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Plans (76) NI1111 CO ita liiTek ax , MST2019-00036 114214 SW GOLD COAST TER MiTek USA, InC. MST2019-00037 114208 SW GOLD COAST TER 250 Klug Circle MST2019-00038 114204 SW GOLD COAST TER Corona, CA 92880 MST2019-00039 114200 SW GOLD COAST TER 951-245-9525 MST2019-00040 114194 SW GOLD COAST TER Re: RT AREA 4 AMERICAN 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: K5257640 thru K5257680 My license renewal date for the state of Oregon is December 31,2019. .stQ,ED PROFe �NGINFF� (.314.1 `t- 89200PE LOREGONIIx "/ 'O 9 _ 14, 2N4 ERRIL\- October 10,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-7=(0) 0 5-7=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. L( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS SIZE 5Q.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 =S+8 ( 0) M-1.504 or equal at non-structural 6'- 10.5" 0/ OV 0.00" 0.00 -.S+@ ( 0) vertical members (uon). LL = 25 PSF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 -,S+@ ( 0) 20'- 8.0" 0/ OV 0.00" 0.00 -8+8 ( 0) Unbalanced live loads have been 'LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. `COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.344" 11-02-12 9-05-04 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.450" T f < MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.011" 20-08 MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.681" 12 I MAX TL DEFL = 2 Allowed I SEASONED LUMBER INDRY SERVICE CONDITIONS 12 I I M-4x4 Q 6.00 6.00 D 2 ',/10000••••• ••1114%1414144Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,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. NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. M O I M c, !h jfiiui ,,,, ,,,,,,,,,,,,, ,,,,, ii p 1 ,a 7 I r` N o GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5x3 ,,,,,,,,,,,,,,,,,,,,,,, /,/,,,/,,,,,,,,(1 -�,, 4 _6 OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. * * )' 6-08-12 13-11-04 * * l' y 1-06 6-10-08 13-09 OB y SOD PR OFF y 13-07-08 S 7-00-08 o 02 ). 0� t�GINEF s/0 y 1-06 y 20-08 �:9200PE 2S JOB NAME : RT AREA 4 AMERICAN - Al , .` • Scale: 0.2842 WARNINGS: GENERALNOTES, unlessothennsenoted: O OREGON �(/- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ix Truss• Al and Warnings before construction co menses. building component Applicability of design parameters and proper corporation of component is the responsibility of the building designer. G/O a9� 14 20\ 1 2.2x4 compression web bracing must installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ! 6 (�1 3.Additional temporary bracing to insure ambilhy during construction 2'0.0.and at 10'o.c.respectively unless braced throughout their length by ., `f Qj _ a the responsibility of the erector. onal permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or dryvrall(BC). �`R R I L� ' DATE: 10/10/2018 the overall structure is the responsibil' of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE • K5 2 5 7 6 4 0 4.No load should be applied to any corn nent until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are assume full Bari of use. EXPIRES: 12-31-2019 TRANS ID: LINK Comp loads be no control any ver and a enmesn 6.nesis assumes full bearing at all supportsshown.Shim or wedge if 5.CompuTrus has no control over and e o responsibility for the necessary. .I .I p ,.fabriation,handling,shipment and inptallation of components. 7.Design assumes adequate drainage is provided. October IO,2�I V 6.This design is furnished subject to thel limitations set forth by 8.Plates shall be located on both faces of buss,and plead so their center TPIANTCA in BCSI,copies of Winch w.FI be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" • TC: 2x4 KDDF #1&BTR IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LOAD DURATION INCREASE = 1.15 1- 2=( -3) 97 8- 9=(-117) 147 8- 2=(-1113) 276 4-13=(-500) 179 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1006) 176 9-11=( -3) 17 2- 9=( -130) 882 13- 5=(-117) 575 WEBS: 2x4 KDDF STAND 3- 4=(-1403) 299 11-12=( O) 0 9- 3=) -598) 183 13- 6=(-279) 123 LOADING 4- 5=(-1001) 244 10-13=(-237) 1217 9-10=( -196) 916 6-14=(-131) 138 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1008) 262 13-14=(-183) 1036 3-10=( -79) 426 14- 7=(-153) 987 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1207) 237 14-15=( -27) 66 11-10=( 0) 52 7-15=(-890) 211 OVERHANGS: 18.0" 0.0" TOTAL LOAD = 95.0 PSF 10- 4=( -5) 218 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 1192V -140/ 193H 5.50" 1.83 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -145/ 930V 0/ OH 5.50" 1.49 KDDF ( 625) M-3x4 where shown; Jts:2-4,6-7,19 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. , I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" 11-02-12 9-05-04 MAX LL DEFL = 0.036" @ 6'- 8.8" Allowed = 0.987" f ,r 'r MAX TL DEFL = -0.060" @ 6'- 8.8" Allowed = 1.317" 3-07A 3-03-08 4-04-04 4-05 / 5-00-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.017" @ 20'- 6.3" 6.00 D M-4x9 12 6 00 MAX HORIZ. TL DEFL = 0.028" @ 20'- 6.3" 4.0" 5 Design conforms to main windforce-resisting 01114444system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, q End vertical(s) are exposed to wind, • Truss designed for wind loads Jp • 91 in the plane of the truss only. 3 O I 10 N 18 14 ._,I o 1 M` _� M-3x8 M-1.5x3*r ,-1 / 11 O 8•.. � c 9 M-1.5x3 M-3x8 M-VX� M-1.5x3 y y y y y y 3-05-04 3-03-08 4-06 4-08-08 4-08-12 )' ). y l 1-06 6-10-08 13-09-08 y y e�tD PR OFFS ly 7-00-08 0-02 13-07-08 y s 20-08 y �5 GI NZ /q2 Q� JOB NAME : RT AREA 4 AMERICAN - A2 / 92 OP 9 Scale: 0.2575 v WARNINGS: GENERAL NOTES, unless athervfse noted: Q Truss A2 Budder and ereMbncontra ter should beadvised stallGeneral Notes This design is based only upon heparemetersshown and is or es indidual 4/OREGON and Warnings before construction commences building component Applicability of design parameters and proper 7G 2.2z4 compression web bracing must be installed where shown+. incorporation of component the responsibility of me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom se to be laterally braced et <O q y 14 V\ P+Ix '� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 10/10/2018 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f the overall structure is the responsibility of the building designer. 3.2z Impact bddging or labral bracing required where shown++ SEQ.: K5 2 5 7 6 41 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. FR R I I•� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied b any component and are for"dry condition"of use. 5.CompuTros has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. y. .f .f 6.This design isfumished subject to the limitations set forth by T.Designassumesbee located an drainage face ispross,an October IO,2O I8 B.Plesc snail ith join on both faces of Lusa,and placed so their center TPINYrCA in BCSI,copies of which vnll be famished upon request lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I�I This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 20'- 5.0" INC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=( -930) 176 7- 8=(-106) 139 7- 1=(-892) 194 13- 5=(-315) 122 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1272) 263 B-10=( -99) 215 1- 8=(-141) 842 5-17=( -96) 139 3- 9=( -958) 239 10-11=) -42) 203 8- 2-(-533) 158 17- 6=(-150) 978 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -965) 256 9-12=(-164) 898 8- 9=(-135) 634 6-18=(-883) 208 TC LATERAL SUPPORT <= 12"OC. UON. IL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE' 5- 6=(-1196) 233 12-13=(-189) 1000 2- 9=( -54) 334 DL ON BOTTOM CHORD = 10.0 PSF 11-14=( -17) 101O) 117 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 13-15=(-162) 923 9- 3=1 0) 169 14-16-1 0) 0 3-13=(-404) 147 Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) 15-17=(-180) 1024 11-12=( 0) 108 17-18=1 -27) 66 13- 4=(-112) 537 considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-15=( 0) 86 ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -143/ 919V -138/ 130H 5.50" 1.97 KDDF ( 625) 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) 10-11-12 9-05-04 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. fVERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 5-00-04 3-04 3-03-08 4704-04 4-05 MAX LL DEFL = 0.034" @ 12'- 8.2" Allowed = 0.975" 1' ' ' ' '( MAX TL DEFL = -0.064" @ 12'- 8.2" Allowed - 1.300" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 HM-4x4 Q 6.oo 6.00 MAX HORIZ. LL DEFL = -0.019" @ 20'- 3.3" 4.0" MAX HORIZ. TL DEFL = 0.024" @ 20'- 3.3" 4 ,(--,( I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 3 M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 4.1„ Truss designed for wind loads in the plane of the truss only. M-3x4 2 M 3x4 6 in M-3x4 4 M se 1 o 17 9 M-4x8 1 M-4x6 M-1.5x3 * le CO fl 1 I N OI N. ) l i 111 � � 7** 8 M-S 1166MM- x6 Milo ' M-1.5x3 M-3x8 M-3x6 M-3x6 M-3x6 * * * * * * * * 3-02-04 3-03-08 2-0 1-11 1-08-08 3-00 4-08-12 6-07-08 y 13-09-08 )' .��,90 PR()pet., J, 7-05 13 00 6 04-OB ), 0G11\1 ? //Aa y 20-05 ' " :9200PE r" JOB NAME : RT AREA 4 AMERICAN - A3 �'' Scale: 0.2642 1 4411.1. • ,'• WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON �(/� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual A_ Truss: A3 and Warnings before construction co mpnces. building component Applicability of design parameters and properinco `j/Oo`I _,•••A ring ation of component is Na responsibility a the building designer. Is� 2 2x4 compression web bracing must••installed where shown+. 2 Design assumes the top and bottom chords to be laterally braced at A 3.Additional temporary bracing to insure stability during construction 2'o.c.and et 1 ry o.c.respectively unless braced throughout their length by n. 4 ys`_ is the responsibility of the erector.'•-itional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .�I'[: RIO- V DATE: 10/10/2018 the overall structure is the responsibili of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (� 1{•L, SE K5 2 5 7 6 4 2 4.No load should be applied to any con••nent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment and are for"dry condition'of use. EXPIRES: 12-31-2019 TRANS ID: LINK design loads be appliedto any com••enteane 6.Design assumes n,nbearing atall supports shown.Shim orwedge if • 5.CompuTnrs has no control over and. m responsibility for the necessary. ll,,�� ,t fabriation,handling,shipment and in.=lation of components. 7.Design assumes adequate drainage is provided. OCyLOUEC IO,ZO.lI� 6.This design is furnished subject to th.limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center • TPIANTCA in BCSI,copies of which 11 be famished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus So -re 7.6.8(11}5 10.For basic connector plate design values see ESR-1311,ESR-1988(M7ak) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1085) 208 6- 7=(-146) 149 6- 1=(-879) 205 8- 9=(-156) 106 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -899) 290 7- 8=(-209) 920 1- 7=(-136) 903 9- 9=(-269) 159 WEBS: 2x9 KDDF STAND 3- 9=) -829) 237 8- 9=(-157) 751 7- 2=(-135) 162 9- 5=(-134) 798 LOADING 4- 5=) -881) 188 9-10=( -32) 47 2- 8=(-333) 138 5-10=(-879) 208 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 3=( -93) 398 TOTAL LOAD = 95.0 POF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:1-2,9-5,7,9 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -193/ 919V -151/ 168H 5.50" 1.97 KDDF ( 625) ** For hanger specs. - See approved plans 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.023" 9 5'- 7.7" Allowed - 0.975" MAX TL DEFL = -0.038" 9 5'- 7.7" Allowed = 1.300" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" 9 20'- 3.2" MAX HORIZ. TL DEFL = 0.012" 9 20'- 3.2" 10-11-12 9-05-04 Design conforms to main windforce-resisting 5-08-08 5-03-04 4-06 4-11-04 fsystem and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, riimitimi 6.00 p IIM-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 4'011 End vertical(s) are exposed to wind, Truss designed for wind loads ll 64 in the plane of the truss only. 9 2JiIi] I 1fi IL M-1.5x3 0.25" to M-1.5x3 M-5x8(S) y 5-05 y 5-06-12 y 4-09-08 y 4-07-12 y ���E1J PR Op? y 20 05 y <5 0G1NEtc9 /C)2 JOB NAME : RT AREA 4 AMERICAN - A4 924 -'` �� Scale: 0.2859 - WARNINGS: GENERAL NOTES, unless otherwise noted: ' Truss: A4 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 ,OREGON L(/ and Wemings beton,construction commences. building component.Applicability of design parameters and proper -�� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabigty during construction 2.Design assumes the top and bottom chords to be laterally braced at /O 1' ^O♦ ��� DATE• is me responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by r 14 .G 10/10/2 018 he overall structure is the responsibility of the building designer. continuous sheathing auch as bracing rd aired where and/or drywall(BC). 3.2x Impact bridging or lateral required where shown++ � 'R R 1 L�- SEQ. : 1<525 7 6 4 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for d y condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment end installation of components. necessary. ♦ r., .I ,r p 6.This design is furnished subject to the limitations set forth by 7.Designlsshallumeocaed onate othifage ioBass.an October IO,2�IfJ 8.Plates shall be located both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #160TH LOAD DURATION INCREASE = 1.15 1- 2=(-160) 161 9-10=(-236) 317 9- 1=(-878) 320 7-13=(-290) 155 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-128) 6B5 1-10=(-307) 826 13- 8=(-141) 795 WEBS: 2x4 KDDF STAND 2- 4=(-157) 160 11-12=(-128) 685 10- 2=(-139) 186 8-14=(-881) 213 LOADING 4- 6=(-691) 243 12-13=(-163) 741 10- 4=(-867) 286 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25J0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 13-14=) -32) 4B 11- 4=) 0) 261 I BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-845) 247 4-12=( -64) 118 TOTAL LOAD = 45.0 PSF 7- 8=(-865) 178 6-12=( 0) 143 12- 7=( -92) 100 NOTE: 2x4 BRACING AT 24"OC DON. FOR i LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 2015. 