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Plans (6) OFF/C7 n P I� MiTekr MST2019-00138 14203 SW 169TH AVE MiTek USA, Inc. MST2019-00139 114209 SW 169TH AVE 250 Klug Circle MST2019-00140 114217 SW 169TH AVE Corona, 92880 951-245-9955 25 MST2019-00141 114221 SW 169TH AVE Re: RT AREA 4 AMERICAN MST2019-00142 14225 SW 169TH AVE 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: K5258596 thru K5258632 My license renewal date for the state of Oregon is December 31,2019. Ckt0 P R OFF % NGIN4- c0t/2 89200PE 9 et- OREGONN� �l i 'O Aly 14, 20 P-j" �F1�R ILL e� ma' reez:7-21 • s. 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 10'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #168TR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF Wind: 190 mph, h=l5ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor-1.6, Unbalanced live loads have been Truss designed for wind loads 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 Com uTrus gable end detail for P BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-00 5-00i 4 4 4 NOTE:DESIGN ASSUMES SHEATHING 12 12 TO ONE FACE. 8.00 17 HM-4x4 Q 8.00 1111411 f _, M Mo , 111111111'iiiiF,hu y y y y a,VD PROFFS 1-0o Zo-oo i-oo '92 0 r JOB NAME : RT AREA 4 AMERICAN 2 - Al .i Scale: 0.5071 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 tor individual • OREGON I, <v Truss: Al and Warnings before construction cemmences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown 0. O ,incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to insure stabildy during construction 2.Design assumes me top and bottom chords to be laterally braced at 174., 4), f' 14, ^ T o.c.and at 10 o.c.respectbely unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of DATE: 10/10/2018 the overall structure is the res onsibi f the buildingcontinuous sheathing such as plywood aired in ere s and/or drywall(BC). R R II�� p fly o designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: KS 2 5 8 5 9 6 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non.uorrosive environment, TRANS I D: LINK design loads be applied to any component, an sign assumes ndition"off use. p� wedge 5.CampuTrushas nocontrMover and assumes noresponsibility for the 6 necessary. full bearing lafw rteahawn.3himarwetl f } I., .f EXPIRES: 12-31-2019 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October IO,2O18 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 TPIIWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see E55-1371,ESR-1988(MiTek) 4111111111 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) 66 2- 7=(-1038) 1618 7- 3-( 0) 196 5-11=(-467) 304 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1520) 567 7-10=(-1039) 1616 3-10=( -529) 252 11- 6=(-552) 1040 WEBS: 2x4 KDDF STAND 3- 4=(-1030) 377 8- 9=1 0) 0 9-10-( 0) 58 6-12=(-982) 317 LOADING 4- 5-( -831) 228 9-11-1 -9) 15 10- 4-) -143) 644 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1042) 324 11-12=(-1969) 1990 10- 5-) -616) 555 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10-11=(-1189) 1627 TOTAL LOAD - 45.0 PIF OVERHANGS: 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" -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 (cion). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "00 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" 8-06-OS 8-06-08 MAX LL DEFL = -0.025" @ 8'- 6.5" Allowed - 0.808" f T f MAX TL DEFL = -0.038" @ 8'- 6.5" Allowed = 1.078" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-06-09 3-11-15 3-09-14 4-08-10 f f f f f MAX HORIZ. LL DEFL - 0.033" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.040" @ 0'- 5.5" 8.00 HM-4x4 ' 18.00 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. I M-3x6 u5( M-3x6 Design conforms to main windforce-resisting 4,.:61. , system and components and cladding criteria. M-1.5x9 M-1.5x9 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x6 M-II 3x6 (All Heights, Enclosed, Cat.2, Exp.B, MWFRS(Dir), M- x9 M-3x9 load duration factor=1.6, End vertical(s) are exposed to wind, M-3x6 s � Truss designed for wind loads Yp IIIIIIIIII' OPP% in the plane of the truss only. M-1.5x9 Truss designed for 4x2 outlookers. 