnished upon request lines coincide with pint center ones 9 Digits indicate sire of data in inches MiTek USA,Inc/CompuTrus Software 7 6.7-SP2(1L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ■ r r ■ This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1bSTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #13BTR SPACED 24.0" O.C. 2-3=(-265) 238 3-4=( -92) 40 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -86/ 245H 5.50" 0.60 KITE ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -215/ 358V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 3.6" -41/ 66V 0/ OH 1.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.055" @ 3'- 4.9" Allowed = 0.459" 0 MAX TC PANEL TL DEFL = -0.063" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.003" @ 9'- 2.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 2.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 P7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads �' in the plane of the truss only. 1j 0 0 r ,i.. PAUL /t`Nt-- 4,F^ of WASf14 ,p , 4.A `, C,s F 0 1 M-3x4 ar �o ,, 51976A mow' . CisTER S ' 1 b l ), �S G At'E n7 1-00 6-00 3-03-10 ``'`rk,•. 6-1 (PROVIDE FULL BEARING;Jts:2,5,3,4 I 444,D 1 4,9. /O2 :9782PE cc- JOB NAME : PLAN 2523 ELEV A - BJ7 , Scale: 0.4258 ,_/ - WARNINGS: GENERAL NOTES, unless othenmse notetl 1 Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and istar an individual `y OREGON Truss: BJ7 and Warnings before construction commences building component Applicability of deegn parameters and proper n0 ,R- 2 2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer 9� �q RY 5 V 3 AddNOnal temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at J� is the responsibility of the erecter AtltlNOnal permanent bracing of co o c and at 10'o c respectively as plywood unless braced throughout their length by \ v DATE: 7/21/2015 the overall structure is the responsibility of the building des Imposts sheathing such as plywood required sheathing(TC)and/or drywall(BC) PA U L sponsi ty o g gner 3 20 Impact bridging or lateral bracing required where shown++ SEQ. : K 1314 8 7 7 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor fasteners are complete and at no bme should any loads greater than 5 Design assumes trusses are to be used in a noncorrosve environment, TRANS ID: LINK design loads be applied to any component and are for"dry condNOn'of use 5 Compulrns has no conbol over and assumes no responsibility Ion the the fi Deesceiso�assumesullbearingatallsupponssheenShimorsedgeif EXPIRES: 12/31/2016 fabricabon,handlin ry handling. by 7 Design latsshall adequate on face is provided ed July 21,2015 6 This deegn is tarnished sub/act to the limitations set forth by S Plates shall be looted on both hoes of truss and placed so their center TPIMVTCA in SCSI.copies of which will be furnished upon request Ones coincide wrth joint center lines 9 Digits indicate size of plate in inches MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector plate design values see 619-1311,ESR-1966(MiTek) • s • ■ r r ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1113TR SPACED 29.0" O.C. 2-3=(-215) 192 3-9=( -85) 34 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -74/ 212H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -198/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -13/ 2V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1,80 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 2'- 11.8" Allowed = 0.959" o �) MAX TC PANEL TL DEFL = -0.064" @ 2'- 11.9" Allowed = 0.689" (� MAX 378V LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 12 9.00 3 Design conforms to main windforce-resisting �) system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. m 4 PAUL j ,� �P of WAs 14, ti, Q O j 2 =� 5►= -1 - %- o M-3x9 �� ,P 51976 q, a,� 'GJSTER� '�' 1-00 6-00 1-11-10 l7"r_ r - (� (PROVIDE FULL BEARING;Jts:2,5,3,9 I C..0'�� .�\ ' E(� `�%0. 86 782P 9r JOB NAME : PLAN 2523 ELEV A - BJ6 ...e/7\Z"Scale: 0.4476 / _ .� WARNINGS: GENERAL NOTES, unless otherwise noted L.,'1711/ OREGON 40 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 N Truss: BJ6 and Warnings before construction commences building component Applicab:ity of design parameters and proper /, no �� 2 204 compression web braang must be installed where shown• rncorporebon of component is the responsibility of the building designer �� �/�7 `'V 3 AdsOOnal temporary twang to insure stability dunng construcbon 2 Design assumes the n top and bottom chords to be laterally braced at 'l J is the responsibility of the erector Addhonal permanent bracing of 2'a c and at 10'o c respectively unless braced throughout their length by 1 \ DATE: 7/21/2015 the overall structure is the responsibility of the buhd:n des continuous x Impa t ndg:ngor such as acing re aired sheathing(TC)res o n n drywall(BC) PA U L R sponsi ry o g goer 3 2x Impact bodging or lateral bracing required where shown+.0 SEQ. : K 1314 8 7 8 4 No load should be applied to any component unbl after all braang and 4 Installation of buss is the responsibility of the respective contractor fasteners are complete and at no bme should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component and are for'dry co WNOn'of use responsibility for the 6 Design aswmes full bearing at all supports shown Shim or wedge if 5 CompuTrus has no control over and assumes no respon mmmwry pp EXPIRES: 12/31/2016 ' hbncaton.handling,shipment and installation of components 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the'irrigations set forth by 8 Plates shall be located on both/aces or truss,and placed so their center TPWYTCA in 8C51,copies of which will be furnrshed upon request lines coincide who pint center lines 9 Digits indicate size of plate in inches MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector pate design values see ESR-1311.ESR-1988(MiTek) • 1 • , a • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 330 3-4=(-167) 121 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -51) 25 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -112/ 316H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -229/ 366V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -123/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.6" -27/ 47V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 -1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 ( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.054" @ 3'- 4.9" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" 4( MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 ko Truss designed for wind loads Co I in the plane of the truss only- e( o i I rn �� PAUL Rh, �4' 0 WASFki,GN /o i rite �,2 Ul. •= o �' o k _ or 1 ��51976� �w� ° M-3x9 O��k ClSTER G� '5'--iii y y b b `� c it�(� `Sc$' 1-00 6-00 5-11-10 r0 �N I EF.9 I/O// 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 ' nisi -(/� ct' 89782PE JOB NAME : PLAN 2523 ELEV A - BJ9 „-,,,e' ' 'ts Scale: 0.3424 _ WARNINGS: GENERAL NOTES, unless othervrse noted 1 Builder and erection contractor should be advised of all General Notes 1 This design ts based only upon the parameters shown and is for an individual /A� 17/1/&OREGON Truss: BJ9 and Warnings before constructor commences building component Applicability of design parameters and proper % (yc) '"' 2 2a4 compressor web bracing must be installed where shown+ incorporation gn assumes of component is the responsibility of The building designer .9R q R y 5 V 3 Additional temporary bracing to insure vabildy dung construction 2 Design assurms the top and bottom chords to be laterally braced at �j_ is the responv81lity of the erector AddNOnal permanent bating of Y o c and a110'o c respectively unless braced Throughout then length by V DATE: 7/21/2015 the overall structure a the responsibility of me building des, 2v Impact sheathing such as plywood aired sheathing(7C)ere s and/or drywall(BC) re finer 3 2a ImpaR budging or lateral Waring required where shown++ �'A UL R SEQ. : K13 14 8 7 9 4 No lad should be applied to any component until after all bating and 4 Installation of buss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for dry condmo of 5 Compurrus has no control over and assumes no responsbility for the 6 Design assumes lilt beanng at all supports shown Shim or wedge d EXPIRES: 12/31/2016 fabroation,handlm awry, g,shipment and installaton of components 7 Design assumes adequate drainage is prodded July 21,2015 6 This design is furnished subject to the limitations set forth by B Plates shall be located on both faces of boss,and placed so their center TPI/WTCA in BCSI,copies of which will be fumahed upon request lines coinode with joint center lines 9 Digits indicate size of plate in inches MiTek USA,Inc,/CompuTrus Software 7,8.7-5P2(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(Mi rek) s re I. ■ ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-105) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -93/ 431V -22/ 120H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.8" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacillg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 6.00 c2' 3 -,r MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.0" MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dcr), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m 0 0 M O a I 2►►: 4► 4,PAUL RI , 1 D4-3x4 - $ of WASJ ,p Y Er - a, 2 �c 1 1-06 l 2-00 l 3-11-12 r/' ��Fn RF ISTERti� (PROVIDE FULL BEARING;Jts:2,4,3 I `s% cN-s'l N 1 EFA0 s/22 /44 :9782PE �r JOB NAME : PLAN 2523 ELEV A - BSJ2 i Scale: 0.6580 W , - WARNINGS: GENERAL NOTES, unless osrereese noted '. OREGON 43 1 Builder and erecbon nntractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual Truss: BSJ2 end Warnings before construction commences building component Applicability