0'- 0.0" -143/ 919V -241/ 148H 5.50" 1.47 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.032" @ 1'- 3.4" Allowed = 0.975" MAX TL DEFL = -0.049" @ 11'- 0.6" Allowed = 1.300" 0�' -05-5 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-05 11 9 09-10 9-06 11 f f f f MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" 0-05-12 4-08-05 4-08-05 0-05-12 4-04-11 4-08-03 MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 1 � 212 Design conforms to main windforce-resisting 6.00 ' 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, M-4x6 6 End vertical(s) are exposed to wind, 3 M-3X8 Truss designed for wind loads M-3X4 2 4 ,'. 1 `C in the plane of the truss only. �IIiIti4 o 111,1111 x4 . -3x o o 11 Ln 0 I cH rj 14II -/ f V�9 10 M-1.5x3 M-3x8 0.25 M-3x8 M-3x4 M-1.5x3 M-5x6(S) y y �� �°D PROFF s 0-10-03 5-03-13 y 5-03-13 4-06-07 4-04-11 y y �` NGINE�Ci QO2 20-05 •92��- 9r JOB NAME : RT AREA 4 AMERIC N - B1 400PjJ • Scale: 0.2658 WARNINGS: GENERAL NOTES, unlessothervnse noted: O 1.Builder and erection contractor should advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON �W Truss• BI and Warnings before construction cm races. building component Applicability of design parameters and proper '(A/J A • 2.2x4 compression web bracing must be nulled where shown+, corporation of component is the responsibility of site building designer. LSO •iQ 1' ^O` 3.Additional temporary bracing m insure Lability during construction 2.Design assumes the top and bottom chords to be laterally braced at r -` ^V. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Add"oral permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweti(BC). V DATE' 10/10/2018 the overall structure is the responsibili of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ill R R 10- SD' K5 2 5 7 6 4 4 4.No load should be applied to any con rent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4•• fasteners are complete and at no time hould any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any compo ant and are for"dry condition"of use. d • TRANS ID: LINK 7 B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and aesumes no responsibility for the necessary. II,,,� .I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October IOo2O.Il� B.This design is furnished subject to the(imitations set forth by H.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which will he famished upon request lines coincide with joint center lines. ,. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1885(MiTek) This design prepared from computer input by .. Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-161) 173 9-10=(-236) 299 9- 1=(-878) 353 7-13=(-290) 156 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-219) 678 1-10=(-339) 822 13- 8=(-203) 795 WEBS: 2x4 KDDF STAND 2- 9=(-159) 171 11-12=(-219) 678 10- 2=(-139) 155 8-14-(-881) 272 LOADING 9- 6=(-691) 322 12-13=(-221) 791 10- 4=(-871) 371 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=) 0) 0 13-19=( -39) 99 11- 9=) 0) 261 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-845) 335 4-12=) -56) 112 TOTAL LOAD = 95.0 PSF 7- 8=(-865) 292 6-12=) 0) 193 12- 7=) -78) 59 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -208/ 919V -292/ 148H 5.50" 1.47 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.036" @ 11'- 0.6" Allowed = 0.975" 4-01-11 4-00-10 12-02-11 MAX TL DEFL = -0.049" @ 11'- 0.6" Allowed = 1.300" T f ' 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-11-15 3-01-12 2-00-05 2-00-05 3-01-12 4-04-11 4-08-03 T T f T , , .. 4 MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 12 12 6.00 ' :16.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 5 Wind: 140 mph, h=23.3ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 load duration factor=l.6, M-3x9 2 M-3x8 End vertical(s) are exposed to wind, �p r� Truss designed for wind loads /- 1 O in the plane of the truss only. 1. 1r1 M-3x4 o';0o M-3x4 1 tiI0Nf- EL4L1AL14 M-1.5x3 M-3x8 . 5 M-3x8 M-3x4 M-1.5x3 M-5x6(5) 0-10-3 5-03-13 y 5-03-13 y 4-06-07 y 4-09-11 y o<C, PROFnFss J' 20-05 y �� v`_G,NE�,T /O"0 Q :9200PE �' JOB NAME : RT AREA 4 AMERICAN - B2 Scale: 0.2658 d. - /I/ ;,.....--.e-------.. WARNINGS: GENERAL NOTES, unless athervnse noted: Q M 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 �G di OREGON co Truss: B2 and Warnings before construction commences. building component Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �f 2-°\ O♦ 4, 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et <O _7 y 14 is Me responsibility of Me erector.Additional permanent bracing of 2'cc and at 10'cc.respectively unless braced throughout their length by DATE: 10/10/2018 he overollsWcure is Me responsibility the building del continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). sponsi ity o ng gner. 3. Impact bridging or lateral bracing required where shown++ n R SK5 2 5 7 6 4 5 4.No load should be applied toIn any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ` ILA- SEQ.: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied m any component and are or"dry condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes ftdlbearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necefabrication,handing, hi spry. /�+ .l p g,e shipment limitations components. 7.Designassumesmeocaed on drainagetis provided. and 1�r2�10 B.This design is furnished subject to the limitetons set tont by B.Plates shall be located on both faces of buss,and placed so their center TPVWICA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncfCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-561) 215 5-6=(-237) 307 5-1=(-869) 271 3-7=(-101) 198 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-604) 240 6-7=(-155) 802 1-6=(-151) 609 7-4=(-129) 810 WEBS: 2x9 KDDF STAND 3-4=(-975) 203 7-8=( -33) 97 6-2=( -33) 179 9-8=(-861) 218 LOADING 6-3=(-531) 203 TC LATERAL SUPPORT <= 12"00. UON. LL( 2510)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 1 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -193/ 919V -292/ 197H 5.50" 1.97 KDDF. ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.97 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE L AD AT LOCATION(S) SPECIFIED BY IBC 2015. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. THE BO TOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL = -0.037" @ 13'- 1.7" Allowed = 1.300" MAX TC PANEL LL DEFL = 0.038" @ 3'- 2.3" Allowed = 0.417" A 6-02 14-03 SEASONED LUMBER IN DRY SERVICE CONDITIONS 'I' - 1' MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.3" 6-02 6-10-14 7-04-02 MAX HORIZ. TL DEFL = 0.008" @ 20'- 3.3" I f ' 12 I 12 Design conforms to main windforce-resisting 6.00 M-4x4 -' :16.00 • system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 ,f'-'( Enclosed, Cat.2, Ex B, MWFRS(Dix), (All Heights), Exp. B, load duration factor=1.6, I End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 1 M-3x4 �r 0 1 :-3x4 0 1 ,n ,n0 1 N 6N� I s J -/ IV G f 5** 6 6 M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(S) y y b * �0° P R Opk. 6-02 7-02-06 7-00-10 y y �� �NGtNEF9 X029 20-05 =9200 r' JOB NAME : RT AREA 4 AMERICAN - B3 Scale: 0.2658 -am.-- �� m WARNINGS: GENERAL NOTES, unless otherwise noted: 0 4r 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 OREGON to 1. Truss: B3 and Warnings before const ruction commences. building component Applicability of design paramL eters and proper � 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. AAA ^ ♦ l 3.Additional temporary bracing to insure a9dlily during construction 2.Design assumes the top and bottom chords to be laterally braced at SO � 1 A •JVO is the responsibility of the erector.AddN)nal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Y Qs continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R I L\. FJ DATE: 10/10/2018 me overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K5 2 5 7 6 4 6 4.No load should be applied t any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • 1 fasteners are complete and Cr no time should any loads greater than 5.Design assumes trusses are t be used in a noncorrosive environment, design loads be applied t any compongnt and are for"dry condition. use. TRANS ID• LINK S.Com Trus be no control overanpo bit" or the R Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu same no responsibility ssary. fabrication,handling.shipment and mstallationofcomponents. 7.Design assumes adequate drainage is provided. October 10,2018 6.This design is furnished subject to the limibtions set fort by 8.Plates shall be boated on both faces of truss,and placed so their center • TPIANTCA in 8151,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 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-10-(-437) 2546 3-10=(-304) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2993) 538 10-11=(-393) 2130 10- 4=( -6) 517 3- 4=(-2661) 926 11-12=(-393) 2100 9-11=(-766) 224 LOADING 4- 5=(-1884) 403 12- 8=(-937) 2506 11- 5-(-200) 1241 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1889) 403 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 16- 2=(-7-6) 518 6- 7=(-2661) 426 6-12=( -6) 518 TOTAL LOAD = 45.0 PSF 7- 8=(-2943) 538 12- 7=(-309) 185 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 80 LL - 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORS BRI REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 0'- 0.0" -259/ 1845V -206/ 206H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -259/ 1895V 0/ OH 5.50" 2.95 KDDF ( 625) ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL - -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.197" @ 18'- 6.0" Allowed = 1.804" MAX TL DEFL - -0.246" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed - 0.150" MAX TL DEFL = -0.019" @ 38'- 6.0" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX BORIS. LL DEFL = -0.064" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.106" @ 36'- 6.5" 18-06 18-06 •i 1' Design conforms to main windforce-resisting 6-05-15 6-00 6-00 6-00 system and components and cladding criteria. 6-00 6-05-15 12 T f f T T f Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 Q 6.00 load duration factor=1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 4S( M-5x6(5) ! M-5x6(5) 3.1144," 0.25" 0.25" 4 6 M-1.5x3 +5 /\ M-1.5x3 O I .f- r JL 1 2 10 � ' . :rn o M-3x6 M-3x9 1ai.25" 12 8 0 M 3x4 M 3x6 0 ,4/ 4 ckv PRope,,,M-5x8(S) .6 y , . '� J' y 9-05-15 9-00-01 9-00-01 9-05-15 y y ;o S° N49 ‘ k,° * 1-06 37-00 1-06 89200PE r JOB NAME : RT AREA 4 AMERICAN - B4ielliP.01 Scale: 0.1607 WARNINGS: GENERAL NOTES, unless otherwise noted: O 1Truss: B4 Builder and erection con acmrshouldbeadvisedofallGeneralNotes This design is based only upon the parematareshown and afor anindividual -y ,�OREtr GON 1, ./ 2.and Warnings before construction commences. building component Applicability of design parameters end proper f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �j 1. 3.Additional temporary bracing to insure stability during construction 2.Design at 10 the tap end ballon chords to beroughlaterally braced at /O M�, ,14 20 4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -(� DATE: 10/10/2018 the overall strumae is the responsibility of the building designer. continuous sheathing such as plywood sheet whereC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required shown++ ri'R I a- S E Q. : K5257647 - 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are tor dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fullbearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 4 .I p ed. S.This design efumishedsubject tothe limitations set forth by 7.Designassumesescaedoneothfageioproes,an October 10,2018 8.Plesc shall ee ith join on both faces of wss,and placed co their center TPIAMCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. L)-E 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.6(1 to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -164) 103 1-11=(-513) 2620 1- 2=(-3044) 517 5-17-( -653) 222 BC: 2x4 KDDF #1&BTR • SPACED 24.0" O.C. 2- 3=(-3115) 589 11-12=(-516) 2816 11- 2=( 0) 176 17- 6=( -309) 1287 3- 4=(-2854) 588 12-14=(-493) 2901 2-12=( 0) 144 17- 7=( -670) 243 WEBS: 2x9 KDDF STAND; li 2x6 KDDF #2 A LONDIOG 9- 5=(-2893) 655 13-15=( 0) 0 12- 3=( 0) 110 7-18=( -108) 642 IjL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1764) 476 15-16=( -6) 39 3-19=( -654) 156 8-16=( -616) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1787) 460 16-17=(-2B3) 1801 4-14=( -172) 121 18- 9=( 0) 540 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 7- 8=(-2538) 557 17-16=(-315) 1891 15-14=( 0) 54 9-19=(-2296) 447 I 8- 9=(-2384) 453 18-19=(-361) 1789 14-16=( -296) 1902 19-10=( -120) 68 LL = 25 PSF Ground Snow (Pg) 9-10=( -40) 71 14- 5=( -309) 1652 16- 5-( -693) 153 ++ For hanger specs. - See approved plans IVElik,TTOM CHORD CHECKED FOR A 20 FIE LIMITED 20ORAGE DIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 1HE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • 0'- 0.0" -254/ 1631V -154/ 1918 5.50" 2.61 KDDF ( 625) 1 36'- 1.0" -251/ 1616V 0/ OH 5.50" 2.59 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.167" @ 11'- 4.2" Allowed = 1.758" MAX TL DEFL - -0.279" @ 11'- 4.2" Allowed = 2.344" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.065" @ 35'- 9.5" MAX HORIZ. TL DEFL = 0.108" @ 35'- 9.5" 8-11 9-01-08 9-01-08 8-11 ,r f f T Design conforms to main windforce-resisting 4-05-08 4-05-08 2-06 3-01 3-06-08 4-07-10 4-05-14 4-05-08 4-05-08 system and components and cladding criteria. T T T T T T T T T T 12 12 12 12 Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4x6d 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00 D 6.00 ''' :16.00 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 6 .1',( Truss designed for wind loads in the plane of the truss only. M-7x8 d 3.1" M-3x4 M-1.5x3 4 M-5x6 M-5x6 3 +II 0 M-3x12 •+ ZS15x3 + D : I A $ - -, o o ti 1a 11 121 / 14 w I M-7x10 M-3x4 N �04 o /_ 1 P 9 M-1.5x3 �x8 16 M-3x8 17 M 3x8 0.25" M-3x8 M-1.5x3 M-5x8(S) 4-05-08 4-02 2-0104)2 211-04 3-08-04 9-03-04 8-09-04 y ED PROFF y y 25-03-12 ,;k:;" ss to 09-04 y 5 NGINEF SOA_ y 11-03-04 0-06 24-09-12 y �� ,9 36-01 '� :9200PE 1 JOB NAME : RT AREA 4 AMERIC N - B5L - •' �� 7 • • Scale: 0.1507 WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON �S,/� 1.Builder and erection contractor should advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B5 and Warnings before construction tom antes. building component Applicability of design parameters and proper �t � 2.2z4 cora web t he nstelled where shown+, incorporation of component is the responsibility of the building designer. L�� IY� `4 .0:i,"..