2x4 let-ins 44 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-3x6ill Ilk M-4x4 outlookers must be cut with care and are '' permissible at inlet board areas only. IINIIII' o •i I 1 7 10 l o o M-3x4 M-1.5x3 r 0 m ' 1 8 9 11 *1'12 -/,ti M-1.5x3 M-4x8 M-3x4 M-5x8 1 1 1 1 1 1 4-04-13 3-02-03 0-11-08 3-11-10 4-06-14 1 1 1 y 1-00 7-07 9-06 1 1 1 y P R OFess 8-04-12 0-09-12 8-08-09 1 y ,,5 �NGINEF9 /O 17-01 Q :9200PE 9r JOB NAME : RT AREA 4 AMERICAN 2 - B1 � Scale: 0.2603 WARNINGS: GENERAL NOTES, unless otherwise noted: tO 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 9G OREGON lV Truss: B1 and Warnings before construction commences. building component.Applicability pplicebilRy of design parameters and proper a„� 2.314 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the bulking designer. �J 24\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O "]jI J a is the responsibility of the erector.Additional permanent bracing or 2'continuous and at 10'o.c,such as ply unless braced throughout their length by 7 �� DATE: 10/10/2018 the overall structure is the responsibility of the building designer, sheathing such as plywood sheathing(TC)and/or erywall(BG). ///��� 3.2x Impact bridging or lateral bracing required where shown++ /� `�� S E K5 2 5 8 5 9 7 4.No bad should be applied to any component until after all bredng and 4.Installation of truss is the responsibilityof the re ` 1 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, TRANS ID: LINK deMgn loads be applied to any component. and are for onddion°of use. 6.CampuTrus has no control over and assumes no responsibility br the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. essary. T.Design lesStassumes adequate drainage is provided. October 10,2018 6.This design is furnished subject to the limitations set forth by B.Plates shay be located on both faces of frau,and placed so their center TPIM'rCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Rees. MiTek USA,Inc./Com olrus Software 7.6.8 1 L-E 9.Digits indicate size of plate rn inches. p ( ) 10.For basic connector plate design values see ESR-7 311,ES12-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBCC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 66 2- 7=(-139) 790 7- 3=( 0) 196 5-11=(-263) 160 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1058) 186 7-10=(-140) 788 3-10=(-321) 149 11- 6=) -88) 589 WEBS: 2x9 KDDF STAND 3- 9=( -733) 205 8- 9=) 0) 0 9-10=) D) 58 6-12=)-715) 178 LOADING 4- 5=( -731) 228 9-11=( -1) 7 10- 9=(-143) 994 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -780) 165 11-12=) -24) 93 10- 5=(-158) 136 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 10-11=(-109) 616 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -122/ 911V -127/ 159H 5.50" 1.46 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -117/ 759V 0/ OH 5.50" 1.21 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 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" 8-06-08 8-06-08 MAX LL DEFL - 0.018" @ 8'- 6.5" Allowed = 0.808" MAX TL DEFL 78. SEASONED LUMBER IN6DRY SERVICE dCONDITIONS 4-06-09 3-11-15 3-09-14 4-08-10 ,r 1' '1 ' 1' MAX HORIZ. LL DEFL - -0.009" @ 16'- 11.2" 12 12 MAX HORIZ. TL DEFL = 0.015" @ 16'- 11.2" 8.00 f7 I IM-4x4 Q 8.00 4.0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. NN 'ind: 190 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, End vertical(s) are exposed to wind, M-3x9 Truss designed for wind loads M-3x4 in the plane of the truss only. 3 .M-3x40110„,„„„„„„„ , Al Tr rci Oo 1 = 7 10�� o M-3x4 M-1.5x3 1 N O O id I 6 9 11 **12 M-1.5x3 M-3x8 M-1.5x3 M-5x8 1 1 1 , 1 1 4-04-13 3-02-03 0-11-08 3-11-10 4-06-14 1 1 1. 1 1-00 1 7-07 1 1 9-06 • 1 <<ccO PROF , cS' 8-04-12 0-09-12 8-08-04 1 1 - i ,\GINFR /029 17-01 x' :9200PE C. JOB NAME : RT AREA 4 AMERICAN 2 - B2 44.,..g. • Scale: 0.2603 Ct WARNINGS: GENERAL NOTES, unless otherwise noted: 0 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 OREGON t ,� Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 2.2x4 compression web bredng mud be installed where shown+. incorporation of component is the responsibility of me building designer. L �i9Y 14, 20 4. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � ( a� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andor drywall(BC). DATE: 10/10/2018 the overall structure is to responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'R' R t_'- SEQ.: K5258598 4.Noloadene should arecoeeppladtoany wmpone^tuny loads after leatert and 5.Desailalion of trussssumestrruasseesaethe responsibility be setl nthe non-corrrive rosiveenvvironment, fasteners are complete and at no time should any batls greater than are assumes TRANS I D: LINK design loads be applied to any component. and Design assumes f condition"9 use.supports age i s.eompuTmahas nocontrol werand assumes noreaponaibedyfor me 8.Desi MI bearing tallsu rtsshown.Shimorwe f EXPIRES: 12-31-2419 scary. I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Octouer 1 O r 2O 18 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 their center TPIIWZCA 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,IncJCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 17-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2=(-87) 61 1-4=(-36) 38 2-4=1-136) 117 BC: 2x6 KDDF #1&BTR 2-3=(-11) 5 WEBS: 2x4 REEF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 188.5)+DL( 170.8)= 359.4 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -134/ 889V -27/ 68H 5.50" 1.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -135/ 828V 0/ OH 5.50" 1.33 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-1,/240, TL=L/180 MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.202" MAX BC PANEL TL DEFL = -0.017" @ 2'- 0.9" Allowed = 0.181" 3-08-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T T 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 6.00 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (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. o 0 N - 111111111411 LMA 1�� 1=� ** 4 -5x12 M-3x8 J• l l 3-08-04 0-03-12 I 4-00 0,0 R 2 4� . . 89200PE 9c' JOB NAME : RT AREA 4 AMERICAN 2 - BG 41'/ ,,, `, • Scale: 0.6162 ._. i'' 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 O a I OREGON ��� Truss: BG and Warnings before construction commences. building component.Applicabilityot design parameters and proper /,. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. A 2° �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'O •) y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'no respectively unless braced throughout(heir length by 1''F_1 /1 DATE: 10/10/2018 the overall structure Is the responsibility of the buildingdesi continuous sheathing such as plywoodsheathing(TC)airedres annoy d9wall(BC). �`R R I s�-YVl P N designer. 3.2x Impact bridging or lateral bracing d required where shown•r d• SEQ.: K5 2 5 8 5 9 9 4.No load should be applied to any component until alter al bracing and 5.4.Design of assumes Installation truss is to the r espsibilty of e in tanon-corrosiverespective s 0iueenvironment, cr fasteners are complete and at no time should any loads greater than design loses be applied to any component and are for"dry condition"of use. TRANS ID: LINK s.campanushas rocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handling, awry shipmentct and Imdehsns components. 7.Designlsshag b assumes adequate drainage is provided. October 1 O,ZO1 H 6.This design is furnished subject to the limitations set forth by e.Plates anal be located on both faces of truss,and placed so their center TP WJTCA in BGSI,copies of which will be furnished upon request. lines coinade with Joint center lines. 9.Digits Indicate s¢e of plate in inches. MiTek USA,Inc./CompuTtus 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 19-01-00 GIRDER SUPPORTING 33-00-00 IBC 20 5 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 66 2 9=(-1248) 7898 9- 3=( -988) 3104 6-14=(-9160) 710 BC: 2x8 KDDF #1&13TR 2- 3=(-9776) 1626 9 12=(-1238) 7832 3-12=(-2632) 490 14- 7=(-1190) 7192 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-6999) 1222 10 11=) 0) 0 11-12=( -170) 1078 15- 7=( -68) 926 2x6 KDDF #2 A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6948) 1220 11 13=1 -29) 162 12- 4=(-1286) 7916 7-16=(-7942) 1292 2x9 KDDF #1&BTR B; TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-8382) 1930 13 19=(-1374) 8399 12- 5=(-1629) 354 16- 8=) -62) 28 2x6 KDDF STAND C BC UNIF LL( 387.5)+DL( 330.0)- 717.5 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-7762) 1312 19 15=( -602) 3750 12-13-(-1132) 7132 7- 8-) -30) 38 15 16=) -602) 3750 5-13=) -288) 1619 TC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13- 6=(-1632) 309 BC LATERAL SUPPORT <= 12"OC. DON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" 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" -1297/ 7641V -135/ 181H 5.50" 12.23 KDDF ( 625) 19'- 1.0" -1254/ 7519V 0/ OH 5.50" 12.02 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN ' -,,,- nails staggered: !COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 7" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 t AI 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL -0.001" @ -1'- 0.0" Allowed 0.100" M�/ 9" oc in 2 row(s) throughout 2x6 webs. MAX TL DEFL - -0.001" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.087" @ 8'- 6.5" Allowed = 0.908" 8-06-08 7-09-11 3-01-13 1 MAX TL DEFL = -0.156" @ 8'- 6.5" Allowed - 1.211" '( 'I .1' . SEASONED LUMBER IN DRY SERVICE CONDITIONS / 4-09-01 3-09-07 3-07 3-09-12 1-06-14-06-14 ,/ f / f f f MAX HORIZ. LL DEFL = 0.026" @ 18'- 7.5" I MAX HORIZ. TL DEFL - 0.097" @ 18'- 7.5" 12 12 8.0017 M-5x6 '8.00 .0" Design conforms to main windforce-resisting 5 4 system and components and cladding criteria. 2` Wind: 140 mph, h=23ft, 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) areexposed to wind, M-3x6 Truss designed forwind loads 3 ,�M-3x6 in the plane of the truss only. 4I M-1.5x3 M-5x16 M-5x6 M-7x8 7 8 114iiiiiiii m- 040,41411:11111111111 .14 w IM-33x12 0 1z� ®�� �!! o ,y 10 11 13 14 15 --�16 M-1.5x3 =M-10x10 M-5x12 =M-10x10 M-3x8 M-5x8 l , l ' l y ,1 , 9-07-05 2-11-11 0-11-08 3-07 9-01-09 1-03-07-06-19 1 1 l y 1-00 7-07 1 J, 11-06 • y '��Q,�9 PROF�scS' 8-03-12 0-08-12 10-09-04 ), J, 0 NFFR �0 19-01 �� 89200PE 9r JOB NAME : RT AREA 4 AMERICAN 2 - Cl 4' . Scale: 0.2192 _ WARNINGS: GENERAL NOTES, unless otherwise noted' Q 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 9� w OREGON t �4 Truss: Cl and Warnings before construction commences. building component.AppliwbiNy of design parameters and proper (g �(/ 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responslbllity of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al <0 1 y y A 2O �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by 1'f R continuous sheathing such vr as ibacing re aired sheathing(TC)shown drywall(BC). AA � �� DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ -I SEQSE° : K55258600 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibikty of the respective contractor. .: fasteners are complete and at no tree should any loads greater than 5.Design assumes tmsses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Dedgn assumes full bearing at aN supports shown.Shim or wedge If EXPIRES: 12-31-2019 nhmefabrication,handling,shipment and installation of components. ss 7.Design assumes adequate drainage isprovided. October 10,2018 6.This design is Burnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWrCA in BCSI,copies of which sill be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sac of plate in inches. MiTek USA,Ina./CompvTrus 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 20'- 8.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 45.0 PSF load duration factor=l.6, Unbalanced live loads have beenTruss designed for wind loads 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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall DON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. 11-02-12 9-05-04 T T 1' 20-08 T I' 12 12 6.00 IIM-9x9 -S6.00 0111111141 A- ,' ern I o 4ililIIti 4 •6 l l l l 1-04 7-01 13-07.•. (QED PROP 1 20-08 l 4NC ,\ GINE&A4-u s/o2-9 ' :9200PE T • • JOB NAME : RT AREA 4 AMERICAN 2 — D1 � l.� � Scale: 0.3237 1 WARNINGS: GENERAL NOTES, unless otherwise noted: O 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 57 ,� OREGON 4/ Truss: Dl and Warnings before construction commences. building component.Applicability of design parameters and proper ♦ �/ incorporation of component k the responsibility of the building designer. 4(/' I' 14 2'V �� ° ,` 2.204 compression web bradd ng must be inalkd where shown 2.Design assumes the top and bottom chards to be leteraIN braced at 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c,respectively unless braced throughout their length by /O ie the responsibildy of the erector.Additionalpermanent bracing of continuous sheathing such as plywood sltealhin9)11)andlor drywall(BC). /� DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown o• i R R 1 L� SEQ.: K5 2 5 8 6 0 1 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 tree 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 toany component. and are for"dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ry. assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. T.Designshall s b el adequate both age is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by B.Plates sha0 be located on both faces of truss,and placed so their center TIN/WWrCA in BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sec of plate in inches. MiTek USA,IncJCornpuTrus Software+7.6.9(1 L)-E to.