of design parameters and proper /4/ 20 Q= 2 204 compression web bracing must be installed where slwwm• incorporation of component is the responsibility of the building designer .9,� Ci4 R Y 15 Q• 3 Additional temporary bracing to insure stability dunng co^stuc5On 2 Design assumes the top and bosom chortle to be laterally braced at ��/- is the responebhty of the erecter AtltlNOnal permanent brearg of 7 o c and at 10'o c.respectively unless braced throughout thou length by \ V DATE: 7/21/2015 the overall structure is the responsibility of the building designer continuous ndgieg or such l b plywood cing re mead here shown own e drywall(BC) PA U ty o ng goer 3 L Impact bntlging or lateral bracing required where shown++ SEQ. : K 1314 8 8 0 4.No bad should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor fasteners are complete and at no bme should any loads greater than 5 Design assumes bosses are to be used in a nonconos,ve environment, TRANS ID: LINK design loads be applied to any component and are or dry condition'or use 5 Compurrus has no control over and assumes no responsibility tor the 6 DBSnig�swmesullbearvgatallsuppoteshownsnmerwedge.r EXPIRES: 12/31/2016 fabrication,handling, necessary g,edismentaod the amitabo s components 7 Design assumes adequate drainage is toss,and July 21,2015 6 This design is furnished subject to the limitations set forth by 8 Plates shall be lontetl on both faces of truss,and placed so their center TPIAVI-CA in SCSI,copies of which will be furnished upon request lines coincide with pet center lines 9 Digits indicate size of plate in inches MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 23 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -117/ 432V -11/ 74H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 11.8" -32/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) 12 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.177" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.9" Allowed = 0.266" MAX HORIZ. LL DEFL = -0.000" 0 2'- 11.0" 3 MAX HORIZ. TL DEFL = -0.000" 0 2'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Drr), ■ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 0 0 a - 0 2 X 4 t M-3x4 1 , pAUL Rte ;' � 1�° c:e. A k 51976 w °s c1STER°' ' ' J' ), y ). 'ss .&A 1-06 2-00 0-11-12 t' j-j�n._ ,(� 'PROVIDE FULL BEARING;Jts:2,4,3 I <c,` 4:6',., �C' ON I EF' /o'y 8•782PE r JOB NAME : PLAN 2523 ELEV A - BSJ1 /72 Scale: 0.9666 ,� / WARNINGS: GENERAL NOTES, unless othervnse noted V 1 Builder and erection contractor should be advised of all General Notes 1 The design is based only upon the parameters shown and is for an indmdual y,L OREGON o'∎ Truss: BSJ1 and Nhrnings before construction commences budding component Applicability of desgn parameters and proper /, (1 2 2x4 compression web bracing must be installed where shows :ncorporafwn of component is the responsibility of the buJtlmg designer �/ (//t^ ` V 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally bated at 7,9/- 'l�+ ;J is the responsibility f the erector AddNOnal t brawn f 7 o c and stir].o c respectively unless braced throughout their length by T \ pons ty o permanent g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) 1 PA u L a DATE: 7/21/2015 the overall structure Is the responsibAlly of the building designer 3 2x Impact bndgmg or lateral bracing required where shown++ SEQ. : K 1314 8 81 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor fasteners are complete and at no See should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and arefor° ondme°ease 5 CompuTrus has no control over and assumes no responsibility for the 6 necessary full be nng al all supports shown Shim or wedge if EXPIRES: 12/31/2016 fabncabon.handling,shipment and installation of components n s 7 Pesign assumes adequate drainage f io provided J U ly 21,2015 6 This design is furnished subject to the limidbons set forth by c by 8 Plates shall be located on both faces of truss,and placed so Thee center TPI/WICA in SCSI.copies of which will be furnished upon request Ines comade with Joint center lines 9 Digits indicate sae of plate in inches MITek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For bast connector plate design values see ESR-1311.ESR-1988(Web) r ' . This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF h15BTR SPACED 24.0" O.C. 2-3=(-61) 69 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -97/ 299V -13/ 57H 5.50" 0.48 KDDF ( 625) 1'- 2.9" -75/ 115V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ` REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciJ1g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-03-10 MAX TC PANEL LL DEFL = 0.001" @ 0'- 9.4" Allowed = 0.066" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.8" Allowed = 0.099" f '1' MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" 9.00 I7 MAX HORIZ. TL DEFL = 0.000" @ 1'- 2.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 -/ in the plane of the truss only. O 1 O f- ,-1 ,-1 O O 2 IM' -/ 1 M-3x4 OL PAUL R/i,,, 4,P 0V WASy/v Ts, 4,, CT y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 y ,, 976 9 y� Off, FG/STE. 4V S 1 ` _ C.§2 I EF9 sot cc 89782PE -9r" JOB NAME • PLAN 2523 ELEV A - BJ1 „-. -.•..- Scale: 0.7269 - ''^^ _ WARNINGS: GENERAL NOTES, unless othermse noted 9 OREGON 10 1.Budder and erecson contractor should be advised of all General Notes 1 The design is based only upon the parameters shown and Is for an individual Truss: BJ1 and Warnings before consBoctioncommences building component Appllabityofdeign parameters and proper /1/ 20 2.914 compressor web bracing must be installed where shown s irKOq+orabon or component is me reaponslblM1y or the thrifts deegner 9,� �q R Y 5, Q• 3.Atldeonel temporary bracing to insure stabtlRy dung construction 2 Design assumes the top and bottom Morris to be laterally brand at <j_ e the responstblity of the erector_Addrsonal pem,anent bracing or 7 o c and at 10'o c respectively unless braced throughout then length by V DATE: 7/21/2015 the overall swa,re is the responsibility of the bulldog designer. 3 continuous 1 a b deeming i ywem sheathing(TC)shown dry an(BC> grog or bracing required �'A U L SEQ. : K13 14 8 8 3 4 No bad should be applied to any component until after all bracing and 4 IrMallabon of buss a the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Daslgn assumes mosses are to be used in a non-corrosve environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condNOn'of use s CompuTrus has no control over and assumes no responnb:ty for he 6 Design assumes hill bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling, cary g,slupmencand installation of components 7 Design assumes adequate drainage is provided a July 21,2015 6,This deagn Is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their canter TPIMRCA In BCSI,copies of which vnll be fumehed upon request lines coincide wdh joint center lines 9 Digits Indicate sae of plate in inches MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see EDR-1311,ESR-19811(MiTek) e . ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-12=( -825) 2918 12- 3=) 0) 233 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2835) 1037 12-13=) -826) 2915 3-13=(-375) 105 WEBS: 2x4 KDDF STAND 3- 9=(-2404) 1042 13-14=(-1062) 2512 13- 4=(-220) 679 LOADING 4- 5=( 0) 0 19-15=(-1062) 2512 13- 6=(-660) 390 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2079) 965 15-16=) -862) 2415 14- 6=( 0) 314 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2079) 965 16-10=) -860) 2418 6-15=(-660) 391 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 8-15=(-220) 679 8- 9=(-2404) 1042 15- 9=(-375) 104 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2835) 1037 9-16=( 0) 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 76 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -470/ 1796V -139/ 139H 5.50" 2.79 KDDF ( 625) vertical members (uon). 37'- 6.0" -470/ 1796V 0/ OH 5.50" 2.79 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacik. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.186" @ 12'- 0.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.332" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.013" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.071" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.119" @ 37'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 19-09-12 8-08-08 14-04-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 7 7 1 load duration factor=1.6, 14-04-12 3-06-15 7-06-05 12-00 Truss designed for wind loads 6-02-13 5-05-11 6-00 1-0,( -08 6-00 5-05-11 6-02-13 in the plane of the truss only. T T T T T T T T T 12-00 12-00 •( 1' M-4x6 1. 1' 12 0g-3x M-4x6 12 6.00 Q 6.00 M-3x5(S)°° �M-3x5(S) pp.IJl /�.` M-9x6 M-9x6 OT WASif F'ey f O J A . M-3x9 M-3x4 ��i3 r `- 51976 O w� 0 o OAF FC/sTE 6 ��� of 1 2^M-3x6 M-1.5x3 M-3x8 )09.25" 3 16 le o S . �7R�' o M-3x8 M-1.5x3 M-3x6 0l G 't -R_ C 1 1 6-01-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 1 1 ,(. '7 1-06 37-06 1-06 89782PE �r JOB NAME • PLAN 2523 ELEV A - BH4 ...-.....1"..- -...., ° --.