\`` pression we lire mus 2.Design assumes the top and bottom chords to be laterally braced at (i (� 3.Additional temporary bracing to insure bility during construction 2'o.c.and et 10'o.c.respectively unless braced throughout their length by /�, 1 Q`_ is the responsibility of the erector.Add'onal permanent bracing of continuous sheathing such es plywood sheathing(TC)andlor drywell(BC). �`R RIO- SEQ. : I s�� `r DATE: 10/10/2 018 the overall sructure is the responsmai of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SE K5 2 5 7 6 4 8 4.No load should be applied to any cora hent until after all bracing and 4.Installation of truss s the responsibility of the respective contractor. 4• • fasteners are complete and at no time hould any loads greater than 5.Design assumes trusses areto be design loads be applied to any component and arefor"dry condition.. use. EXPIRES: 12-31-2019 TRANS I D LINK 5.CompuTrus has no control over and e95umes no responsibility forme 6.Design assumes full bearingng te used in a non-corresive environment, at all supports shown.Shim or wedge if neces fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. October 10,2010 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINJfCA in SCSI,copies of which sill be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncfCompuTrus SoftWare 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" COND. 2: Design checked for net 7 TC: 2x9 KDDF #1&BTR 9 (- psf) uplift at 29 "oc spacing. LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=15ft, Cat. L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, M-1.5x9 or equal at non-structural Truss designed for wind loads vertical members (won). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-3x6 where shown; Jts:2-3,7-8,11,13 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:beari design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 18-06 18-06 T f 6-07-11 6-00 5-10-04 5-10-04 6-00 6-07-11 4 T A 12 -1 f 'I T • 6.00 p IHM-4x4 12 Q 6.00 4.0" 5 ., , N_11 3 M-5x6(S) 1.1 M-5x6(5) 0.25" 0.25" 9 -FE _ r 0 2 I r r. 0 ' °5x3 " 120.25" 13 19 •A. o M-1.5x3 0 M-5x8(S) b y y ,. y . D PROF 6-05-15 5-10-04 6-01-12 6-01-12 5-10-04 6 v• NGiNFF `S�'/� 1-06 37-00 y !� 89200PE6 x JOB NAME : RT AREA 4 AMERICAN — BFW Scale: 0.2232 I _ - WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss• BFW1.Balder and erection cCContractor isedofallGeneralNotes 1.This design is based only upon theparameters shown and isfor anindi dual -y ,�OREGON 4./and Warnings before construction commences. building component Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop end bottom cholla to be laterally braced at /Q 4 y 14 23\ �� is the responsibility of the erector.Additional permanent bracing ofcon2'o.a and at 10'se.respectively as ply unless braced throughout their length by DATE: 10/10/2018 2slnrpousahaan,ingaa lateral neafhihar shown ra�yw,algec). f to Me overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracingrequired where shown++ V SE K5257649 4.No load should be appliedmanycom componenttof FRRIL�- 4, , ponan bracing and 4.Installation of truss is the to b responsibility of he on-oorrespective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are m be used in a noncorrosive environment, TRANS ID: LINK design loads be spied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.DB nes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry' a1T II,,�� .r ,i 8.This design is furnished subject m the limitations set forth by 7.Design assumes adequonate drainagetis truss, October IO,2o�� B.Plates shall be located e both faces of Wss,antl placed so their center TPINNTCA in WSJ,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E a.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1868(Wel() This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor-1.6, TOTAL LOAD = 45.0 PSF Truss designed for wind loads Unbalanced live loads have been considered for this design. LL — 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for �'. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-00 5-00 q T NOTE:DESIGN ASSUMES SHEATHING 12 TO ONE FACE. 12 ''. 1114-4x4 8.00 Q 8.00 2 i I I -z/ m CO0 o o N I o o 0 l 5 4 J" y y 2-00 y (c�co P ROP , 2-00 10—00 1/4,c �NG��EE9 /0%9 :9210P r JOB NAME : RT AREA 4 AMERICAN — Cl ..411P,......_ Scale: 0.4931 {/���� WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON �L/� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• Cl and Wemings before construction commences. building component Applicability of design parameters and proper • corporation of component is the responsibility of the building designer. Z." c;\:1Y I i nO� 2.2x4 compression web bracing must be Installed where shown+. 2(Design assumes the top and bottom chords to be laterally braced at II (i ^A 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by //�� � V _ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). �`R RIO- DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact badging or lateral bracing required where shown++ SE 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contracts. Q• K5 2 5 7 6 5 fasteners are complete and at no time should any bads greater man s.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and arefor"dry hal been`of atusa. EXPIRES: 12-31-2019 TRANS ID: LINK 6.neces assumes full bearing at all supportshown.Shim or wedge if S.CompuTrus has no control over and assumes no responsibilityter me eeasse .I .I p fabrication.handling,shipment and insHlletion of components. 7.Design assumes adequate drainage is provided. OCtOU@f IO,ZO 10 6.This design is furnished subject to the timhations set forth by B.Plates shall be located on both faces of truss,and placed m their center ' TPUWTCA in SCSI,copies of which wit be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1886(MiTek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 74 2- 9=(-1084) 1562 3- 9=( -452) 298 10- 6=(-526) 1028 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1444) 618 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-986) 315 WEBS: 2x4 KDDF STAND 3- 4=(-1035) 382 8-10=( -10) 16 9- 4=( -133) 623 LOADING 4- 5=( -851) 224 10-11=(-1969) 1991 9- 5=( -616) 556 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1031) 311 9-10=(-1208) 1646 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=( -458) 289 TOTAL LOAD = 45.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -286/ 1046V -2000/ 2000H 5.50" 1.67 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -294/ 1021V -2000/ 2000H 5.50" 1.63 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" 8-06-08 8-06-08 MAX LL DEFL = -0.025" @ 8'- 6.5" Allowed = 0.808" f ,r MAX TL DEFL = -0.038" @ 8'- 6.5" Allowed = 1.078" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-05-11 4-00-13 4-01-08 4-05 f 4 T 1 1 MAX HORIZ. LL DEFL = 0.033" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.039" @ 0'- 5.5" 8.00 ))M-4x4 ' 8.0c) 4.0" IC OND. 3: 2000.00 LBS SEISMIC LOAD. M-3Xg M-3x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.$x9 M-1.5x4 Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x6 M_3X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1. xM-3x4 End vertical(s) axe exposed to wind, M-3x6 3 Truss designed for wind loads 11114400.. � in the plane of the truss only. t�M-1.5x4 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top '',I chord. Insure tight fit at each end of let-in. M-3x6 M-3x4 permissiblers mattinletuboardhcare and are areas only. o a' ��! !p; iii , o - ' I M-3x4 I 9 ._ o r p� &I o 7 8 10 *11 M-1.5x3 M-4x8 M-3x4 M-5x8 .6 ; .6 .6 )' 7-07 0-11-08 4-03-04 4-03-04 b .L ) y 1-01-08 7-07 9-06 J‘ y y ' ''S: '.9 061 R OpF061 8-04-12 0-09-1 2 8-08 04 y 17-01 y �� �cNG1NEF9 /�2 89200PE 9 JOB NAME : RT AREA 4 AMERICAN - D1 Scale: 0.2572 Z-- - /�- • WARNINGS: GENERAL NOTES, unless otherwise noted: 4 'r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual y OREGON 4./ Truss:Truss: D 1and Warnings before construction commences. building component Applicability of design parameters and proper . 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. AN 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally brand at construction /6 q fr 14 20\ �� is the responsibiBly of the erector.Additional permanent bracing of 2'o.c end at 10'o.c.respectively unless braced throughout their length by �+ /� DATE: 10/10/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(7C)and/or drywall(BC). A�` y� 3.2z Impact bridging or lateral bracing where shown++ iv � V K5 2 5 7 6 51 4.No load should be applied In any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. R I 0- SEQ. : 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"tiny condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing, hicomponents. necessary. { {, .r .I p a shipment and installation of 7.Design assumes adequate drainage is provided. October IOr2010 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WVECA in SCSI,copies of which will be fumished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 74 2- 9=(-190) 729 3- 9-(-246) 196 10- 6=( -89) 595 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-981) 270 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-719) 176 WEBS: 2x4 KDDF STAND 3- 4=(-735) 204 8-10=( -1) 7 9- 4=(-133) 477 LOADING 4- 5=(-735) 224 10-11=( -24) 43 9- 5=(-158) 135 TC LATERAL SUPPORT <= 12"OC. UON. :L( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-776) 163 9-10=(-107) 615 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10-(-265) 160 TOTAL LOAD = 45.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -122/ 927V -138/ 175H 5.50" 1.48 KDDF ( 625) ** For hanger specs. - See approved plans IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -117/ 754V 0/ OH 5.50" 1.21 KDDF ( 625) EQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. :OTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed - 0.113" MAX TL DEFL - -0.004" @ -1'- 1.5" Allowed - 0.150" MAX LL DEFL = 0.018" @ 8'- 6.5" Allowed - 0.808" 8-06 08 8 06-OB MAX TL DEFL = -0.029" @ 8'- 6.5" Allowed - 1.078" .I' fSEASONED LUMBER IN DRY SERVICE CONDITIONS 4-05-11 4-00-13 4-01-08 4-05 f f y f fMAX HORIZ. LL DEFL = -0.009" @ 16'- 11.2" MAX HORIZ. TL DEFL = 0.015" @ 16'- 11.2" 12 'I 12 8.00 p 1114-4X4 Q B.00 Design conforms to main windforce-resisting 4.1" Design and components and cladding criteria. 4 ilii Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5X3 ,M-3x4 in the plane of the truss only. 3 ..M-3x4 r o rn 1 9�_ li N o I M-3x4 r - O • O 1M1e I I 4:1111 �ti ,-I 7 10 M-1 5x3 M-3x8 M-1.5x3 M-.x8 J, Jo ). J. 1- 7-07 0-1148 4-03-04 4-03-04 * J. y y 1-01-08 7-07 9-06 y y l J' ��� O PRopen. 1S y 8 04-12 0-09-12 8-08 09 y `r 0NGIN4. �O 17-01 2` :9200PE h� JOB NAME : RT AREA 4 AMERICAN - D2 ,P. .. Scale: 0.2572 WARNINGS: GENERAL NOTES, unlessothervnse noted: ^' CC 1 1.Builder and erection contractor should advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual O OREGON A. , • Truss: D2 and Warnings before construction corn ences. building component Applicability of design parameters and proper A N 2.204 compression web bracing must be i stalled where shown+, in o o and of component is the responsibility of the building designer. AAA 1,, ^ ` �� 3.Additional temporary bracing to insure bility during construction 2.Design assumes the top and bottom chortle to be laterally braced at G<0 •r 14 •`O is the res bili ofthe erector.Add" al M bracing of 2'o.c.and at 10.o.c.respectively unless braced throughout their length by -/ar''f Y ponsi tyn permanent continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NV DATE• 10/10/2018 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+0 R RIO- SEQ. : tIO- SEQ. : K 5 2 5 7 6 5 2 4.No load should be applied to any mm nent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time s and any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. design loads be applied to any comport nt and are for"dry condition"of use. TRANS ID• LINK 5.Csignloushasno applied contronycover da no responsibility or he 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. } I,� .8 I p fabrication,handling,shipment and i Ilation of components. 7.Design 4 1.gn assumes adequate drainage is provided. r 10,201 ` 6.This design is furnished subject to the li(nitetions set forth by B.Plates shall be located on both faces of truss.and placed so their center TPIW4TCA in SCSI.copies of which willIbs furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus SoitWate 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-08-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 74 2- 8=(-760) 5160 8- 3=( -294) 2052 12- 6=(-1316) 249 BC: 2x6 KDDF #1&BTR 2- 3=(-6472) 1026 8-11=(-759) 5116 3-11=(-1752) 328 6-13=(-2650) 449 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-4562) 782 9-10=( 0) 0 10-11=( -84) 596 13- 7-( -976) 6178 2x9 DF 2400F A; LL = 25 PSF Ground Snow (Pg) 9- 5=(-4542) 786 10-12-( -6) 42 11- 4-) -809) 9790 7-19=(-4262) 692 2x9 KDDF #1&BTR B; TC UNIF LL( 50.0)+DL( 20.0)= 70.0 OLE' 0'- 0.0" TO 19'- 1.0" V 5- 6=(-5448) 909 12-13=(-876) 5660 11- 5=(-1079) 256 2x9 KDDF STUD C; BC UNIF LL( 233.3)+DL( 206.7)= 440.0 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7-(-5279) 860 13-19=(-104) 658 11-12=( -688) 4698 2x8 KDDF #2 D 5-12=( -178) 982 • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL TC LATERAL SUPPORT <= 12"OC. UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -831/ 5097V -135/ 183H 5.50" 8.08 KDDF ( 625) OVERHANGS: 13.5" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -770/ 9828V 0/ OH 5.50" 7.72 KDDF ( 625) ( 2 ) complete trusses required. ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Attach 2 ply with 3"x.131 DIA GUN �,,--. nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL - -0.001" @ -1'- 1.5" Allowed = 0.113" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.150" �/�/ 9" on in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.068" @ 8'- 6.5" Allowed = 0.908" !/y\V/Y 9" oc in 2 row(s) throughout 2x8 webs. MAX TL DEFL = -0.123" @ 8'- 6.5" Allowed = 1.211" SEASONED LUMBER IN DRY SERVICE CONDITIONS 8-06-08 7-04-10 3-01-14 A ,/ l MAX HORIZ. LL DEFL = 0.024" @ 18'- 9.2" '1 1 'I MAX HORIZ. TL DEFL = 0.093" @ 18'- 9.2" 4-08-01 3-10-07 3-03-12 4-00-14 3-01-14 T T T T T f 12 Design conforms to main windforce-resisting 12 M-4x6 system and components and cladding criteria. 