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 8 8- 9=(-119) 199 8- 2=(-1123) 299 9-12=(-507) 182 BC: 2x9 KDDF 41&BTR SPACED 29.0" O.C. 2- 3=( -786) 19". 9-11=( -9) 20 2- 9=) -122) 863 12- 5=(-123) 589 WEBS: 2x9 KDDF STAND 3- 4=(-1926) 289 10-12=(-234) 1211 9- 3=) -690) 212 12- 6=(-277) 123 LOADING 4- 5=(-1002) 248 12-13=(-189) 1036 9-10-) -179) 727 6-13=(-135) 139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1008) 26_ 13-19=) -27) 66 3-10=) -95) 530 13- 7=(-159) 988 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1205) 23B 11-10=) 0) 89 7-14=(-891) 210 TOTAL LOAD = 95.0 PSF 10- 9=( 0) 206 OVERHANGS: 16.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 19-3x9 where shown; Jts:2-4,6-7,13 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 1118V -139/ 142H 5.50" 1.79 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -145/ 930V 0/ OH 5.50" 1.99 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.005" @ -1'- 9.0" Allowed = 0.133" MAX TL DEFL = -0.007" @ -1'- 9.0" Allowed = 0.178" MAX LL DEFL = 0.036" @ 6'- 11.2" Allowed = 0.988" MAX TL DEFL = -0.060" @ 6'- 11.2" Allowed = 1.317" 11-02-12 9-05-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.018" @ 20'- 6.2" 1-11-12 5-01-04 4-01-12 4-06 4-11-04 MAX HORIZ. TL DEFL = 0.029" @ 20'- 6.2" ` f T f I f 12 12 6.00 IIM-4x4 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 .t-a( Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, SIN% (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4 rr • Iiiiiiiiiiiiiiiiih.- 1r 7� �23 All / o 1 f �<> 1,110rn Mo fr .,rte Ai of 1 �``m 0 0 12 13 *19 1 M-3x8 M-1.5x3 ~ /- 8---r- 9' M- x8 .ti M-1,5x3 M-3x8 M-1.5x3 • • l b b l 1 .) 1-10 5-01-04 4-03-08 4-09-08 4-07-12 y l y y ��Q;�D PRo4 1-04 7-01 13-07 y 20 os y �� 2 �NG�NE9O � 9 CC' 89200PE r JOB NAME : RT AREA 4 AMERICAN 2 - D2 Scale: 0.2556 WARNINGS: GENERAL NOTES, unless otherwise noted: O r, • Cr 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon Me parameters shown and is for an individual -yG OREGON It" Truss:Truss: D2 and Warnings before construction commences. building component Applicability of design parameter:and proper 2.2x4 compression web bracing mud be installed where shown+. incorporation of component is the responsibility of the building designer. 2.0 �� • 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom unless braceda[o be laterally braced at14 is Me responsibility or the erector.Additional permanent bracing of 2'o.c.and at ilY o.c.respectively throughout their length by /O a S DATE: 10/10/2018 the overall structure is the responsibility t the building tle continuous sheathing such as plywood sheathing(TC)and/or tlrywell(8C). � �R t�` NV p ty o g sgner. 3.2x Impact bridging or lateral bracing required where shown++ y S E Q. : K5 2 5 8 6 0 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fall bearing et all supports shown.Shim ar wedge g EXPIRES: 12-31-2419 necessary. fabrication,handling,shipment and installation of components. 7.Design assumesadequatedrainageisprovided. OcLo,Jer 10,2018 8.This design Is furnished subject to the lim8ations set forth by 8.Plates shall be bested on both faces of truss,and placed so their center TPIANfCA 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,ES12-1988(MITek) 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/Cg=1.00 i TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( -782) 142 7- 8=(-104) 143 7- 1=(-930) 178 14-15=( 0) 72 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1374) 257 8-10=( -54) 175 1- 8=(-164) 861 13- 5=(-307) 121 WEBS: 2x4 KDDF STAND 3- 4=) -982) 249 10-11-) -51) 159 8- 2=(-611) 186 5-16=(-108) 141 LOADING 4- 5-) -988) 258 9-12-(-154) 1004 8- 9-(-123) 574 16- 6=(-153) 993 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)-FDL) 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1210) 234 12-13=(-187) 1101 2- 9-) -58) 446 6-17=(-894) 209 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11-14=) -18) 62 10- 9=) 0) 170 TOTAL LOAD - 45.0 PSF 13-15=(-164) 977 9- 3=( 0) 221 15-16=(-182) 1039 11-12=( 0) 108 Unbalanced live loads have been LL - 25 PSF Ground Snow (Pg) 16-17-) -27) 67 3-13=(-469) 147 considered for this design. 