► Scale: 0.1450 _ WARNINGS: GENERAL NOTES, unless otherwise theparnoted teta y� OREGON h 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an indmdual O Truss: BH 4 and Warnmgs before construction commences building component Appl:cabity of design parameters and proper (I Nr 2 2x4 compression web bracing must be installed where shown aworporabon of component is the responsibility of the building designer V 3 Additional temporary bracing to insure stability dung construction 2 Design assumes the tap and bottom hortls to be laterally braced at �•(� 'l R Y 1 x <<"'"' j- is the responsibility of the erector Additional permanent braang of 7 o c and at 10'o c respectively unless braved throughout rhea length by \'''A V DATE: 7/21/2015 the overall structure Is the respons,bnity of thebuild,ng designer 3 a Imn ac sheathing orbm2l bracing as re sheathing(TC)a sowno+dryvrall(BC) /� Impact gang or reous PAUL P` SEQ. : K 1314 8 8 4 4 No load shout be applied to any component unto after all bracing and 4 Installation of suss is the responsibility of the respectrve contractor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component and as for dry pontlroon prase 5 CompuTrus has no control over and assumes no responsibility for the 6 DeNgn assumes full beanng at all supports shown Sbm or wedge if EXPIRES: 12/31/2016 fa bncabon.handling,shipment scary g, pment to installation lunation of components 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPIANICA in BCSI,copies of which wet be furnished upon request lines coincide with joint center lines 9 Digits indicate sae of plate in inches MiTek USA,Inc./ConlpuTrus Software 7.6.7-5P2)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) ■ , • • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS 37-03-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-12=(-1610) 4922 3-12=( -134) 276 2x6 KDDF #168TR T2, T3 2- 3=(-5686) 1888 12-13=(-2582) 7120 12- 4=( -326) 1482 BC: 2x6 KDDF #1SBTR LOADING 3- 4=(-5674) 1936 13-14=(-2612) 7128 12- 6=(-2430) 1094 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 14-15=(-2612) 7128 6-13=( 0) 380 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V 4- 6=(-5048) 1770 15-11=(-1544) 4638 13- 7=( 0) 98 TC LATERAL SUPPORT 0= 12"00. ION. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 0.0" TO 28'- 3.0" V 6- 7=(-7138) 2694 14- 7=( 0) 384 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 3.0" TO 37'- 3.0" V 7- 9=(-4910) 1726 7-15=(-2576) 1178 BC SNIP' LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 37'- 3.0" V 8- 9=( 0) 0 9-15=( -354) 1458 9-10=(-5520) 1890 15-10=( -164) 368 NOTE: 2x4 BRACING AT 24"00 UON. FOR TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 9'- 0.0" 10-11=(-5442) 1828 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 28'- 3.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -957/ 3212V -90/ 99H 5.50" 5.14 KDDF ( 625) lj ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1H PSF LIVE LOAD. TOP 37'- 3.0" -894/ 3031V 0/ 00 5.50" 4.85 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.182" @ 15'- 5.3" Allowed = 1.817" +' For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.361" @ 15'- 5.3" Allowed = 2.422" MAX HORIZ. LL DEFL = 0.055" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.090" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0-05-03 0-05-03 Truss designed for wind loads 10_1 'f1 in the plane of the truss only. 8-11-11 19-06-10 8-08-11 '1 1' T T 4-06-05 4-00-03 6-02-02 7-00-09 6-03-14 4-00-03 4-03-05 8-11-02 8-08-02 12 M-4x6 4480# M-7x8(S) +98M#9x6 12 6.00 p 5 0.25" M-3x8 8 Q 6.00 PAUL Ri .7 T2 6- T3 best '+, � OV WASII/ fr'eP M-1.5x3 + + 0 1.5x3 Pti ,n �C� y A, . O O ,, 1.4.1 ff Mel 1 1 12 13 14 15 "*11 o 51976 {{I� of iM-3x6 M-3x8 M-3x9 M-1.5x3 M-3x8 M-3x6 0l �� �� w M-5x6(S) +Pt<',s, GISTEg C),'' l 1 b b / l A,L 8-04-12 7-00-09 6-09-01 6-10-13 8-01-12 r_�n r 1 y 17-06 1 19-09 y ��`�� �N EF,9 `S/0 1-06 37-03 :9782PE �i--- JOB NAME : PLAN 2523 ELEV A - BH1 .0r ■Ilor Scale: 0.1800 -W- - - 40 WARNINGS: GENERAL NOTES, othemnse noted aramete y,� OREGON 1 Builder and erection contactor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual O Truss: BH1 and Wamings before consbucbon commences building component Applicability of desgn parameters and proper /, (� 2 2x4 compressor web braang must be installed where shown+ incorporation of component is the responsbuldy of the battling designer �� �/^ `'V A 3 Add8onal temporary braang to insure sfablHy dunng construction 2 Design assumes the top and bottom chords to be laterally braced at '-1 J !. is the responsdlury of the erector Adolf onal permanent braang of 7 o c and at 10'o c respectively unless bated throughout thee length by ,-,\....4 `�/ DATE: 7/21/2015 the overall structure is mere bdt f the des continuous sheathing such as plywood aired where s own•drywall(BC) PA 1 spores ry o rg goer 3 2x Impact bntlgag or lateral bracing required where shown++ L SEQ. : K 1314 8 8 5 4 No load should be applied to any component until after all baang and 4 Installabon of truss a to responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design assumes busses are to be used in a noncormsve environment, TRANS ID: LINK design loads be applied to any component and are m,ary aondeo of use 5 CompuTrus has no control over and assumes no responsdliry for the 6 Design assumes full beanng at all supports shown Shim of wedge a fabncabon,handling,shipment awry EXPIRES: 12/31/2016 g, pmant antl installation of components 7 Design assumes adequate drainage rs provided July 21,2015 6 This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and aced to their center TPIANTCA in BCSI,copies of which wIll be fumrshed upon request lines cathode wdh joint center lines, 9 Digits indicate sue of plate in inches MITek USA,IRC./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • ' This design prepared from computer input by Jr, LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RUDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-61) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIE' 0'- 0.0" -91/ 310V -25/ 87H 5.50" 0.50 KDDF ( 625) 2'- 6.9" -121/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 51V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.005" @ 1'- 6.2" Allowed = 0.178" MAX TC PANEL TL DEFL = -0.009" @ 1'- 6.2" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 2-07-10 MAX BC PANEL TL DEFL = -0.025" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 2'- 6.9" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -d (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads �' in the plane of the truss only. I% 0 0 N O t. m p err R'r' o ��4 Q� `�VL Vl 1 M-3x4 ) tp �,0�WASH//, `9 fiP 6'"ti �2 - r y y y R 51976 0 w� I ox, FGisTE( - . 1-00 ROVIDE FULL BEARING;Jts:2,3,4 6-00 less G` �`-0 N 1 EF9 s�°� :9782PE yr JOB NAME : PLAN 2523 ELEV A - BJ2 v Scale: 0.6399 ,� WARNINGS: GENERAL NOTES, unless°thenwse noted • 1 Balder and erection contractor should be adwsed of all General Notes 1.This design is based only upon the parameters shown and a for an indi„dual ,, '9,r •RE G O N Truss: BJ2 and Warnings before constn,csoncommences building oomponent Apdbobnityofdesign parameters ,v pare me proper /, n0 2 2x4 compresvon web bracing must be installed where shown+ irmrporebon of component is the responsbilrty of the building designer �� �/^ `,V 3 AddNOnal temporary bracing to insure Stab4dy dung constructron 2 Design assumes the top and bottom chords to be laterally braced et 'l J ��` is the responsibility of the erector Addrtonal permanent bracing of To c and at 10'o c respectively unless braced throughout their length by \ DATE: 7/21/2015 the overall structure is the responsibility of the baldap designer continuous ndgingior such l b plywood required u e d where s and/or tlryv211(BC) p^ L 3 2x Impact bodging or lateral bracing requited where shown++ l'1 SEQ. : K 1314 8 8 6 4 No load should be applied to any component until after all bracing and 4 Installabon 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 noncorrosve environment. TRANS ID: LINK design loads be applied to any component and aretor"tlrypondroo of 5 CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown Shim or wedge if fabncabon,handling,shipment necessary ssum EXPIRES: 12/31/2016 g, pmjeotto mstallationofcompanenri, 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the summations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. fines coincide with Joint center hoes 9 Digits indicate sae of plate in inches MiTek USA,IRC./CompaTrus Software 7.6 7-SP2(1 L)-E t0 For bast connector plate design values see ESR-1311,ESR-1988(MiTek) I ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-152) 105 3-4=) -43) 0 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 7.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 399V -59/ 189H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -141/ 229V 0/ OH 1.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 6'- 7.6" Allowed = 0.064" MAX TL CREEP DEFL = -0.001" @ 6'- 7.6" Allowed = 0.085" 3 MAX TC PANEL LL DEFL = 0.116" @ 3'- 4.8" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.120" @ 3'- 5.0" Allowed = 0.689" 12 9.00 177 0 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ko Truss designed for wind loads o in the plane of the truss only. 0 ud o 4-PAUL R!L oc WAS4 �''P 1 M-3x4 er ' R 1976 O ', l 1 1 l OAF k' 976 v \ 1-00 6-00 0-07-10 SSG i E 'PROVIDE FULL BEARING;Jts:2,5,3 I (i ,4 � '�s ��5� �N I F9 s/o�-9 ' ' 89782PE r" JOB NAME • PLAN 2523 ELEV A - BJ5 ..-..1".. Scale: 0.5309 - _ WARNINGS: GENERAL NOTES, unless othe,uase rated V �� 1 Builder and erection conbactor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an mdiadual -9,L OREGON o Q. Truss: BJ5 and Warnings before construction commences building component Applicability of design parameters and proper 2 2x4 compresson web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer .!/� �/1 r� G�� 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 77 'l/`( J (j- is the responsibility of the erecter Additional permanent bracing of 2'o c and a110'o c respectively unless braced throughout their length by \-.4 V DATE: 7/21/2015 the overall structure is the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) PA U L sponsl ty o e gner 3 2x Impact bodging or lateral bracing required where shown++ SEQ. : K 1314 8 8 7 4 No load should be applied to any component unbl after all bracing and 4 I of i busses th responsibility es to used of ee respective v contractor environment,r Innstallation fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component 6 are for m�eaa�ofutalleu amown Shim t 5 CompuTrus has ro control over and assumesnoresponsib,bty for the necessary fabrication. '�° p°° g°' EXPIRES: 12/31/2016 fabrication,handling,shipment and mste July of components 7 Design assumes adequate drainage is provided u I 21,2015 6 This desgn is furnished subject to the bmnabons set forth by 8 Plates shall be located on both faces of truss,and placed so their center Y TPI W44TCA in BCSI,copes of which cell be famished upon request lines coincide oath pint center lines 9 Digits indicate sae of plate in inches MiTek USA,Inc/CompuTrus Software 7 6.7-SP2(1L)-E to For basic connector plate design values see ESR-1311,ESR-1968(MRek) • a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-114) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 384V -99/ 1496 5.50" 0.61 KDDF ( 625) 5'- 2.9" -103/ 152V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPGF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" 5-03-10 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" / MAX TC PANEL LL DEFL = 0.075" @ 3'- 0.3" Allowed = 0.401" 1' MAX TC PANEL TL DEFL = -0.072" @ 3'- 0.4" Allowed = 0.601" 3 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 2.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 2.9" 9.00 177 0 I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 O.?AUL R/`6 a .-\,P OT WASykk `9 ►EO ►E44 4• //-3-v O>, M-3x4 �, _ E�...., r,� 0� e Of ,:k- .p 51976 �w0 4' X`, C/STER �' 1 l y 1-00 6-00 j' AsL�,G (PROVIDE FULL BEARING;Jts:2,3,4 I G I-7-1 1 rC c��� I EF9 s/o, cc :9782PE 17 c--- JOB NAME : PLAN 2523 ELEV A - BJ4 i Scale: 0.5322 ,;/ / Mil WARNINGS: GENERAL NOTES, unless othervnse noted 1 Budder and erection connector should be adwsed of all General Notes 1 The design is based only upon the parameter:shown end is for an individual `y^- OREGON ^. Truss: BJ4 and Warnings before consbucbon commences budding component Applicability of design parameters and proper "✓ n0 �' 2 2o4 compression web bracing must be installed where shown 0 nmcoiporetion of component is the responsbilily of the building designer 4T C/^ `'V A 3 Additional temporary bracing to insure sbb ty dunng consbucbon 2 Design assumes the top and bottom chords to be laterally braced at -1 :J is the responsb:ty of the erector Addbonal permanent breang of o o c and at 10'o c respectively unless braced throughout men length by �� DATE: 7/21/2015 the overall structure is the responsibility of the budding designer. 3 2c Impact bndg:ng or lterral as ,ng re uwed where shown•drywall(BC) gag or ig re seine PA U L SEQ. : K13 14 8 8 8 4 No bad should be applied to any component until after all bracing and 4 Installation of less is the responsibility f the respective contractor. fasteners are complete and at no time should any bads greater than 5 Design assumes busses are to be used in a ooncoresve environment. design loads be eppliatl to any component and are for'dry co dwon of use_ TRANS ID: L INK 6 Design assumes full bearing at an d supports shown Shim or wedge 5 comwTr,ahasnocontroloverandassumesnoresponsdbldtyforthe neeaaary EXPIRES: 12/31/2016 febrxaeon,handling,sluprtent and installation of components 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the Lmibbons set forth by 8 Plates shall be located on both faces of buss.and placed so their center TPINVTCA in SCSI.copes of which veII be furnished upon request lines coinode wrth joint center Imes 9 Digits indicate sae of plate in inches MiTek USA,Inc./CompuTfus Software 7.6.7-SP2(1 L)-E 10.For bass connector plate design values see ESR-1311,ESR-1988(MiTek) ■ - . ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-85) 72 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 346V -37/ 11BH 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}1g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-10 l MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 177 3 Design conforms to main w>.ndforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 rn o /- PAUL Rlfr 4,Y" of WASIi1,t, `7 M-3x4 c M :,= 2 -J - r ' R 51976 w� 1 1-00 l 6 oa l O, 4' OX,,,, G��� [PROVIDE FULL BEARING;Jts:2,3,4 I S` V-R n r NZ') I EFC�,`S/O (� 9 2v 89782PE re JOB NAME : PLAN 2523 ELEV A - BJ3 f• Scale: 0.6064 - WARNINGS: GENERAL NOTES, unless othenmse noted 1.Builder and erection contractor should be advised of at General Notes 1 TM design rs based only upon the parameters shown and is for an individual 9 OREGON N Truss: BJ3 and Warnings before consnscwncommerwes building component Appbrabdityof design parameters and proper /1/& 29 QQ- 2 2x4 compression web bracing must be installed where shown. incorporation of component is the resPOnsiMlrty of the budding designer 1,9 ^ `' 3 AddNOnzl temporary bracing to insure stablrty dung construction 2 Design assumes the top and bottom Words to be laterally braced a[ l7 'l ;J rs the responstdlity of the erecter Additiorul permanent bracing of 7 o c and at 11).o c respectrvely unless braced throughout thou length by /r J continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) pA UL p,\ DATE: 7/21/2015 the overall structure is the responsibNty of the building designer 3 2x Impact bndgirg or lateral bracing required where shown.. SEQ. : K 1314 8 8 9 4 No bad should be applied to any component unSi after all bracing and 4 Installation of buss rs the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK dawn loads be applied to any component and areb dry cond bon'of use 5 CompuTrus has no control over end assumes no responsibility for the 6 Design assumes full bearing at all supports shown Shim or wedge if necessary EXPIRES: 12/31/2016 fabncabon,handling,shipment and installation of components 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the limitations set forth by 8 Plates shall be located on both feces of truss,and placed so their center TPWJICA in SCSI.copies of which cell be furnished upon request lines coincide wM pint center lines 9 Digits indipte size of plate in inches MiTek USA,IOC./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1966(MiTek) - ■ r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF N13BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2744) 603 1- 9=(-463) 2316 9- 2=( 0) 226 6-13=(0) 233 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-2353) 587 9-10=(-465) 2313 2-10=(-311) 146 WEBS: 2x4 KDDF STAND 3- 4=(-2030) 562 10-11=(-464) 2480 10- 3=(-102) 652 LOADING 4- 5=(-2055) 580 11-12=(-464) 2480 10- 4=(-649) 163 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2382) 600 12-13=(-505) 2397 11- 4=( 0) 314 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2814) 626 13- 7=(-503) 2400 4-12=(-621) 165 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 5-12=( -91) 665 12- 6=(-377) 162 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -195/ 1564V -134/ 125H 5.50" 2.50 KDDF ( 625) OVERHANGS: 0.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 3.0" -257/ 1742V 0/ OH 5.50" 2.79 KDDF ( 625) JT 1: Heel to plate corner = 2.50" I !COND. 2: Design checked for net(-5 osf) uplift at 24 "cc spacrhg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.157" @ 18'- 6.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.321" @ 18'- 6.0" Allowed = 2.422" MAX LL DEFL = 0.013" @ 36'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.066" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to main wrndforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11-08-11 13-06-10 11-11-11 T T '1 1' 5-11-13 5-08-19 6-09-05 6-09-05 5-08-14 6-02-13 T T T T T T T 12 12 6.00 M-4x6 M-3x8 M-4x6 Q 6.00 3 4 I + `` ?AUL R/fr M-3x9 z 6 . M-3x8 + .M M-3x9 .-\ P AV 0�WArSf//1,c F 9 o ' 9 lo+ se z 13 7 s �'0 •,4b S9 E09 (4) o M-1.5x3 M-3x8 0.25.. M-3x8 M-1.5x3 M-3x6 0l .SS G`� M-5 x 6(S) .0 1 1 1 1 1 1 y -,<C-'t S', 1 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 1 1 �N`� �N I E- -.z., /,2 37-03 1-06 89782PE r JOB NAME : PLAN 2523 ELEV A - CH2 Scale: 0.1875 • - WARNINGS: GENERAL NOTES, unless othenvese noted, <0 I.Budder and erection contractor should be advised of all General Nobs 1 This design is based only upon the parameters shown and Is for an indeadual 9 OREGON '.-- Truss: CH2 and Warnings before cornm,obon commences budding component Appioebiety of design parameters are proper 4/& 29 Q- 2.2t4 compression web bracing must be installed where shown+ incorporation of component is the responvbrldy of the budding designer '9,9 1 R y A6, 3 Addroonal temporary bracing to°sure slabley dung construction 2.Design assumes the top and o ly Words to be laterally brand at �!. n the responvphIF of the erector Addronnal permanent bracing of c o c end al 10'o c respectively unless braced throughout their length by \ `�/ DATE: 7/21/2015 the overall structure is the ra b0 f the buldi designer 20 Impact ct sheathing such l b plywood cored sheathing(TC) where)own drywall(BC) PA U R sPOnsi ry o n9 9 3 2t Impact bndgng or lateral bracing requited where shown++ SEQ. : 1<13 14 8 9 0 4 No load should be applied to any component and after all bracing and 4 Insbllabon of truss rs the responsbibry of the respectve contractor fasteners are complete and at no lane should any loads greater than 5 Design assumes trusses are to be used Ina nonconovve environment, TRANS ID: LINK design loads be applied to any component and are br'dry coMmon'of use. 5 ComW Tres has no control over and assumes no responsibrbry for the 6 Design assumes full bearing at all supports shown Shim or wedge If pe.ry EXPIRES: 12/31/2016 hbs dean,handing,shipment and instellabon of components 7 Design assumes adequate drainage,s provided July 21,2015 6 Thls design is furnished subject to the hmltabons set forth by B Plates shall be!opted on both faces of Ws,and placed so their center TPIBNTCA in SCSI,copies of which well be furnished upon request Ines coincide wr h pint center Ines 9.Digits indicate size of plate in inches MiTek USA,Inc./CompuTrus Software 7.6 7-SP2(1 L)-E 10.For base connector plate design values see ESR-1311,ESR-1968(MiTek) S i n • ' This design prepared from computer input by Jr. LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TH LOAD DURATION INCREASE = 1.15 1- 2=(-2799) 815 1-11=(-666) 2316 11- 2=( 0) 226 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2353) 812 11-12=(-668) 2313 2-12=(-311) 121 WEBS: 2x4 KDDF STAND 3- 4=) 0) 0 12-13=(-739) 2980 12- 3=(-133) 652 LOADING 3- 5=(-2030) 758 13-14=(-739) 2980 12- 5=(-667) 230 IC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-2055) 779 14-15=(-684) 2397 13- 5=( 0) 319 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 15- 9=(-683) 2900 5-14=(-639) 230 TOTAL LOAD = 42.0 PSF 7- 8=(-2382) 829 7-14=(-122) 665 8- 9=(-2814) 833 19- 8=(-377) 122 NOTE: 2x9 BRACING AT 29"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 8-15=( 0) 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -297/ 1569V -139/ 125H 5.50" 2.50 KDDF ( 625) M-1.5x4 or equal at non-structural 37'- 3.0" -359/ 1742V 0/ OH 5.50" 2.79 KDDF ( 625) vertical members (uon). JT 1: Heel to plate corner = 2.50" 10001. 