8.00 Q800 4,0" Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 ..{-".7( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \ load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 .41111 M-3x6 �`t M-5x6 M-5x8 M-5x12 7 imlisai r of !01 0 c N 11 - cam � I i 1er o 41110-316o O '11.1111 ®- ' N ,_, 9 11 12 13 '•14 -/ M-1.5x3 M-7x10 M-4x8 M-7x8 M-1.5x4 .6 .1 l ,6 .6 .6 y 4-06-05 3-00-11 0-11-08 3-05-08 4-02-10 2-10-06 .6 .6 .6 b 1-01-08 7-07 l y 11-06 y EO r ROF 8-04-12 0-09-12 10-08-04 '`CO C� 541 19-01 �� :9200PE 1 JOB NAME : RT AREA 4 AMERICAN - D3 I�/ : Scale: 0.2205 OAP WARNINGS: GENERAL NOTES, unless otherwise noted: 4 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 -yG 4"OREGONti, t(/ Truss: D3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �f V\ ��� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '7 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by O t DATE: 10/10/2018continuous sheathing such asplywood required where and/or drywrall(BC). 4,1 Me overall should be a is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ FR R I L�- SEQ. : K5 2 5 7 6 5 3 4.No load be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are or"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes fullbearing at all supportsshown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.DDewssa esign assumes adequate drainage is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/TCA in SCSI,copies of which vdD be furnished upon request lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(114-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-87) 61 1-4=(-36) 38 2-4=(-136) 117 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-11) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -75/ 553V -27/ 68H 5.50" 0.89 KDDF ( 625) 4'- 0.0" -78/ 511V 0/ OH 5.50" 0.B2 KDDF ( 625) ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) 'DDL: BC CONC LL+DL= 704.0 LBS @ 2'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed - 0.202" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL - -0.023" @ 1'- 11.5" Allowed = 0.181" SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-03-12 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5X3 3 -, in the plane of the truss only. 2� t- 0 0 I N /` 1 Q M-3x4 M-311c6 y +704# y y , 3-08-04 I 0-03-12 4-00 4PROFF 74IN4\ � GE� Y 89200PE1 JOB NAME : RT AREA 4 AMERIC A.N - DGIRD 4�iti. .,. --ti. Scale: 0.5657 _- WARNINGS: GENERAL NOTES, unless otherwise noted: CC 1.Builder and erection contractor should advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual G OREGON t �4/ Truss: DGIRD and Warnings before concoction cam noes. building component Applicability of design parameters end proper pression con g mu corporation of component is the responsibility of the building designer. 2.2x4 corn b bracing st be Maned where shown+, �^ /O 11 1 20 3.Additional temporary bracing to insure bllity during construction 2.Design assumes the top and bottom chords to be laterally braced at - isthe responsibility f the erector.Additi el t bracing f 2'o.c and at 10'o.c.respectively unless braced throughout their length by ponsi dy o n permanen g^ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 11, DATE: 10/10/2018 the overall structure is the responsibility f the building designer. 3.2x Impact bridging or lateral bracing required where shown++ FR R 10- SEQ. : LSEQ. : K5 2 5 7 6 5 4 4.No load should be applied to any com ant until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no times ould any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition'.of use. design loads be applied to any comport nt TRANS ID: LINK 5.CompuTrushas nocontrol oerand a moaners bili torthe 6.Designnassumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 sport ty necessary. p fabrication,handling,shipment and in Raton of components. 7.Design assumes adequate drainage is provided. October 10,20.I 1$ 6.This design is furnished subject to the li dations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/wfCA in BCSI,copies of which win,e furnished upon request lines coincide with joint center lines. H.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Softv+are 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2X9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, LETINS: 1-09-04 1-09-04 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 Note:Truss design requires continuous M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. bearing wall for entire span UON. vertical members (uon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. considered for this design. 5-07-04 5-07-04 T T T 1-05-08 4-01-12 5-07-04 T T T 12 12 8.00 -4x4 Q 8.00 4 > 4x4lIllliIIM4x4+ IIIIIIIIIIIIII A- M-5x6 J. J' y 9-09 1-05-08 y y y y �p�:� PRQ,t 1-01-0e 11-02-08 1-01-08 �NGINEFR /0 �� �,..-...89200PE I JOB NAME : RT AREA 4 AMERICAN - E1 Scale: 0.9529 -amm .• --' WARNINGS: GENERAL NOTES, unless otherviise noted: IP (Cr.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �r Warnings before construction commences. building component Applicability of design parameters and proper -p4 4"ORE N 4/ 2. Truss: E l and 2.2x4 compression web bracing must be installed where shown+. incoryoretion of component is the responsibility of me building designer. �f" 1 2-°\� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 -7 is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 10/10 2018 me overall structure is the responsibility of building deli continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /1"/ ' , / sponsi ty o g gner. 3.2x Impact bridging or lateral bracing required where shown++ � L']I I{ ` SEQ.: K5 2 5 7 6 5 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. \(l n {r 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 condition"of use. 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes full bearing at all support shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handing,shipment and installation of corn sssry. ♦ 1, .lp g,e pme portents. 7.Designassumesmesoaed en bun drainage ioprusse October 0,2010 6.This design is furnished subject to the limitations set font by B.Plates shall be located on tom laces of buss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(Muck) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -98) 108 1- 8=(-1311) 1595 1- 2=(-1043) 617 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-737) 312 8- 7=(-1311) 1595 3- 8=( -502) 497 WEBS: 2x4 KDDF STAND 3- 4=(-590) 207 B- 4=( -59) 230 LOADING 9- 5=(-590) 207 8- 5=( -502) 497 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-737) 312 6- 7=(-1093) 617 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -98) 108 TOTAL LOAD = 45.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CO- 0.0" -297/ 758V -2000/ 2000H 5.50" 1.21 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 2.5" -297/ 758V -2000/ 2000H 5.50" 1.21 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.023" @ 9'- 7.7" Allowed = 0.515" 5-07-04 5-07-04 MAX TL DEFL = 0.024" @ 1'- 6.8" Allowed = 0.686" ,r '1 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-08-12 1-00 2-10-08 2-10-08 1-00 1-08-12 MAX HORIZ. LL DEFL = 0.013" @ 10'- 9.0" 4 4' 4 ' '' 1' '' MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" 12 12 11M-4x4 8.00 F7 Qe.00 ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 4.0" 4 / 4 Design conforms to main windforce-resisting I I system and components and cladding criteria. N ' Wind: 140 mph, h=15ft, TCDL=6.0,BCOL=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. M-1.5x3 M-1.5x3 3 M-3x4 �� *� M-3x4 pppp2 4 /- -/i-I 00 o _I I o -/I I 1 8 >< 7 0 M-4x6 M-3x8 M-4x6 t y ,1. 5-07-04 5-07-04 y y x<AO PR Open 11-02-08 ��� �GNO,NEF�4 /0 • -� 89200PE 91 JOB NAME : RT AREA 4 AMERICAN - E2 ,14iiiirre:.:-- ----.,." Scale: 0.4373 , WARNINGS: GENERAL NOTES, unless othervnse noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the peremeters shown and a for an individual -y,L 4/OREGON I" �� Truss: E2 end Warnings before construction commences. building component Applicability of design parameters and proper y+ 2.2x4 corn web st be it stalled where shown incorporation of component is the responsibility ofthe building designer. 4? pression we g mu 2,Desi the re d bottom chords to be laterally braced at /O •/ A 20 -� 3.Additional temporary bracing to insure stability during construction 9n assumes p an y Y 2"on. the responsibility of the erector.Additional permanent bracing of o .antl at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). iiitR R �`` DATE: 10/10/2018 fie overall structure is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown++ . SEQ. : K5 2 5 7 6 5 6 4.No Toed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment. and are for"dry condition"of use. design loads be applied to any component TRANS ID: LINK 5.CampuTruahas nocontrol over and ass,maano eapons;,;rdytorte 5.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES.. 12-31-2019 scary. fabrication handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 1Or2O.1f l8 6.This design is furnished subject to the Iirjritations set forth by 3.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BCSI,copies of which vAI be furnished upon request lines coincide wdh joint center lines. B.Digits indicate size of plate in inches. i. MiTek USA,Inc./CompuTrus Software 7.6.8(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-15138(MiTek) This design prepared from computer input by . Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 74 2- 6=1-690) 2051 6- 3=( -271) 1059 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-2352) 641 6- 7=(-989) 1526 3- 7=(-1085) 956 2x6 KDDF SS A 3- 9=( -649) 139 7- 8=( -49) 135 7- 9=( 0) 329 LOADING 4- 5=( -648) 142 7- 5=( -17) 322 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=( -565) 177 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 765V -109/ 1240 5.50" 1.22 KDDF ( 625) 13'- 6.0" -101/ 5875' 0/ OH 5.50" 0.31 KDDF (1870) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" 7-10-12 5-07-04 MAX LL DEFL = 0.069" @ 2'- 11.5" Allowed = 0.629" ,( MAX TL DEFL = -0.111" @ 2'- 11.5" Allowed = 0.839" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-00-08 4-10-04 5-07-04 T . . 4' MAX HORIZ. LL DEFL = -0.055" @ 13'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.089" @ 13'- 3.2" 8.00 IIM-4x4 ' e.00 4.0" Design conforms to main windforce-resisting 4 ,e_.;:,,, system and components and cladding criteria. ATTACH FURRING TO BOTTOM CHORD WITH NJ 2X4 VERTICALS AT LOCATIONS SHOWN Wind: 190 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, WITH M-1.5X3 TYP.AND M-2.5X4 AT HEEL. All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 3 M-3x4 VERTICAL L GS RE NOT DES GNED FOR �p�� ate, ''� LOADS MPOSEDABY SUPPORTS(BEARINGS).TERAL m g8 B co M-3x9 7 �N �o '� M-3x8 M-3x621 .-i o T I N I M-5x6 0 e 0* -"-1 .16.44 12 J' ). y k l 2-09 5-00 5-03-08 0-05-08 y y y y 1-01-08 2-09 10-09 l X9,0 PR OFFS y y �., NGINes. coo 1-01-08 13-06 A- �r 2 'w 89200PE 9' JOB NAME : RT AREA 4 AMERICAN - E3 �� Scale: 0.3197 1 • ea. WARNINGS: GENERAL NOTES, unless otherwise noted: Q CrTruss: E 3 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual -y, 41 OREGON and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �OA ��/` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et <O is the responsibility of the erector.Additional permanent bracing of 2'o.c and at 10'o.c.respectively unless braced throughout their length by 14, DATE: 10/10/201B the overall structure rams responsibility continuous sheathing such as plywood required here)and/or drywall(BC). A. sponsi dy of the building designer. 3.2x Impact bridging or lateral poibracinglei where shown++ ER R I L\- `O. SE Q.: K5 2 5 7 6 5 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 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 condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the E.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. y .1 .I 8.This design is Nmished subject to the limitations sat byforth7.Design shall escded oneoth face is provided. and IO,2oI� 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide eith joint center lines. B.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19138(Mirk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-05-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-5082) 788 1- 7=(-702) 4046 7- 2=( -280) 1974 10- 5=(-46) 8 BC: 2x6 KDDF #1&BTR 2- 3-(-3178) 546 7- 8=(-696) 4008 2- 8=(-1816) 342 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2596) 480 8- 9=(-258) 1316 3- 8=( -246) 1454 LL - 25 PSF Ground Snow (Pg) 4- 5=( -110) 136 9-10=(-258) 1316 6- 4=( -358) 2208 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6=( 0) 0 9- 4=( -488) 2980 BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 230.2)+DL( 254.2)= 434.4 PLF 0'- 0.0" TO 15'- 5.5" V 4-10=(-5194) 048 ADDL: BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -639/ 4132V -104/ 209H 5.50" 1.61 KDDF ( 625) nails staggered: 9" cc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 15'- 5.5" -916/ 5632V 0/ OH 5.50" 9.01 KDDF ( 625) Full height blocking is required at right bearing 9" tic in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" cc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "tic spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 0-02-12 MAX LL DEFL = -0.034" @ 4'- 10.3" Allowed = 0.727" MAX TL DEFL = -0.066" @ 4'- 10.3" Allowed = 0.969" 1--,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-00-12 A 6-04-12 f MAX HORIZ. LL DEFL = 0.009" @ 15'- 1.0" 5-00-01 4-00-11 4-05-04 1-08-12 MAX HORIZ. TL DEFL = 0.017" @ 15'- 1.0" 12 Design conforms to main windforce-resisting 8.00 M-5x6 M-4x8 M-1.5X3 system and components and cladding criteria. 