2: Design checked for net(-5 psf) uplift at 24 "Dc spacrfig. '* For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.157" @ 18'- 6.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.321" @ 18'- 6.0" Allowed = 2.422" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.066" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to main wrndforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 19-08-11 7-06-10 14-11-11 in the plane of the truss only. T T T T 5-11-13 5-05-11 3-03-03 3-09-05 3-09-05 3-03-03 5-05-11 6-02-13 T T T 1 1 1 T T T 11-09 12-00 T T 4 6 T T 12 12 6.00 V M-9x6 M-3x8 M-9x6 Q 6.00 3 6 F aen PAUL RI,rp �`� �F WAStrj��`9 M-3x42 e-3x4 �� �� C�Ir. eci � A-" 2 N M-3x8 ` 4 o M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 0l �ss � G` M-5x6(5) G t_ 11 ._ . k 1 l l b l l 'SF-' 4`S5S' y 5-10-01 5-05-11 7-02-04 7-02-09 5-05-11 6-01-01 1 1 ��5 0N 1 EF,4 'p2 37-03 1-06 C- 79782PE �r" JOB NAME : PLAN 2523 ELEV A - CH3 r✓....._. , Scale: 0.1875 WARNINGS: GENERAL NOTES, unless°Menem noted Truss: CH3 1.Builder and erection contractor should be advised of all General Notes 1 This design a based only upon the parameters shown and is for an mdsrdual i' OREGON '■ and Warnings before conswction commences building component Applicability of design parameters and proper n� 'Q' 2.214 mmpresaon web bracing must be installed where shown+ inmryoraron of component is the responvdlM1y of the building designer 9,9 �q R Y 5 v G� 3 AddO nal temporary bracing to insure stability dunng mnstrucbon 2 Design assumes the top and bottom chords to be laterally braced at V s the responab city of the erector.Additional permanent bracing of 7 o c and at 10'o c respectively unless braced throughout then length by it'continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ,t'A U L �\ DATE: 7/21/2015 the overall structure is the resporsib city of the building devgner 3 2x Impact bodging or lateral bracing required where shown++ SEQ. : K 1314 8 91 4 No load should be applied to any component until after all bracing and 4 Installation of truss a the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design assumes busses are to be used on a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are or'dry wntlibon'of use 5 CompuTrus has no control over and assumes no respons:bibty for the 6 Design assumes full beanng at all supports shown Shim or wedge if fabrication.handling, cary EXPIRES: 12/31/2016 g,shipment and installation l:m:bon of components 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the limitation set forth by 8 Plates shall be located on both faces of truss,and placed no their center TPIMITCA in 6151,copies of which mil be furnished upon request lines coinade with pint center lines 9 Digits indicate sae of date in inches MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) C 0 a , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2749) 1033 1-11=( -854) 2316 11- 2=( 0) 226 BC: 204 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2353) 1093 11-12=( -855) 2313 2-12=(-311) 97 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 12-13=(-1068) 2480 12- 3=(-221) 652 LOADING 3- 5=(-2030) 969 13-19=(-1068) 2980 12- 5=(-679) 387 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-2055) 968 14-15=( -866) 2397 13- 5=( 0) 319 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 0 15- 9=( -864) 2400 5-14=(-646) 384 TOTAL LOAD = 92.0 PSF 7- B=(-2382) 1046 7-14=(-222) 665 8- 9=(-2814) 1041 14- 8=(-377) 109 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 76 8-15=1 0) 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -408/ 15640 -135/ 125H 5.50" 2.50 KDDF ( 625) 37'- 3.0" -469/ 1742V 0/ OH 5.50" 2.79 RODE ( 625) vertical members (uon). JT 1: Heel to plate corner = 2.50" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.182" @ 11'- 9.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.321" @ 18'- 6.0" Allowed = 2.922" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.070" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 17-08-11 5-01-09 14-04-12 (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir), T T 1' '1 load duration factor=1.6, 17-08-11 7-06-05 12-00 Truss designed for wind loads '( '( '( '( in the plane of the truss only. 5-11-13 5-05-11 6-00 1-00-08)-08 6-00 5-05-11 6-02-13 T '1 T T T T T T T 11-09 / M-4x6+ M-4x6+ / 12-00 / 4 6 12 , 12 6.00 M-3x5(5) Q6.00 PAUL p l M-9x6 M-4x6 �M-3x8 ji� SOF WASf1� .p^ moo ti� ° Vii- O M-3x4 M-3x4 h f` 2' 2 +. N. i ` 51976 w� M-3x8 0 C)X; IP4'0'i/sTER:C '<4 °11 12 13 14 15 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 1 C l ` Lt`� o o M s (s) _� N _EFC s/ C,y y y y y y y „ R °i J., 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 y y -9 :9782PE c 37-03 1-06 JOB NAME : PLAN 2523 ELEV A - CH4 / Scale: 0.1750 V 40 WARNINGS: GENERAL NOTES, unless othennse rated OREGON 1 Builder and erection contractor should be advised of all General Notes 1 This design n based only upon the parameters shown and is for an odmdua: �,,d-57/1/(/q '(i Truss: CH4 and s'amings before consnncnon commences building component Applicability of design parameters and proper 2 204 compression web bracing must be installed where shown 0 incorporation of component is the responsiblity of the bonding designer R� 3 AdtlNOnal temporary bracing to insure stabldy dunng constructron 2 Design assumes the top and bottom chords to be laterally braced at rs the responsibility of the erector PddNOnal permanent bnang of 7 o c and at 10•o c respectively unless braced throughout urea length by PA UL DATE: 7/21/2015 the owereu structure is the resporisibniry of the bobs: deal 20 I moos sheathing such as plywood sheathing(TC)andlor drywall(BC) rig designer 3 20 Impact bodging or lateral bracing requeed where shown 0 it SEQ. : K 1314 8 9 2 4 No bad should be applied to any component unto after all braang and 4 Installation of truss is the responsibility of the respective contractor fasteners are complete and at no See should any loads greater than 5 Design assumes busses are to be used in a noncorrosive environment. TRANS ID: LINK desgnloadsbe applied to any component and arefor'dry totbee'ofusa EXPIRES: 12/31/2016 5 ComWTrushas no control over and assumes no responabliry for the 6 Design assumes full beanrg at all supports shown Shim or wedge d fabncabon.handling.shipment and installation of components awry July 21,2015 7 Design assumes adequate drainage is prowled 6 This design is furnished subject to the limitation set forth by S Plates shall be located on both faces of buss,and placed so their center TPINVTCA in SCSI,copes of which will be furnished upon request lines coinode wnh Joint center lines 9 Digits USA Inc/ComnuTrus Software 7 6 7-SP2(1Ll-E its indicate..o of plate m inches , ■ r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2690) 578 1- 9=(-435) 2322 2- 9=(-223) 202 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2449) 550 9-10=(-286) 1978 9- 3=( -26) 462 WEBS: 2x4 KDDF STAND; 3- 4=(-1759) 481 10-11=(-301) 1965 3-10=(-694) 253 2x4 DF STAND A LOADING 4- 5=(-1759) 469 11- 7=(-441) 2344 10- 9=(-254) 1168 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2494) 539 10- 5=(-720) 258 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2754) 563 5-11=( -17) 501 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 11- 6=(-277) 194 OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 1: Heel to plate corner = 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -221/ 1564V -212/ 203H 5.50" 2.50 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 3.0" -285/ 1742V 0/ OH 5.50" 2.79 KDDF ( 625) [COND. 2; D�... ... ..1 f�.11r_...1.-5_.r£ 1..=15.- sea.-t 1r g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.134" @ 18'- 6.