3 4 5 6 -, A�C� Wind: 140 mph, h=15ft, TCDL=6.0,SCDL=6.0, ASCE 7-10, El ` * (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1. load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 4111111 2 LI-,O d, 0 I xo r--- AllAldi o �� ® �C® ®� a p 1 7 i a S 9 ".10 I M-5x12 M-3x6 M-7x8 M-3x8 -M-4x4 y ♦1967# > * 4-10-05 * 4-04-03 4-03-08 1-11-08 fop PROFS y 15-05-08 y 41<oG1NEE,9 s/0i, :9200PE I JOB NAME : RT AREA 4 AMERICAN - E4 Scale: 0.3381 - . . WARNINGS: GENERAL NOTES, unless othervnse noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON Truss: E4 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be ihstell d where shown t. incorporation of component is the rosponsibiliry of the building designer. as �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom fiords to be laterally braced at Leo M r 14 O is me responsibility of the erecter.Additional t bracing of 2'o.o.and at 10'o.c.respectively ely unless braced throughout their length by �]. ponsi tty pennanan g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` �J DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown us R R I s�� SE K 5 2 5 7 6 5 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. Q• fasteners are complete and at no time sr�n uld any loads greater than 5.Design assumes tosses are to be used in a noncorrosive environment, design loads be applied to any comport4 t and are for"dry condition"of use. TRANS ID: LINK S.dempuTadsbeas has osonboloverandesaamesnaresponsbiliy or he 6.Dhgnassumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. l,, .I p fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October IO,2O.l 10 • 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of trus,sand placed so their center TPIANTCA in SCSI,copies of which s4II be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.CompuTrus Softv.'are 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 74 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-87) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" TOTAL LOAD = 45.0 POF 0'- 0.0" -75/ 352V -13/ 57H 5.50" 0.56 KDDF ( 625) 1'- 4.9" -51/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 9.0" -8/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 1-05-11 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" f '1 MAX TL DEFL = -0.004" 5 -1'- 1.5" Allowed = 0.150" MAX LL DEFL = 0.000" 5 0'- 0.0" Allowed - 0.041" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 3.8" Allowed = 0.092" MAX BC PANEL TL DEFL = 0.002" @ 1'- 2.8" Allowed = 0.122" 8.00 17 MAX BC PANEL TL DEFL = -0.001" 8 1'- 5.9" Allowed = 0.122" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" 5 1'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 I Wind: 140 mph, h=19.7ft, TCDL=6.0,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 I in the plane of the truss only. c 0 r f o I o o 0 0 0 40."---.. 11 1 M-3x4 b y y 1-01-08 2-09 NFF/ 4G1N4\ ,,... ..89200PE 9' JOB NAME : RT AREA 4 AMERICAN - EJ1 i Scale: 0.7271 - j�lt"✓� WARNINGS: GENERAL NOTES, unless otherwise noted: 41, Truss: E J 1 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 ', OREGON N and Warnings before construction commences. building component Applicability of design parameters and proper ` 1-7C�.7 1�7 }�. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (./' 2 ln�� 3.Additional temporary bracing to insure stabilty during consWction 2.Design assumes the top and bottom chords te be laterally braced at /Q 4k 14 ,av- is the responsibility of the erecter.Additional permanent bracing of 2'o.a and at 10'o.c.respectively unless braced throughout their length by DATE: 10/10/2018 the overall strutters the re bili of buildingcies; continuous sheathing such as plywood sheathing(TC)andfor drywat(BC). sponsi ty o designer. 3.29 Impact bridging or lateral bracing required where shown++ FR R 10- SEQ.: °5 2 5 7 6 5 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility respective contactor. toonsibili of the fasteners are complete and at no time should any loads greater than 5.Design assumes busses are be used in a noncorrosive environment, TRANS ID: LINK design loads be applied toany component and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design:s furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their canter October 10,2018 TPINYrCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of date in inches. 10.For basic connector plate design values see ESR-1311,ESR-1953(MiTek) J III==IMM=MMIIMMIMk 4r This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONSHIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2X4-2 KDDF 816BTR TOP CHORD LL + DL — 32.0 PSF M-5x8 12 4.80 0 Ole M-3x6 M-3x80 o 0 I * 1-10-11 y y 2-10-05 Q,EO RPQFFs ' s �5 AGiN� /p ,C? l',„„ 9 89200PE 1. • JOB NAME : RT AREA 4 AMERICAN - ER Scale: 1.2271 .‘11/' .: • WARNINGS: GENERAL NOTES, unlessothervnse noted: AO, ^' t.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 OREGON w- pi Truss: ER and Warnings before construction commences. building component Applicability of design parameters and proper l�N 2.2x4 compression web bracing must be installed where shown+•. corporation of component is the responsibility of the building designer. L ^ ` �— 2.Design assumes the top and bottom chords to be laterally braced at LSO / 1 4 O 3.AddPoonal temporary bracing to insure 9ability during construction 2.o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additonal permanent bracing of continuous sheathing such as plywood eheathing(TC)andfor drywaf(BC). DATE• 10/10/2018 the overall sWcetre is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e+ R R I�� SEQ. : K5 2 5 7 6 6 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time jrould any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any comport t and are for"dry condition"of use. TRANS I D: LINK 5.C sign to us has no control over and assumes no responsibility or he 6.Dnecessary.assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 4♦ t� I Ip fabrication,handling,shipment and a limitations of components. 7.Design assumes adequate drainage is provided. OCIOuer I O r2O I$ 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 TPli'NTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(11_1-2 10.For basic connector plate design values see ESR-1311,ESR-19138(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP 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 = 45.0 PSF 0'- 0.0" -103/ 454V -10/ 68H 5.50" 0.73 KDDF ( 625) 1'- 9.2" -76/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -31/ 66V 0/ OH 1.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IPROVI DE FULL BEARING;Jts:2,4,3 6.00 177 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.150" MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.224" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" Design conforms to main windforce-resisting -s--- system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, p Truss designed for wind loads I in the plane of the truss only. ti r 0 I n 0 2 4 r11111111 M-3x9 J, y i' y 1-06 2-00 0-07-11 -c02PROFFss GAN, ttJG1NEFR X02 .92 0 9 JOB NAME : RT AREA 4 AMERICAN - ESJ1 Scale: 0.9149 WARNINGS: GENERAL NOTES, unless otherwise noted: O Gt- Truss: ESJ1 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 y 4 OREGON W and Warnings before construction commences. building component Applicability of design parameters and proper ` w 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of Me building designer. �I N 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top end bottom chords to be laterally brand et �4 l y 14 2s'` P� is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'o.c.respectively unless braced throughout their length by DATE: 10/10/2018 he overall street is he responsibility f he building del mntinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Ali" ' sponsi my o ng gner. 3.2x Impact bridging or lateral bracing required where shown++ MR R I 0- SEQ.: v 1<5257661. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective cont actor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applied to any component and aro for conditionof use. 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CampuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary' + l,� .l .l p 7.Design mes boloded on both drainage isprovided.bus tled. October IO,2o10 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of buss,and placed so Mair center TPINJTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. L)-E 9.Digits indicate size of plate in inches. MITek USA,IncJCompuTrus Software 7.6.8(1 10.For basic connector plats design values see ESR-1311,ESR-1998(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS i 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1-2=(-2408) 337 1-5-(-328) 2067 5-2=( -224) 1827 2-3=( -152) 142 5-6=(-322) 2020 2-6=(-2367) 392 BC: 2x8 KDDF STANDR 3-4=( 0) 0 6-3=( -162) 141 WEBS: 2x4 KDDF STAND LOGrIuG LL = 25 POE Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. SON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 0'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -296/ 2107V -BO/ 200H 5.50" 3.37 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12'- 1.0" -309/ 2107V 0/ OH 5.50" 3.37 KDDF ( 625) Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. +a For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 5-02-13 0-03-12 MAX LL DEFL = -0.036" @ 6'- 4.7" Allowed = 0.558" / 6-06-07 I MAX TL DEFL = -0.066" @ 6'- 4.7" Allowed = 0.744" ISEASONED LUMBER IN DRY SERVICE CONDITIONS 12 M-1.5x3 • 4 MAX HORIZ. LL DEFL = 0.008" @ 11'- 7.5" 6.00 3 MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 1 i Design conforms to main windforce-resisting • system and components and cladding criteria. - Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x8 2 o tI ,I,�I • = 1_ y das 6 I f 7G 5 0 M-5x16 M-3x12 M-7x10 b ), )' y 6-04-11 5-08-05 )' ��E) PRUp 12-01 ��� 0Gi1N4.A? WO�9 :9200PE ' JOB NAME : RT AREA 4 AMERICAN - F1 AP�� 'Scale: 0.9229 � WARNINGS: GENERAL NOTES, unless otherwise noted: ti OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Fl and Warnings before construction commenoes. building component Applicability of design parameters and proper 1� 2.2x4 compression web bracing must be atslalled where shown�. corporation of component is the responsibility of the building designer. 1y' n ` �4 3.Additional temporary bracing to insure inability during construction 2.(Design assumes the top and bottom chords to be laterally braced at /O • 1 4 O is the responsibility t the erector.Additional n[bred f 2'o.a and at 10'o.c.respectively unless braced throughout their length by //�� Q ponsi ty o permanent ng o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �`R R I 0- SEQ.: �- FJ DATE: 10/10/2018 the overall anis-hire is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE Q.: K5 2 5 7 6 6 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility crew respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and are assumor"dry es full use. EXPIRES: 12-31-2019 TRANS I D' LINK s.necessary. inn bearing at an supports shown.Shim or wedge it ' S.CompuTrus has no control over end assumes no responsibility for the re��ty,, a p fabrication,handling,shipment and ins llation of components. 7.Design assumes adequate drainage is provided. October 10,2018 • H.This design is furnished subject to the lleifations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAARCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, M-1.5x9 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. • 6-05-04 5-07-12 -r T T 12 6.00 R' M-1.5x3 4 t M-3x6 11 14 111111 , c 0 1 cipt 2 ' i `0G M-1.5x3 M-3x6 M-3x4 y b yD PR y ' 6-03-08 5-09-08 OF 1-06 12-01 y Ae% /Fss s� tNG1NE ,I, /0 ` . t...•..89200PE I JOB NAME : RT AREA 4 AMERICAN - FWA - Scale: 0.3722 -_ /� WARNINGS: GENERAL NOTES, unless othenoise noted: ICC pi Truss: FWA 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 -y ,OREGON and Warnings before construction commences. building component Applicability of design parameters and proper L /` 2.2x4 compression web bracing must be instelled where shove+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced et /� qy 14 00\ €� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1C/o.c.respectively unless braced throughout their length by �+ DATE: 10/10/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood air sheathing(TC)and/or drywall(BC). /� 3.2s Impact bridging or lateral bracing required where shown++ lif K5 2 5 7 6 6 3 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. R 10- SEQ. : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tall bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing, necessary. .l .l p shipment and installation of components. 7.Design assumes adequate drainage is provided. October 1Or2O IO 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 TPIANfCA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS �. TRUSS SPAN 20'- 5.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR COAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.e)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIRE ENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM eHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOT IOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 6-02 14-03 T 1 1 6-02 6-10-14 7-04-02 1 1 T T 12 12 , 6.00 p I I M-4x4 Q 6.00 4.0" 2 .hf N_ 1.1 M-3x6 1 M-3x6 f A +E 5+ i +s M-3x6 0 + -1 I to O 1 J I' -1- IMS /- -/ 5 0.25" 6 M-ix6 B M-5x8(S) I IIM-4x4 IM-4x4 y . y y ���VO P R°FFSS y 6-02 7 02 06 7-00-10 y ��\ �NGtNEF9 /��9 • • 20-05 ' 89200PE x JOB NAME : RT AREA 4 AMERIC'.N - FWB Scale: 0.2982 WARNINGS: GENERAL NOTES, unless otherwise noted: tr 1.Builder end erection contractor should•:advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON rs, 4. , Truss: FEB and Warnings before construction com •rtes. building component Applicability of design parameters and proper ys • 2.2x4 compression web bracing must be i stalled where shown+, incorporation of component is the responsibility of the building designer. A 3.Additional temporary bracing to insure= bibS during construction 2.Design assumes the top and bottom chords to be laterally braced at G'" 1 A 2- is the res bili of the erector.Additi•nil permanent bracing of cT o.c.and at 10'o.c.respectively unless braced throughout their length by Y ponR typermane gcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE: 10/10/2018 the overall structure is the responsibility•f the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i R' v SEQ. : K5 2 5 7 6 6 4 4.No load should be applied to any corn• t until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time s ould any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, dry TRANS I D: LINK design loads be applied to any compo:nt and Design essuare for'mas di bee g at supports 9e 5.CompuTrushasnocontroloverenda-= responsibility for tile S.Desi fullbearin tallsu rtsshown.Shimorwed f EXPIRES: 12-31-2019 ary. r.