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.272" @ 18'- 6.0" Allowed = 2.422" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.059" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.098" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 18-06 18-09 Truss designed for wind loads f ' f in the plane of the truss only. 6-03-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 T T T T T T T 12 12 6.00 M-4x6 Q 6.00 4.0" 4 .f,r M-5x6(S) M-5x6(5) 0.25" 0.25" 3 5 \L ?AUL RIV��p �o. k* 0.WASffi� `,1 M-1.5x3 7-1.5x3 i- 0 a i II i All'.4 2 z•' 1 ra M-3x8 ,� 51976 cq, a OAF FC/S7 ERS '' ° 1** 9 14 11 O ss I M-3x9 6.25" ° M-3x9 M-3x6 01 M-5x8(5) IL_nnr l i' y 1 l ��� I ■E4:61 s/ 9-04-05 9-01-11 9-01-11 9-07-05 ,S� 0......1 F,9 OjL17_,... l b l 37-03 1-06 c - 89782PE JOB NAME : PLAN 2523 ELEV A - Cl 77f1 -.. Scale: 0.1625 WARNINGS: GENERAL NOTES, unless otherwise noted y OREGON 1 Builder and erection contractor should be advised of all General Notes 1 This design a based only upon the parameters shown and is for an individual Truss: Cl and Warnings before construction commences balding component Applicability of design parameters and proper 4//, ^Q �e' 2 2v4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer -V Q//f ` V 3 Adtlibonal temporary bracing to insure stebildy during consbucbon 2 Design assumes the top and bottom chords to be laterally braced at .l J ��j is the responsibility of the erector Additional permanent bracng of 2'o c and at 10'o c respectively unless braced throughout then length by \ V DATE: 7/21/2015 Ne overall structure is the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) PA U L R Wons' ty o e gner 3 On Impact bodging or lateral bracing required where shown++ SEQ. : K1 314 8 9 3 4 No load should be applied N any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor fasteners are complete and at no brae should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK desgnloads be applied to any component and are o drycondbon of use 5 CompvTrus has no control over and assumes no responsibility for the s Design assumes full beanng at all supports shone Shim or wedge it EXPIRES: 12/31/2016 fabnoatan,handling,shipment ponen necessary g, pmjevtta n:teuatianarcam te T Design assumes adequate drainage is provided w July 21,2015 6 This design is furnished subject to the Lmr lions set forth by 8 Plates shall be located on both faces of buss,and aced co their center TPIMTCA in BCSI.copies of which will be furnished upon request lines coincide with joint center lines 9 Digits indicate size of plate in inches MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r J , „ r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-394) 2402 3-10=(-276) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2775) 555 10-11=(-272) 2013 10- 4=( -17) 501 WEBS: 2x4 KDDF STAND 3- 4=(-2516) 527 11-12=(-294) 1984 4-11=(-719) 258 LOADING 4- 5=(-1780) 474 12- B=(-435) 2363 11- 5=(-248) 1185 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1780) 474 11- 6=(-720) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2516) 527 6-12=( -17) 501 TOTAL LOAD = 42.0 PSF 7- 8=(-2775) 555 12- 7=(-276) 195 OVERHANGS: 16.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORN 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 PIE. 0'- 0.0" -284/ 1746V -217/ 2178 5.50" 2.79 KDDF ( 625) 37'- 6.0" -284/ 1746V 0/ OH 5.50" 2.79 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.140" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.283" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.013" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.061" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.101" @ 37'- 0.5" 18-09 18-09 4' 4' Design conforms to main indf orce-resisting 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 system and components and cladding criteria. T T T T T T T 12 12 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.0" Truss designed for wind loads 5 •(,( in the plane of the truss only. M-5x6(S) -! M-5x6(S) 3.1" o.z5" 0.25" �pAUL R!` 4 6 ,1. o� OV WAASfli��`el �4r //"^=5'10 �'�, Y O -p8 � o M-1.5x3 M-1.5x3 ri"I i A� 51976 w4 1. WA �.o-(, FCfSTE � > 1 2 . 10 11 12 -8 p SS G� I M-3x6 M-3x4 0.25" M-3x4 M-3x6 I AL O M-5x8(S) G rr�n� y ), ), ), 4 �5�� N I 6.4E-6)css�0 y y 9-07-05 9-01-11 9-01-11 9-07-05 y y ��. 2 1-06 37-06 1-06 ct' 89782PE r" JOB NAME : PLAN 2523 ELEV A - C2 ,..__.1 -Amy- Scale: 0.1575 //^^ Wig GENERAL NOTES, unless othenwse noted V 40 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 17 OREGON Truss: C2 and Warnings before constnrchon commences budding component Applicability of design parameters and proper 4/0„, (IQ �� 2 2z4 compressor web bracing must be installed where shown+ incorporation of component is the responsibility of the budding designer .9,91..._ R Y 5,V 3 Additional temporary bracing to insure stability dunng construnn 2 Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erecter Addmonal permanent bracing of 2'o c and at 10'o c respectively unless braced throughout their length by \ DATE: 7/21/2015 the overall structure is the re bill of building ilea continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) PA U L sponsi ty o g gner 3 2,Impact bodging or lateral bracing required where shown++ SEQ. : El 314 8 9 4 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor fasteners are complete and at no sine should any loads greater than 5 Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component and are or"dry condbon'ofuse 5 CompuTrus has no control over and assumes no responsibility for the 6 neecess assumes full beanrg at all supports shown Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling, sary g,shipment and the limittion of components 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines 9 Digits indicate size of plate in inches MiTek USA,Inc/CofnpuTrus Software 7.6 7-SP2(1 L)-E 10 For bast connector plate design values see ESR-1311,ESR-1988(MiTek) , r 1 . This design prepared from computer input by JP LUMBER SPECIFICATIONS 37-06-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-13=(-1582) 4954 3-13=( -136) 278 2x6 KDDF #1&BTR T2, T3 2- 3=(-5724) 1898 13-14=(-2568) 7190 13- 4=( -334) 1502 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5714) 1948 14-15=(-2578) 7220 13- 6=(-2458) 1116 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15-16=(-2578) 7220 6-14=( 0) 390 TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V 4- 6=(-5086) 1780 16-11=(-1582) 4956 14- 7=( -30) 66 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 0.0" TO 28'- 6.0" V 6- 7=(-7208) 2718 15- 7=( 0) 382 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 28'- 6.0" TO 37'- 6.0" V 7- 9=(-5086) 1782 7-16=1-2478) 1118 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 37'- 6.0" V 8- 9=( 0) 0 9-16=( -328) 1492 - 9-10=(-5716) 1950 16-10=( -136) 278 NOTE: 2x4 BRACING AT 24"OC DON. FOR TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 9'- 0.0" 10-11=(-5724) 1900 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 28'- 6.0" 11-12=1 0) 76 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 18.0" 18.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -962/ 3225V -104/ 104H 5.50" 5.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 37'- 6.0" -962/ 3225V 0/ OH 5.50" 5.16 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 rows) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.187" @ 15'- 5.3" Allowed = 1.829" MAX TL CREEP DEFL = -0.371" @ 22'- 2.4" Allowed = 2.439" MAX LL DEFL = 0.003" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.056" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.092" @ 37'- 0.5" 0-05-03 0-05-03 Design conforms to main windforce-resisting 8-11-11 19-06-10 8-11-11 system and components and cladding criteria. f 1' 1' 1 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-06-05 4-00-03 6-02-02 7-00-09 6-03-14 4-00-03 4-06-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4' 1 '('f 1 '1 '('f 1' 4' load duration factor=l.6, 8-11-02 8-11-02 Truss designed for wind loads in the plane of the truss o. •4 4480# 4480# 1' ,PAUL R,� 12 M-9x6 M-7x8(S) M-4x6 12 �C,, 6.00 4 1 0.265„ M-3x8 g Q 6.00 q� OF WASj1, 9 a ,Sk' (--7-4), Ces M-1.5x3 M-1.5x3 X ea 11., O 0 co _ �° 7 of MM - � 2 A ` ." -` ? R 51976 Q �q O 1 2 13 14 15 16 1 O of M-3x6 M-3x8 M-3x4 M-1,5x3 M-3x8 M-3x6 0l O. FC1STE M-5x6(5) �SS Gl 1 1 1 1 1 1 G r�Lnn' 1 8-04-12 7-00-09 6-09-01 6-10-13 8-04-12 1 c,S�C ,y E Css) 1 1 17-06 20-00 1 1 �� `�GN Fig 01, 1-06 37-06 1-06 �z 8•782PE 9r JOB NAME : PLAN 2523 ELEV A - CH1 Scale: 0.1575 / _ ,� WARNINGS: GENERAL NOTES, unless othenesenoted `y OREGON 40 1,Binlder and erection contractor should be adinsed of air General Notes 1 This design s based only upon the parenwte,s shown and is for an md:wdual Truss: C H 1 and Wamnga before construction commences building component Applicability of design petenretere and p open '�R'j A y 1 ,Zo Q' 2 2x4 compression web bracing must be installed where shown• nitorporebon re component is the responsibility of me sly building e designer 3 AddNOnal temporary bracing to insure MablM1y dung construction 2 Design assumes the top and bottom chords to be laterally braced at n the responsibility f the erector Additional t tires f 7 o c and at 70'o c raspactivaly unless braced throughout their length by \ sponu ry o permanent bracing o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) DATE: 7/21/2015 the overall structure is the responsibility of the building designer 3 2x Impact bodging or lateral bracing required where shown.. �°A U L SEQ. : K13 14 8 9 5 4 No bad should be applied to any component until after all bracing and a Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5 Design assumes Busses are to be used in a non-corrosive environment, design loads be applied to any component and are for'dry nondroon of use. TRANS ID: LINK 6.Da full bean tallw supports Shim or wed 5.CompuTnus has no control over and assumes no responsibility for the necessary°°°�^�° p� g°'' EXPIRES: 12/31/2016 fabrication handling.shipment and installation of components 7 Design assumes adequate lo othfage i°truss.a July 21,2015 6 This design is furnished subject m the bmtatiom set loan by 8 Plates shall be looted on both faces of buss,and placed so their linter TPIANTCA in SCSI.copies of which wall be furnished upon request lines coincide wM joint center lines 9 Digits indicate sae of plate in inches MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) s► , t , This design prepared from computer input by JP LUMBER SPECIFICATIONS 11-05-00 GIRDER SUPPORTING 37-06-00 FROM 7-00-00 TO 11-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3950) 882 1-4=(-626) 3010 4-2=(-966) 4450 BC: 2x8 KDDF #1SBTR 2-3=(-3950) 882 4-3=(-626) 3010 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 443.8)+DL( 321.8)= 765.5 PLF 7'- 0.0" TO 11'- 5.0" V 0'- 0.0" -526/ 2467V -91/ 91H 5.50" 3.95 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN 11'- 5.0" -1075/ 9816V 0/ OH 5.50" 7.71 KDDF ( 625) **ADDL: BC CONC LL+DL= 3031.0 LBS @ 6'- 0.0" nails staggered: I 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICQND 2: Design checked for net(-5 psf) uplift at 24 "or soacitlg. 6" oc in 2 row(s) throughout 2x8 bottom chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.066" @ 5'- 8.5" Allowed = 0.700" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.057" @ 3'- 1.0" Allowed = 0.396" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.004" @ 10'- 11.5" MAX HORIZ. TL DEFL = 0.010" @ 10'- 11.5" 5-08-08 5-08-08 .' 4' 4' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-9x6 9.00 V N 9.00 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, Truss designed for wind loads n the plane of the truss only, I ** NGE OS O LOADHAS)R EQUABY Y THERLLT O T ALL MEBERS APPLY CON C. M-5x1 M-5x16 A 6 Il 41611. ?AUL 21� o II �a �4`L Oti WAStfj�F�9 4 ►=3 0 ,w -i. .4 M-4x12 tiP i +3031# ? 51976 w, 1 5-08-08 y 5-08-08 b qx, AFC/S'i'E��� 1�� * 11-05 b Sig i-ar,�i� � s co I R /0 � N �cc 89782PE r JOB NAME • PLAN 2 52 3 ELEV A - D2 ,.-..!... '.....- Scale: 0.4631 _ WARNINGS: GENERAL NOTES, unless othenuse noted V 40 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 "VA OREGON O� Truss: D2 and Warnings before construction commences budding component Asphalts*of design parameters and proper /, (� P 2 2x4 compresvon web bracing must be instilled where shown+ incorporation of component is the responsibility of the budding designer 1/ V/1 R y 1` V 3 Additional temporary bracing to insure stability dung consWCbon 2 Design assumes the top and bottom chords to be laterally braced at 11 'l :J s the responvbiliry of the erector Adtl�bonal permanent bracing of 2'o c and at 1t7 o c respectively unless braced throughout their length by \ DATE: 7/21/2015 the overall structure is the responsibility f the building designer continuous sheathing such l b awls re aired here s and/or drywall(BC) PAUL p, sponsi ry o n9 goer 3 2x Impact bodging or lateral bracing required where shown++ SEQ. : K1 314 8 9 6 4 No bad should be applied to any component until after all bracing and 4 Installation of truss rs the responvbddy of the respectve contr actor fasteners are complete and at no bee should any loads greater than 5 Design assumes busses are to be used in a noncorrovve environment, TRANS ID: LINK dawn loads be applied to any component and are for'dry condreon'ofuse 5.CompuTrus has no control over and assumes no responvbbry for the 6 Design assumes full bearing at all supports shown Shan or wedge if habncabon,handling,shipment and urstellason of components gn as EXPIRES: 12/31/2016 P sties assumes adequate drainage is Ones,a placed July 21,2015 6 This devgn is funushed subject to the IlTltitiors set forth by 6 Plates shall be located on both faces of tmss,and aced so their center TPIBNTCA in 6101,copies of whch sell be furnished upon request lines coincide oath pint center lines 9 Digits indicate sae of plate in inches MITek USA,Inc./CompuTrus Software 7.6.7-SP20 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1966(MiTek) r a t a r , , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'— 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4ug. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-08-08 5-08-08 T .( 7r 12 12 IIM-4x4 9.00 7 Q 9.00 3 o ,AlIlI . ?AUL R! o '4,4� pF WASfffli�l 1 I o 44' /_- G' 1 5 M-3x9 M-3x4 \,P 51976 w� 0 rt" FGISTE - �V 1 l 1, ; vs 611� 1-00 ii-os 1-00 S e J L P b c rr�nc<. co. � I�EF'9 si0'0, 8.782PE cc- 9r JOB NAME : PLAN 2523 ELEV A — D1 / x/72 Scale: 0.5091 ,/ ,,^^ WARNINGS. GENERAL NOTES, unless othervnse noted 9 OREGON vJ 1 Builder and erection contractor should be advised of all General Notes 1 This design a based only upon the parameters shown and is for an individual Truss: D1 and Warnings before construction commences building component Apphnbbty of design parameters and proper . / Cy0 ,e• 2 2x4 compression web bracing must be installed where shown+ mcorporetion of component is the responsibility of the building designer �� �/f ` V 3 Addbonel temporary bracing to insure stability dunng construct= 2 2'o c assumes the top and bottom chords to be laterally braced at 'l :J is the responsibility of the erector Addrbonal permanent bracing of 2'o c and at 10'o c respectively unless braced throughout their length by DATE: 7/21/2015 the overall structure is the responsibility of the balding des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) PA U L sponsi ty o g gner 3 24 Impact bodging or lateral bracing required where shown++ SEQ. : K 1314 8 9 7 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respectve contractor fasteners are complete and at no brae should any bads greater than 5 Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: L INK deNgn loads be applied to any component and are or"dry condition"of use 5 CompuTrus has no control over and assumes no responsibility for the 6 Design assumes ill bearing at alt supports shown Shim can wedge if EXPIRES: 12/31/2016 fabncason,handling, scary g,shipment and mstallation of components 7 Design assumes adequate drainage is provided w July 21,2015 6 This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of buss,and aced so their center TPIiW1CA in BCSI,copies of what)volt be furnished upon request lines coincide with joint center lines 9 Digits indicate size of plate in inches MiTek USA,Inc./CompuTrus Software 7 6 7-5P2(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) P =^-, • r This design prepared from computer input by JP LUMBER SPECIFICATIONS 11-06-00 GIRDER SUPPORTING 37-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non—Rep) 1-2=(-4242) 926 1-4=(-660) 3240 4-2=(-1020) 4810 BC: 2x8 KDDF #1&BTR 2-3=(-4242) 926 4-3=(-660) 3240 WEBS: 2x4 KDDF STUD LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'— 0.0" TO 11'— 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. ION. BC UNIF LL( 443.8)+DL( 321.8)— 765.5 PLF 0'— 0.0" TO 11'— 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'— 0.0" —1064/ 4770V —92/ 92H 5.50" 7.63 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'— 6.0" —1064/ 4770V 0/ OH 5.50" 7.63 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP �OND. 2: Design checked for net(-5 p.sfl uplift at 24 "or soacihg. 6" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL—L/180 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = —0.062" @ 5'— 9.0" Allowed = 0.706" MAX TC PANEL LL DEFL = —0.059" @ 3'— 1.3" Allowed = 0.400" 5-09 A 5-09 MAX HORIZ. LL DEFL = 0.006" @ 11'— 0.5" '1' 1' MAX HORIZ. TL DEFL = 0.011" @ 11'— 0.5" 12 12 M-9x6 Design conforms to marn wrndforce—resisting 9.00 7 a 9.00 system and components and cladding criteria. 2 4.0" 761...N Wind: 190 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,(All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Di r), load duration factor=l.6, Truss designed for wind loads 1 4116L in the plane of the truss only. M-5x16 M-5x16 �� pAUL RiL, o ® o 1�� 4 .13 �' O WAS'hlA. M-4x12 0 F7, Y •" ''YYCJO f y y y 4'4'51976 q� 5-09 5-09 �4 G/STERN �`V y o 6 y psi L,..\ <C'G M E t(SS/ 414 17 8•782PE f JOB NAME : PLAN 2523 ELEV A - E3 c72 Scale: 0.9835 ./ WARNINGS: GENERAL NOTES, unless otherwise noted 174Z,OREGON h 1 Builder and erection contractor should be advised of all General Notes 1 This desgn is based only upon the parameters shown and is for an individual Truss: E3 and Warnings before construction commences building component Applicability of design parameters and proper n0 Q' 2 2x4 compres0on web bracing must be installed where shown+ incorporation of component is the responsbiliry of the building tlesgner �� ^ G,V 3 Additional temporary bracing to insure stability during oo,e0050n 2 Design and at 10 the top and bottom chords to be laterally braced at 'l :1 � is the responsibility of the erector Additional permanent bracing of 2'o c and a110'o c respectively unless braced throughout their length by \ V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) PA UL DATE: 7/21/2015 the overall structure is the responsibility of the building designer 3 2i Impact bodging or lateral bracing required where shown++ SEQ. : 513 14 8 9 8 4 No load should be applied to any component unbl after all brnng and 4 Installation of truss is the responsibility of the respective contactor fasteners are complete and at no Imo should any loads greater than 5 Design assumes busses are to be used Ina noncorrosive environment, TRANS I D• LINK design loads be applied to any component and are for"dry ondNOn"of use 5 CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full beanng at all supports shown Shim or wedge if fabricator,handling,shipment and Installason of components =ary EXPIRES: 12/31/2016 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the limitations set font by B Plates shall be located on both feces of truss,and placed so their center TPI1W1'CA in SCSI.copes of which will be furnished upon request lines coincide with Joint center lines 9 Digits indicate sae of plate in inches MiTek USA,Inc/CompoTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector plate design values see ESR-1311.ESR-1988(M:Tek) • r . This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-14) 284 6-3=(0) 262 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-473) 102 6-4=(-14) 284 WEBS: 2x4 KDDF STAND 3-4=(-473) 102 LOADING 4-5=( 0) 68 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -103/ 597V -110/ 110H 5.50" 0.96 KDDF ( 625) 11'- 6.0" -103/ 597V 0/ OH 5.