� .I fabrication,handling,shipment end ins Ration of components. 7.Design assumes adequate drainage is provided. October,r I O r20 I� 6.This design is furnished subject to the li Baton set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in BCSI,copies of which will Abe Nmished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" • TC: 2x4 KDDF #1&BTR IBC 2015 MAX MEMBER FORCES 4 /Cq=1.00 BC: 2x9 KDDF #168TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 2-9=(-593) 595 3-4=3-9=)-(-229) 192 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-339) 33535 LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 95.0 POP 0'- 0.0" -111/ 993V -600/ 600H 5.50" 0.71 KDDF ( 625) 9'- 0.0" -120/ 262V -600/ 600H 5.50" 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-7 vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 o BOTTOM CHORD CHECKED FOR 109SF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.029" @ 2'- 2.9" Allowed - 0.239" MAX TC PANEL TL DEFL = 0.029" @ 2'- 2.9" Allowed = 0.359" 4-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.003" @ 0'- 5.5" 12 MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 6.00 IC OND. 3: 150.00 PLF SEISMIC LOAD. M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, �I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I 0 N � � W O � O 2 � 4 1 M-3x4 M-1.5x3 y y y 1-06 4-00 4;i\EO PR OFFS 0GINEFr9 % :� - JOB NAME : RT AREA 4 AMERICAN - FWC Scale: 0.6959 WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: FWC I.Builder and ereoRommntracorshould beadvised ofall General Notes This design is based only upon meparametereshown and is or an individual 4,OREGON and Warnings before construction commences. building component Applicability of design parameters and proper �£ �/� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is me responsibility of the building designer. v 3.Additional temporary bracing m insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 'O l i 14 A O��1� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ♦ •G T DATE: 10/10/2018 the overall snsotiae is the responsibility continuous sheathing such as plywooduired wheresJand/or drywall(BC). sponsi ty of the building designer. 3.2x Impact bridging or lateral bracing required shown+a FR R i o- S E Q. : K5 2 5 7 6 6 5 4.No load should be applied te any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any componen and are or"dry condition"of use. 6.CompuTrushas nocontrol over and assumes noresponsibility for the 6.nDesissary.assmesfull bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. p t� .l p 6.This design is furnished subject to the limitations set forth by 7.Platessign asume!ops ed on drainage is truss,andd. 1�,2�IU 8.Plates shall be!opted on both faces of truss,and placed so their center TPUWrCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.8(10-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-7986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 1-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x6 KDDF #160TR 9-08-00 GIRDER SUPPORTING 36-01-00 ON TC 1-2=(-990) 672 4-5=(-1282) 6722 1-9=(-1688) 352 2-6=(-7358) 1418 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-940) 672 5-6=(-1282) 6722 9-2-(-7358) 1418 6-3=(-1888) 352 5-2=( -136) 110 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A LOGrIuG LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( -12.5)+DL( 10.0)= -2.5 PLF 0'- 0.0" TO 9'- 8.0" V 0'- 0.0" -779/ 9033V -2000/ 2000H 5.50" 6.95 KDDF ( 625) TC UNIF LL( 426.0)+DL( 340.8)= 766.9 PLF 0'- 0.0" TO 9'- 8.0" V 9'- 8.0" -779/ 4033V -2000/ 2000H 5.50" 6.45 KDDF ( 625) J,- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-7 psf) uplift at 24 "no spacing. Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 XXBOT6" oc in 2 row(s) throughout 2x6 top chords, TOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.088" @ 9'- 10.0" Allowed = 0.438" 9°' oc in 1 row(s) throughout 2x9 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.158" @ 4'- 10.0" Allowed = 0.583" 9" oc in 2 row(s) throughout 2x4 webs. • SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.021" @ 9'- 2.5" MAX HORIZ. TL DEFL - 0.037" @ 9'- 2.5" 'COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=l.6, f End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 M-7x12 14-3x6 in the plane of the truss only. f- 1 2 3 -i oI1 II ,O 1 I Ac. A c) /-- ►ice ��� v1 , it r- 1I M r �l -7 7- 4 �_ 5 6 M-7x8 M-1.5x3 M-7x8 1 1 b y 4-10 y 4-10 1, ), 9-08 ���Ep PROFFss ��`• V4 4Z4.? /C) lt :9200PE <' JOB NAME : RT AREA 4 AMERICAN - G1 0, •�� ' Scale: 0.5874 �••• WARNINGS: 1 GENERAL NOTES, unlessotherw's°noted: O OREGON �� 1.Builder and erection contractor should tie advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ys- Truss: G 1 and Warnings before construction comrhences. building component Applicability of design parameters and proper 1�N 2.2x4 corn b bracing must be nstellad where shown+, corporation of component is the responsibility of the building designer. () ` �2` pression we g mu 2.(Design assumes the top and bottom chords to be laterally braced at �/� 1 4 O 3.Additional temporary bracing to insure bility during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q is the responsibility of the erector.Addi onal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). �� �� �•J DATE• 10/10/2 018 the overall structure is Me responsibili of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEK5 2 5 7 6 6 6 4.No bad should be applied to any corn nest until afar all bracing and 4.Installation of truss a the responsibility of the respect.contractor. Y• fasteners are complete and at no time hould any loads greater than 5.Design assumes trusses are te be used in a non-corrosive environment. design loads be applied to any compo n< and are assumeor'dry s baringon`of at usa. EXPIRES: 12-31-2019 TRAN S I D' LINK presponsibility s.Design ryasumea full bearing at all supports anown,shim or wedge it ' 5.Com uTrus has no control over and a umes no for the cease } fabrication,handling,shipment and ins Ration of components. 7.Design assumes adequate drainage is provided. ms 1. 10,20'18 6.This design is furnished subject to the mkations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1,� f • TPIIW1CA in BCSI,copies of which wi be furnished upon request lines coincide with joint center lines. B.Digits indicate size of plata in inches. MiTek USA,Inc./CompuTrus So re 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-919) 923 3-4-(-1792) 1796 1-3=1 -60) 91 2-4=(-1906) 1380 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 3-2=(-2266) 2256 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. - LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 POP 0'- 0.0" -1350/ 1416V -2000/ 2000H 5.50" 2.27 KDDF ( 625) TOTAL LOAD - 45.0 PSF 1'- 10.3" -1355/ 1408V -2000/ 2000H 5.50" 2.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-1./240, TL=L/160 MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.2" Allowed = 0.064" BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.001" @ 0'- 6.7" Allowed = 0.096" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 M-3x8 MAX HORIZ. LL DEFL - 0.003" @ 0'- 3.5" MAX HORIZ. TL DEFL - -0.003" @ 0'- 3.5" 1 2 - 'COND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. l I I Wind: 140 mph, h=19.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �o rn load duration factor=1.6, l M Trussedesignedc) End )forewindoloadsarxpsed o wind, M c4 o in the plane of the truss only. I i I All connections and attachments of components to form I I the structural system for imposed seismic loading is the responsibility of the engineer of record. 3::>'<-__ �`4 Design assumes shear panel to align with verticals in adjacent trusses. M-3x8 M-3x4 Note:Attachments as stated above must account for the component overturning moment. y y 1-10-04 .1. ;9.0 PR opFss :9200PE T- JOB NAME : RT AREA 4 AMERICAN - GHBP Scale: 1.2066 � i WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr Truss: GHBP 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual 7G 41 OREGON /� and Warnings before construction commences. building component Applicability of design parameters and proper OREGON �(/ 2.254 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at <O �1 14 2°1 �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'oz.respectively unless braced throughout Meir length by L DATE: 10/10/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required a where shown and/or drywall(BC). ��a� ,0. 3.2xlmption of truss or theresponeg required whereshown++ �(�/`ti V SEQ. : K5257667 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is Hr respons bility of the respective contractor. �' fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are or"dry condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing, n cowry' g,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,20 18 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 TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCernpuTrus Software 7.6.8(114-E ID.For basic connector plate design values see ESR-1311,ESN-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) -4) 65 5-6=(-141) 79 5-2=(-501) 298 BC: 2x4 KDDF #1&BTR I SPACED 24.0" O.C. 2-3-(-125) 103 2-6=(-157) 304 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=(-216) 276 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 12 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 4.00 " TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -123/ 509V -47/ 66H 5.50" 0.81 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 1'- 2.5" -209/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed - 0.026" MAX TC PANEL TL DEFL = -0.000" @ 0'- 6.1" Allowed = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" M-1.5X3 Design conforms to main windforce-resisting 4 -/ system and components and cladding criteria. M-3x4 3 Wind: 140 mph, h-2Oft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 I I load duration factor=1.6, f End vertical(s) are exposed to wind, Truss designed for wind loads - in the plane of the truss only. e( 1 0 0 (h N O r 0 I I -i Irl - - f 5\ / \ /6 �z\ / \ M-1.5x3 N-3x4 �(9,EO PR Ores, y J, ), <N('INEF9 /�29 1-06 1-02-08 :9200PE r JOB NAME : RT AREA 4 AMERICAN - GJAir Scale: 1.0767 WARNINGS: GENERAL NOTES, unless otherwise noted: ti 4:t 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 if OREGON L(/ Truss: GJ and Warnings before construction commences. building component Applicability of design parameters and proper A 2.2x4 compression web bracing must be i'stalled where shown+. incorporation of component is the responsibility of the building designer. w ♦ �4 3.Additional temporary bracing to insure sgtllity during consbuction 2.Design assumes the top and bottom chords to be Iateraoy braced at GAO j' 14 0 is the responsibility of the erector.AddNontl permanent bracing of Y o.a and at 10'c.c.respectively unless braced throughout their length by Q continuous sheathing such as plywood sheathing(TC)and/or drywe0(BC). `` ` v DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R R 1 Ly SEQ. : K5257668 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time s could any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component and are or"dry condition"of use. " S Desnecessary. igassumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for Me ryI I p fabrication,handling,shipment and insIrination of components. 7.Design assumes adequate drainage is provided. October O,2o 1 0 " 6.This design is furnished subject to the liMitetions set ford.by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCBI,copies of which wiUbe furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Minsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=( -2) 65 7-8=(-179) 128 2-8=(-299) 259 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-162) 91 2-8=(-298) 478 3-4=(-132) 61 8-3=(-170) 122 LOADING 4-5=( -92) 49 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-6=( -47) 22 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 415V -50/ 143H 5.50" 0.66 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 9.0" -266/ 208V 0/ OH 5.50" 0.33 KDDF 625) considered for this design. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 3'- 8.6" -123/ 253V 0/ OH 1.29" 0.31 KDDF ( 625) 7'- 8.6" -149/ 306V 0/ OH 1.29" 0.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 2.5" -46/ 95V 0/ OH 1.29" 0.15 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'PROVIDE FULL BEARING;Jts:7,8,4,5,6 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/24S, TL=L/100 0-10-12 2-09-13 4-00 3-05-15 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" T f f f T MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" 12 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.5" Allowed = 0.028" 9.00 v 6 MAX TC PANEL TL DEFL = 0.001" @ 0'- 7.5" Allowed = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 11'- 1.9" MAX HORIZ. TL DEFL = -0.007" @ 11'- 1.9" 5 5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, M-3X4 :t End vertical(s) are exposed to wind, N Truss designed for wind loads M-3x4 3 in the plane of the truss only. /- 2 m 1 0 I r 0 I ill X MIR M-1"5x3 M-3x4 0-09 y y y 4 p R OPFss ' ' 1-06 11-02-08 tNGINFFR /O 2 `G" _92 I OP 9' JOB NAME : RT AREA 4 AMERICAN - GJ1 / Scale: 0.4103 �� llik/-��.I�, .a WARNINGS: GENERAL NOTES, unless otherwise noted: Q Truss: GJ1 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 -y 4/OREGON 4/ end Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4 2OA �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom m belaterally braced at <0 4 y 14, is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by DATE: 10/10/2018 continuous sheathing such l bracing sheathing(TC)and/or drywall(BC). the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ��RIO, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility SEQ.: K 5 7 6 6 9a to y ofithe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are u be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any componentand are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipmentnecessary. } rM,� .1 .1 p and instillation of 7.Design assumes adequate drainage is provided. October I O,ZO 1 O 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 TPIANrCA in SCSI,copies of which will be fumished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-516) 538 4-5=(-1138) 7452 1-4=( -184) 68 2-6-(-7858) 1206 2-3=(-516) 538 5-6=(-1138) 7452 4-2=(-7858) 1206 6-3-( -184) 68 WE: 2x4 KDDF ST&ND5-2=( -580) 3656 WEBS: 2x4 KDDF STAND; LOGrIuG 2x6 KDDF #2 A LL = 25 Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 20.0)=)- 70.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 450.0)+DL( 380.0)= 830.0 PLF 0'- 0.0" TO 9'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -727/ 4389V -2000/ 2000H 5.50" 7.02 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- B.0" -727/ 4369V -2000/ 2000H 5.50" 7.02 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Jr' ( 2 ) complete trusses required. Attach 2 ply with 3"x..131 DIA GUN BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 AMAX9" oc in 1 row(s) throughout 2x4 top chords, LL DEFL = -0.075" @ 9'- 10.0" Allowed = 0.938" 6" oc in 2 row(s) throughout 2xbottom chords, MAX TL DEFL - -0.135" @ 4'- 10.0" Allowed = 0.583" 9" oc in 2 row(s) throughout 2x66 webs, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" or in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.012" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.020" @ 9'- 2.5" IC OND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=l.6, 4 4' 1' End vertical(s) are exposed to wind, Truss designed for wind loads M-1"5x3 M-5x12 M-1.5x3 in the plane of the truss only. f 1 2 3 -/ II II o _ 1 co A ___ A PlatI I ►co .� o o f + + ,-1 o f 4 x 5 X6 ! =M-10x10 M-3x12 =M-10x10 1, )' b 4-10 4-10 ), 9-08 y �'��0 P R OpFss �NGINEFR /CO �2441 p :9200PE c JOB NAME : RT AREA 4 AMERICAN - H1 /` �/�•' Scale: 0.5879 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should•-advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON to Truss: H1 and Warnings before construction corn encee, building component Applicability of design parameters and proper ^ 2.2x4 compression web bracing must be stalled where shown+. incorporation of component is the responsibility of the building designer. G�O�.Q 20� 3.Additional temporary bracing to Insure-•=bitty during construction 2. incorporation assumes the top and bottom chords to be laterally braced at 2- (� is the responsibility f the erector.Add'Dial [bracing of 2'o.o and at 10'o.c.respectively unless braced throughout their length by ^ Q`_ ponsi ty o pemhanen continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��•R R I L'- `J DATE,• 10/10/2018 the overall structure is the responsibit of the building designer. 3.2x Impact badging or lateral bracing required where shown++ SE K5 2 5 7 6 7 0 4.No load should be applied to any con••pant until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• • fasteners are complete and at no time: •Id any loads greater than 5.Design assumes trusses are B be used in a noncorrosive environment, design loads be applied to any compo-rat and are for"dry condition'of use. TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and a=.umes no responsibilityfor the mce ry, a I,� p fabrication,handling,shipment and ins•.Dation of components. 7.Design assumes adequate drainage is provided. October,ter IO,ZO.1 10 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss.and placed so their center TPIANTCA in BCSI,copies of which wil)be furnished upon request lines coincide with joint canter lines. 9.Digits indicate Sae of plate in inches. MiTek USA,Inc./CompuTrus Softivare 7.6.8(11.)-E 15.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by , Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) -4) 65 5-6=(-141) 79 5-2=(-501) 298 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-125) 103 2-6=(-157) 304 3-9=( 0) 0 6-3=(-216) 276 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 12 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 4.00 TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -123/ 509V -47/ 66H 5.50" 0.81 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -209/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.1" Allowed = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" M-1.5x3 4 Design conforms to main windforce-resisting -/ system and components and cladding criteria. M-3x4 3 Wind: 140 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I I load duration factor=1.6, End vertical(s) are exposed to wind, 1.11 H Truss designed for wind loads 1 in the plane of the truss only. el O M O N r 0 1 I -1 - 11 - - 5 \ _ 6 M-L.5x3 K-3x4 s0O PR Open j� GINE~ /. )2y y y c1-06 1-02-08 � r:9200PE JOB NAME : RT AREA 4 AMERICAN - HJ / Scale: 1.0767 �, /� S./` \ WARNINGS: GENERAL NOTES, unlessothenxise noted' Q CrTruss: HJ 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 -s, 4 OREGON W and Warnings before construction commences. building component Applicability of design parameters and proper G w 2.2z4 compression web bracing must be installed where shown+, incorporation of component is Me responsibility of the building designer. � A Ix 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O jI 14, is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by DATE: 10/10/2018 Meoverall s ucWre is Me responsibility of Me building designer. continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). 3.2z Impact badging or lateral bracing required where shown++ em.R R I L SEQ. : K5257671 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. y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are H be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are far"dry condition"or use. B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for Me fabrication,handling, "e��ry' y r.� .I .I p shipment and installation otmmponents. 7.Design assumes adequate drainage is provided. October IO,2o 10 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WfCA in SCSI,copies of which sill be furnished upon request lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. 1 D.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 65 7-B=(-180) 129 7-2=(-536) 251 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-179) 88 2-8=(-298) 478 WEBS: 2x4 KDDF STAND 3-4=(-135) 63 8-3=(-133) 149 LOADING 4-5=) -98) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-6-( -52) 25 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 45.0 PSF OVERHANGS: 16.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -5/ 429V -50/ 143H 5.50" 0.69 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 9.0" -259/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) considered for this design. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 3'- 3.7" -115/ 236V 0/ OH 0.71" 0.25 KDDF ( 625) 7'- 3.7" -154/ 325V 0/ OH 0.71" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 11'- 2.5" -52/ 107V 0/ OH 0.71" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:7,8,4,5,6 ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-10-12 2-04-15 4-00 3-10-13 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" f f MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.8" Allowed = 0.028" 12 6 MAX TC PANEL TL DEFL = 0.001" @ 0'- 7.8" Allowed = 0.041" 4.00 D SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 11'- 2.1" MAX HORIZ. TL DEFL = -0.007" @ 11'- 2.1" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=6.0,BCDL=6-0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oEnd vertical(s) are exposed to wind, I Truss designed for wind loads M-3x4 "' in the plane of the truss only. M-3x4 3 2 iir 10 gli r1 0 I 0 I D __ 7 8 M-1.5x3 M-3x4 y ,L 0-09 y y y ��%c0 PROFF 1-06 '','.. 11-02-08 �� oG,1NE:&. s/a2'9 �' '920 r JOB NAME : RT AREA 4 AMERICAN - HJ1 Scale: 0.4103 Al, WARNINGS: GENERAL NOTES, unless otherwise noted: ii 'Cr 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 OREGON 1), to Truss: HJ1 and Warnings before construction commences. budding component Applicability of design parameters and proper A 5� 2.2x4 compression web bracing must be i stalled where shown+, incotporetlon of component is the responsibility of the building designer. A ♦ �� 2.Design assumes the top and bottom chords to be laterally braced at G/Q 14 O 3.Additional temporary bracing to insure smtelity during construction 2'o.s.and at 1 D'on.respectivety unless braced throughout their length by Q� is the responsibility of Na erector.Additianal permanent bracing of continuous sheathing such es plywood sheathing(TO)and/or drywall(BC). v DATE: 10/10/2018 the overall structure is Na responsibility of the balding designer. 3.2x Impact bridging or lateral bracing required where shown++ ER RIO- SEQ. : K 5 2 5 7 6 7 2 4.No load should be applied to any comps nent until after all bracing and 4.Installation of trum is the responsibility of the respective contractor. fasteners are complete and at no time stould any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied m any component and are for"dry condition"of use. TRANS ID: LINK 5.csignlo dsbeas has omnboloveranponent anoreaponebilityrorme 6.Design assumes full bearing atall supports shown.shim orwedge 9 EXPIRES: 12-31-2019 7 Ip /W fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O C♦LO be O,2�I$ 6.This design is furnished subject to the liMitetions set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPITCA in BCSI,copies of which WA Be fumished upon request lines coincide with joint center lines. , 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Soft4ere 7.6.8(114-E 10.For basic connector plate design values see ESR-1311,ESR-19Ba(MiTek) This design prepared from computer input by - Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 WEBS: 2X4 KDDF STAND 2-3=(-56) 34 LOADING 3-4=( -7) 3 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 339V -19/ 47H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" 0 1'- 11.5" Allowed = 0.165" 3-03-12 0-03-12 MAX TC PANEL TL DEFL = 0.010" 0 1'- 11.5" Allowed = 0.248" f 1' ,rSEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" 0 3'- 3.8" 4.00 = MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.6" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X3 load duration factor=1.6, 4 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. II II r 0 u> 0 - - II CO o /- 1 - 0 M-3x4 M-1.5x3 y 1, J, 3-03-12 0-03-12 J' .1 y 1-00 3-07-08 .<.'‹; Wi P R OFe_0 ��`0 0CNGINE9 QO2 89200PE 1 JOB NAME : RT AREA 4 AMERICAN - L1 iii0P�i Scale: 0.6356 OWIP. ' WARNINGS: GENERAL NOTES, unless otherwise noted: Q Truss: Ll 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "7/ 41 OREGON and Warnings before construction commences. building component Applicability of design parameters and proper component �s. pi 2.2x4 compression web bracing must be installed Wrens shown+, incorporation of mponent is the responsibility of Na building designer. N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O 41' 20 14 � P+ is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.respectively unless braced throughout their length by DATE: 10/10/2018 the overall structure is the responsibility of building yea continuous sheathing such as plyngreq sheathing(TC)and/or drywati(BC). sponsi ty o g goer. 3.2x Impact bridging or lateral bracing required where shown++ FR R f Lr- SEQ. : K5257673 4.No load should be applied to any component until after all bracing and 4.Installation etruss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D' LINK design loads be applied to any component and are for"dry condition"of use. • 5.Compntrushas nacontrol over and assumes noresponsibility for the 6.Design assumes full bearing atell supports shovn.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handing,shipment necessary. a .1 g, pmentandial:m:rtionof7.Design assumes adeqis OCtOuer 10,2018 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 TPINVCCA in SCSI,copies of which will be tumished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InefCompuTrus Software 7.6.8(1L)-E t0.For basic connector plats design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC • • LUMBER SPECIFICATIONSTRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 37 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2-3-(-50) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. CON. LL( 25.0)+DL( 10-0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) OVERHANGS: 12-0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -54/ 342V 0/ 47H 5.50" 0.55 KDDF ( 625) 3'- 9.7" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,9,3 12 REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. 4.00 ....-- BOTTOM BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.9" Allowed = 0.189" MAX TC PANEL TL DEFL - 0.010" @ 2'- 1.4" Allowed = 0.283" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.0" 3 -f Design conforms to main windforce-resisting system and components and cladding criteria. ) Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=1.6, o Truss designed for wind loads io in the plane of the truss only. 0 Ln I M o ..allial- / I f2 11111=1:O M-3x4 * * * 1-00 3-07-08 ��vE� PROp <cr� �NGINEFR /02y 89200PE 1 JOB NAME : RT AREA 4 AMERICAN - L2 '` �/� ' Scale: 0.8929 Cr WARNINGS: GENERAL NOTES, unless otherwise noted: `'. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON t �t/ Truss: L2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2z4 compression web bracing must be natelled where shown+. corporation of component is Me responsibility of Me building designer. ^ \ �1. 3.Additional temporary bracing to insures bility during construction 2.Design assumes the top and bottom chords to be laterally braced at GAO ''4 •(,.O is the responsibility of the erector.Addlfonal permanent bradof 2'shs and at 10'ors respectively unless braced throughout their length by T Q ponsi ty pemrane ng continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` �J DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown++ R�II v� SEK5 2 5 7 6 7 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contracted. 