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 12'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.077" @ 8'- 9.8" Allowed = 0.436" 5-09 ` 5-09 MAX TC PANEL TL DEFL = 0.173" @ 8'- 2.9" Allowed = 0.655" 1' 12 12 MAX HORIZ. LL DEFL = 0.002" @ 11'- 0.5" IIM-4x4 MAX BORIZ. TL DEFL = 0.009" @ 11'- 0.5" 9.00 7 'N 9.00 3 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. �� Wind: 140 mph, h=21.3f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ,�PAUL R��,,p 4 WAS I,4,�Pi a o f _ � �� yam---,�^ CT o 1 ' 6 ' l ti7 �D f, M-3x4 M-1.5x3 M-3x4 - 1. i of 4L-51976 ti' cy y b 1 0 ?F .4'z., CISTER �� 5-09 5-09 G\S ,L y l 1 i 7t7W''S G 1-00 11-06 1-00 c�? � 1 E.4 s/�2 cc 89782P E vr-. JOB NAME : PLAN 2523 ELEV A - E2 ,,,_..,e-/. '-...- Scale: 0.4382 _ WARNINGS: GENERAL NOTES, unless otherwise noted v �4f) 1 Builder and erecbon contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual -9^- OREGON Truss: E2 and Warnings before construction commences building component Applicability of design parameters and proper ✓ (IC) �� 2 2x4 compressor web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer �� (//f ` V 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at '71 O is the responsibility of the erector AddHOnal permanent bracing of 2'o c and at 10'o c respectively unless braced throughout Mew length by it k NA DATE: 7/21/2015 the overall structure is the responsibility f the builds des continuous sheathing such as plywood sheathmg(TC)and/or drywall(BC) PA U L R sponsi ry o building designer 3 2x Impact bodging or lateral bracing required where shown++ SEQ. : K1314 8 9 9 4 No bad should be applied to any component until after all bracing and 4 Installabon of truss is the responsbdity of the respective contactor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are or"dry condNOn''of use 5 ComWTrus has no control over and assumes no responsibility for the 6 Design assumes ull beanng at all supports shown Shim or wedge if EXPIRES: 12/31/2016 fabncabon,handling, necessary g,edismeec and ie llallaboo s components 7 Design assumes adequate drainage IS provided July 21,2015 6 TMs design is furnished subject to the timi40ons set forth by B Plates shall be located on both faces of truss,and placed so their center TPI/W1-CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines 9 Digits indicate sloe of plate in inches MiTek USA,Inc/CompuTrus Software 7 6.7-5P2(1 L)-E 10 For base connector plate design values see ESR-1311,ESR-1985(MiTek) `4 -..) 0 • , ,. , , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'— 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacrllg. TC: 2x4 KDDF #1S13TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 209 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D.ir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UO0. M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5-09 AND BOTTOM CHORD LIVE LOADSA ACT NON—CONCURRENTLY. 5-09 12 12 9.00 7 I I M-4x4 Q 9.00 3 0 ,AiIlI1 o `- PAUL , WASI/ �Frp �iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii O' 14, `9 ° 1 5 /,,,,-,;;-‘, 9,, M-3x4 M-3x4 ". eo it°X4/STE0 -s%= 4� < 1 1 y y . 1-00 11-06 1-00 SG AiL!'1�'' r �\C;( ''''',4 'r fl� � n/OA :9782PE V I/�r JOB NAME : PLAN 2523 ELEV A — El Scale: 0.5132 'Vr a;poe, IIIII WARNINGS: GENERAL NOTES, unless othenwsenoted v •REGON • 1 Builder and erector coniactor should be advised of all General Notes 1 This design s based only upon the parameters shown and is for an individual Truss: El and Warnings before construction commences building component Applicability of design parameters and proper 1 4//, () T. 2 2x4 compressor web braong must be installed where shown a Incorporation of component is the responsibility d to of the building designer 'T� ( -1/.y A` V ,� 3 Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottom chords to be laterally braced at �l J is the responsibility of the erector Adddonal permanent bracing of 2'o c and at 10'o c rsuch plywood unless braced throughout and/or dry length by \ DATE• 7/21/2 015 the overall structure is the responsibility of the building designer 3 2x lmn ct b dg:ng or lateral brac�otl uired here s own 0 0rywall(BC) Impact gingor greoulredwnereenowm �'AUL SEQ. : K 1314 9 0 0 4 No load should be applied to any component untl after all bracing and 4 Installation of truss Is the responsb lit f the respects.contractor fasteners are complete and at no titre should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment. TRANS ID• LINK design loads be applied to any component and are for"dry condNOn"o(use 5 CompuTrus has no control over and assumes so responsibility for the 6 Design assumes full bearing at all supports shown Shim or wedge if fzbncaton.handling,shipment w=ary EXPIRES: 12/31/2016 g, pmant and the limitations of components 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to the limitations set forth by B Plates shall be located on both faces of truss,and placed so their center TPIANFCA in SCSI,copies of which cell be furnished upon request lines coincide cam Joint center lines 9 Digits inchoate size of plate in inches MiTek USA,Inc./CompuTrus Software 7 6 7-SP2(1 L)-E 10 For been connector plate design values see ESR•1311,ESR-1986(MiTek) r • ' no t , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #105TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2-3=(-123) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 395V -53/ 159H 5.50" 0.63 KDDF ( 625) 5'- 7.7" -98/ 158V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 6'- 0.0" 0/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.107" 9 3'- 5.4" Allowed = 0.435" 5-08-08 MAX TC PANEL TL DEFL = -0.098" 9 3'- 3.1" Allowed = 0.652" 1' MAX HORIZ. LL DEFL = -0.001" 9 5'- 7.7" 3 -! MAX HORIZ. TL DEFL = -0.001" 9 5'- 7.7" Design conforms to main windforce-resisting 12 '6 system and components and cladding criteria. 9.00 V Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co kr 0 o pAUL RI,_ '-- F 6oV WASi1,, ?y►� 4► 1 'S'C' ( , C>, M-3x4 �r �_D 7,' ; i)_ 4 p ,p 51976, wo`,.. GJSTER� �' l y b S ( 1-00 6-00 P,Lt. 5 ` r�' r r'PROVIDE FULL BEARING;Jts:2,4,3 I � 4"6'(5' :9782PE r JOB NAME : PLAN 2523 ELEV A - SPJ1 Scale: 0.5373 WARNINGS: GENERAL NOTES, unless othenorse noted " REGON • 1 Builder and erecbon contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual 17^- > Truss: SPJ1 and Warmngs before construction commences building component Applicability of design parameters and proper "✓ n0 2 2x4 compression web bracing must be installed where shown t incorporation of component is the responsbilRy of the building designer �� (/1 ' G•V �A 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et 'l 1:J is the responsibility f the erector Atltlihonal t brag f 2'o c and at 10'o c respectively unless braced throughout their length by \ pone tyo permanent bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) DATE: 7/21/2015 the overall structure is the responsibility of the building designer 3 24 Impact bridging or lateral bracing required where shown++ /7, ,\,..1 UL SEQ. : K1 3 14 9 01 4 No load should be applied to any component until after all bracing and 4 Installabon of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design a mes trusses 'n re to be used in a nonorrosve environment, TRANS ID: LINK design loads be applied to any component and are for cond tionaot use 5 CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown Shim or wedge if EXPIRES: 12/31/2016 fabncabon,handling, orry g,shipment and installation of components 7 Design assumes adequate drainage is provided July 21,2015 8 This desgn is furnished subject to the bmi4bons set forth by 8 Plates shall be looted on both faces of truss,and placed so their center TPI/W1CA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines 9 Digits indicate size of plate in inches MiTek USA,Inc./COmpuTrus Software 7 6 7-SP2(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(Mi fek) Symbols Numbering System Ilk General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 s " Center plate on joint unless x,y offsets are indicated. I I 6-4-8 dimensions(D shown rawings noti n ft in scale)sixteenths Failure Damage or to Follow Personal Could Inj Cause ury Property to r� Dimensions are in ft-in-sixteenths. 11;bi . Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1/16" wide truss spacing,individual lateral braces themselves MIZIAll 4 may require bracing,or alternative Tor I 6 p bracing should be considered. ORRIN* O O= 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Or 4. Provide copies of this truss design to the building C7-8 C6-7 C5-b For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'rid' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311, ESR 1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published specified. �/ by text in the bracing section of the by AWC in the 2005/2012 NDS 13.Top chords must be sheathed or purlins provided at Y 9 SP represents ALSO approved/new values P P P output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. NEMMENr reaction section indicates joint 11111111 MI number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®® A _ It 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: -3:-- — 19.Review all portions of this design(front,back,words ANSI/TPII: National Design Specification for Metal — p Plate Connected Wood Truss Construction. and pictures)before use.Revi ewing pictures alone DSB-89: Design Standard for Bracing. " is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice foHandling, MiTek a ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013