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes tot trusses are be used in a noncorrosive environment, d m any component and are for"dry condition"of use. design loads be applied ID: TRANS LINK6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the necessary. a I,� .1 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 1O,ZO IH 6.This design is furnished subject to the I mitations tot forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which wit be furnished upon request lines coincide with joint center lines. - B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Boftinare 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) I This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-33) 37 3-5=(-179) 120 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-74) 53 LOADING 3-9=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 399V -20/ 69H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -35/ 231V 0/ OH 5.50" 0.37 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.049" @ 2'- 8.6" Allowed = 0.428" 5-00-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS cc l' 12 MAX HORIZ. LL DEFL - 0.000" @ 5'- 0.2" 4.0017 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 --/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, mTruss designed for wind loads in the plane of the truss only. 0 0 I 09 N r 1 m-, O f 1 �� 1 2 it 5 o M-3x4 M-1.5x3 1' b ,I' 5-00-04 0-03-12 l b y 1-00 5-04 A .,, PRO <c.C?\5 oGIN4:9 /o2 :9200PE 9 JOB NAME : RT AREA 4 AMERICAN - L3 - . Scale: 0.6028 ` `' • WARNINGS: GENERAL NOTES, unlessathervnse noted: ' 0 Cr Truss: L3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon theparameters shown and isfor anindividual ""OREGON 4,/ and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A ��� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O q y 14 io is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 10/10/2018 continuous sheathing such as plywood sheathing(TC)and/or dryw2t(BC). the overall should bee re the responsibility of the building designer. 3.In Impact bodging or lateral bracing required where shown++ FR_R f L�- S E K 5 2 5 7 6 7 5 4.No load applied m any component until after all bracing and 4.Installation of truss is the responsibility pective contractor. Q. : tboitaeres fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are u be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component ansae for'Wry of use. 5.CompuTrushas nocontrol over and assumesnoresponsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design i5furnished subjecttothe limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October 10,2018 TPIANTCA in SCSI,copies of which wit be furnished upon request lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-20) 22 3-5=(-105) 78 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-55) 28 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -60/ 328V -12/ 4211 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -19/ 137V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.6" Allowed = 0.145" MAX TC PANEL TL DEFL = -0.008" @ 1'- 8.6" Allowed = 0.217" 3-00-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T T 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 0.2" MAX 110RIZ. TL DEFL = 0.000" @ 3'- 0.2" 4.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, -/ Truss designed for wind loads in the plane of the truss only. II II c O I O I ti f • I II m 1 O /2 5 O \ L M-3x4 M-1.5x3 y J' l 3-00-04 0-03-12 ), b y 1-00 3-24 < 0 PROF S0 �NG1NE49 /0* :9200PE JOB NAME : RT AREA 4 AMERICAN - L4 AlliiIIIP�� Scale: 0.6407 a • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON Truss: L4 and Warnings before construction commences. building component Applicability of design parameters and proper A 2.2x4 compression web bracing must be itsblled vinare shown+, incorporation of component is the responsibility of the building designer. A 1' w ♦ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7, 4."•` '1 4 •`O is the responsibility f the erecter.Add'Rurrel t bracing of 2'o.c and at 10'o.c.respectively unless braced throughout their length by M Qs pond ty o permanen continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a� ` �J DATE• 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R R II y� 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. , a SEQ. : K5 2 5 7 6 7 6 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 condNuse. 5.CompuTrus has no control over and assumes no responsibility for Me 6.necesDessary.ssumes full beaaringring at all wpporls shown.Shim or wedge if EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 6.This dodge is tumished subject to the'initiations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/VVTCA in BCBI,copies of which will be tumished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by ' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-33) 37 3-5=(-176) 117 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-72) 50 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 395V -20/ 62H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -35/ 230V 0/ OH 5.50" 0.37 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" 9 2'- 10.6" Allowed = 0.265" MAX TC PANEL TL DEFL = -0.050" 9 2'- 8.6" Allowed = 0.428" 5-00-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 4.00 l7 MAX HORIZ. TL DEFL = 0.000" 9 5'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9 .�, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 I N N /- I In 0 /- 1 IllalMill...1........IMPIA ---/ 0 2 S M-3x4 M-1.5x3 y l l 5-00-04 0-03-12 l y y 1-00 5-04 R �( OP QpFss c,<3031NE R /O'L •92, JOB NAME : RT AREA 4 AMERICAN - L5 / Scale: 0.6028 � � WARNINGS: GENERAL NOTES, unless othervnse noted: ' Truss: L5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parametersshown and is for an individual yG ",OREGON 44/ end Warnings before construction commences. building component Applicability of design parameters end proper w 2.204compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. a(� N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et <� '9 y 14 I O\ I� is the responsibility of the erector.Additional permanent bracing of 2'o.a and et 10'o.c.respectively unless braced throughout their length by DATE: 10/10/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 3.rax Impact bodging or lhterel bracing respective shownco+a SFR R I Lk- S E Q. : K5 2 5 7 6 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 reepectrve wno-acm.. fastener.are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are or"dry condNon"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the ne fabrication,handing,shipment and installation of components. cessary' { I. .I p 6.This design is furnished subject to the limitations set forth by 7.Designassumeseelcded en drainagetcio busprovs,andd. 1O,ZO 18 8.Plates shall be located on both faces of truss,and placed so their center TPINVICA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2_33=(-79) 67 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 411V -22/ 68H 5.50" 0.66 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.90 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-7 psf) uplift at 24 "oc 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, I End vertical(s) are exposed to wind, I Truss designed for wind loads in the plane of the truss only. N 1 N O 1 N N I n OI f /2�< _„_5 O M-3x4 M-1.5x3 J' )' )' 5-05-04 0-03-12 b J' )' 1-00 5-09 .1. , PRP OpFss 0NGINEFSI #9 /%2 ' -e..,r JOB NAME : RT AREA 4 AME RIC A N - P1000540"• Scale: 0.5970 /` 402P WARNINGS: GENERAL NOTES, unlessothenvise noted: /4� 1.Builder and erection contractor should•.advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON A. t(/ Truss: P1 and Warnings before construction com antes. building component.Applicability of design parameters and proper AN 2.2x4 compression web bracing must be neblled where shove+. corporation of component is the responsibility of the building designer. el- ` �� 2.Design assumes the top and bottom chords to be throughout braced et 1..L1O 1(4 O 3.Additional temporary bracing to insure bility during construction 2'o.a and at 10'o.c.respectively unless braced throughout their length by Q is the responsibility of the erector.Add oval permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NJ DATE: 10/10/2018 the overall structure is the responsibili of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ l`g. "1:1 R f LN- SEK5 2 5 7 67 8 4.No load should be applied to any corn••rent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• • fasteners are complete and at no time•hould any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design tootle be applied to any compo.M and are for"dry condition'of use. des TRANS ID• LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and a>.umes no responsibilityfor the necessary. tt�� .1 fabrication,handling,shipment and ins..(laden of components. 7.Design assumes adequate drainage is provided. October IO�20.t1� 6.This design is furnished subject to the I Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANfCA in BCSI,copies of which wil be furnished upon request lines coincide with joint center lines. •.9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Softyvare 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTsk) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 • BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-79) 67 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 411V -22/ 68H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Design checked fox net(-7 psf) uplift at 29 "cc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS - T T 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 '� (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1,6, i End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N N N O N Lr, f I rrn p � 1 _.. I I rll 11 jAP 1111 I I I M I=I I I I=I I M II M PI O 2�� 5 M-3x4 M-1.5x3 y J' J' 5-05-04 0-03-12 l .1 y 1-00 5-09 4;9`cO PRQFFss OGINEFR /0 2 „` :9200PE v JOB NAME : RT AREA 4 AMERICAN - P2 i �� Scale: 0.5970 4+ WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and enaction contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '9G 4"OREGON 41 Truss: P2 and Warnings before construction commences. building component Applicability of design parameters end proper f cors 2.254 compression web bracing must be installed where shown+, incorporation o component is the responsibility of the building designer. �f �O/` ��� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O '7!I 4 is the responsibility of the erector.Additional permanent bracing of 2'o.a end at 10'o.c.respectively unless braced throughout their length by DATE 10/10/2018 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ ffrili R I Lk- SEQ. : K5 2 5 7 6 7 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are or"dry condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. Deco ry } II,.� .1 .I p pmen 7.Design assumes adequate drainage is provided. OCLO Uel IOr2�10 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of}mss,and placed so their center TPI/VVTCA in SCSI,copies of which wit be furnished upon request lines coincide with joint center lines. 9.Digits indicate Mae of plate in inches. Wick USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1990(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5-(-15B) 109 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 46 WEBS: 2x9 KDDF STAND 3-9-( -7) 3 LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SRI AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 372V -18/ 57H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 9.0" -31/ 204V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" . MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.244" MAX TC PANEL TL DEFL = -0.027" @ 2'- 5.1" Allowed = 0.366" 4-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS/ f MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. RI N 0 .11 pv I - ,==r o 1 - 6 -/ 1 /- 0 M-3x4 M-1.5x3 y b )' 4-05-04 0-03-12 y y l 1-00 4-09 ,<�5ED PR Op „ oGiNEFt9 /o •92I , JOB NAME : RT AREA 4 AMERICAN - P3• /� Scale: 0.6094 WARNINGS: GENERAL NOTES, unless otherwise noted: Cin L'' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON t., to Truss: P3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be i tstalled where show,+. incorporation of component is the responsibility of the building designer. L A �1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced et -pi '1!• 14 •LO is the responsibility f the erector.Addihmel t bracing of 2'o.a and at 10'o.c.respectively unless braced throughout their length by ponsi ityo permanent continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R R I`\- 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. S E Q. : K 5 2 5 7 6 8 0 fasteners are complete and at no time s ould any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID• LINK design loads be applied to any component and are assor umes conditioning use. 5.CompuTrus has no control over and assumes no responsibility for Na 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October O,2��0 6.This design is furnished subject to the li nitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIMRCA in BCS1,copies of which wills be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property MIMEa offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. �I Apply plates to both sides of truss 1 and fully embed teeth. 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. -1/96" C1-2 C23 2. Truss bracing must be designed by an engineer.For ILIIPa1lriirlirdi 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ bracing should be considered. I � U ; 3. Never exceed the design loading shown and never 0 U stack materials on inadequately braced trusses. I— 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6"7 C5-6 l— designer,erection supervisor,property owner and plates 0- ',e' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: �/j Indicated by symbol shown and/or SYP represents values as published specified.in all ects,equal to or better than that by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II 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. 11=0 reaction section indicates joint — number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� ro 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal /11 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, !1'I 20.Design assumes manufacture in accordance with`, Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate - Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013