13- 4=(-121) 571 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. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -145/ 930V -136/ 131H 5.50" 1.49 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 8.0" -145/ 930V 0/ OH 5.50" 1.49 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 11-02-12 9-05-04 ,r ,( 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-12 5-01-04 4-01-12 4-06 4-11-04 MAX LL DEFL = 0.035" @ 9'- 1.3" Allowed - 0.987" MAX TL DEFL = -0.066" @ 9'- 1.3" Allowed - 1.317" T 4 1 1' 1 '1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 6.0017 IIM-4x4 Q 6.00 MAX HORIZ. LL DEFL - -0.016" @ 20'- 6.2" MAX HORIZ. TL DEFL - 0.026" @ 20'- 6.2" 4.0" 4 --( NF\ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 0End vertical(s) are exposed to wind, 1 :. Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 2M-3x4 �r �: `� 0 11.1010001111111110. o �= 13 = 16 **17 1 ��__viiii '�I M-4x8 I M-4x6 M-1.5x3 r N 0 ti I f 7.. 8 M-5R16 14-J1-x6 M-134x6 ,u M-1.5x3 M-3x6 M-3x6 M-3x8 M-3x6 J. .Y J. b b l 1 J. • 1-10 5-01-04 2-02 2-01-08 1-10-08 2-11 4-07-12 J,-- 1 > k l y • 7-01 13-07 y p PRO/�/�n 13-03 6-02 7-05 ��( "� FFGtNek- ss y• 20 08 y <c, �.tk -,9 �OA9 :9200PE dr., • JOB NAME : RT AREA 4 AMERICAN 2 - D3 �4 • Scale: 0.2593 ' WARNINGS: GENERAL NOTES, unless otherwise noted: OCC 1Builder 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 . 74. 40.OREGONkt„ 4.0Truss: D3 and Warnings before construction comce mens bitt building component.Applicay of design parameters and proper 2.224 comprewion web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. , 9 y (� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a1 T 217^ Y o.c.and at 10•o.c.respectively unless braced throughout their length by O v...# 3. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.22 Impact bridging or lateral bracing required where shown++ SFR R i t\- S 5 2 5 8 6 0 3 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK deagnloads beapplied toany component. and are for"dry condition"eruse. 5.CompuTrushas nocontrol over and assumes noresponsibility for the necessary.8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2419 Designry1 p fabrication,handling,shipment and installation of components. 7. assumes adequate drainage is provided. October IO,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on bolh faces of truss,and placed so their center TPINJrCA in 0151,copies of which Mil be furnished upon request. lines coincide with joint center lines. 9.Digits indkate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ES12-1311,ES12-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 32-09-00 GIRDER SUPPORTING 1-10-08 FROM 0-00-00 TO 12-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 71 2-10=(-367) 2189 10- 3=( 0) 298 19-15-) 0) 66 BC: 2x9 KDDF #1&BTR 2- 3-)-2576) 931 10-11-(-369) 2182 3-11=(-981) 128 15- 7-) -255) 129 WEBS: 2x9 KDDF STAND LOADING 3- 4-(-2065) 375 11-12=(-279) 1752 11- 4-) 0) 903 15- 8-) -20) 115 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1482) 358 12-13=(-210) 1391 4-12=(-763) 212 8-16=( -392) 165 TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 32'- 9.0" V 5- 6-(-1424) 385 13-19=) -4) 26 12- 5=(-227) 987 16- 9=( -291) 1607 BC LATERAL SUPPORT <= 12"OC. ION. BC UNIF LL( -1.6)+DL( 18.8)- 17.2 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-2005) 953 15-16-(-266) 1673 12- 6-(-381) 162 9-17-(-1922) 271 BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 12'- 0.0" TO 32'- 9.0" V 7- 8=(-2011) 385 16-17-) -30) 106 6-13=(-351) 125 OVERHANGS: 16.0" 0.0" 8- 9-(-1885) 316 6-15-(-169) 788 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-15=(-219) 1375 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Cr- 0.0" -232/ 1626V -177/ 200H 5.50" 2.60 KDDF ( 625) ** For hanger specs. - See approved plans 32'- 9.0" -227/ 1953V 0/ OH 5.50" 2.33 KDDF ( 625) COND._ 2: Design checked for net(-7 psf) uplift at ililap.acing. spacing.VERTICAL DEFLECTION LIMITS: LL=L/240, TL /MAX LL DEFL = 0.008" @ -1'- 9.0" Alle0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Alle0.178" MAX LL DEFL = 0.105" @ 12'- 3.1" Alle1.592" MAX TL DEFL = -0.179" @ 12'- 3.1" Alle2.122" SEASONED LUMBER IN DRY SERVEDITIONS 18-06 19-03 MAX HORIZ. LL DEFL = -0.040" @ 32'- 7MAX HORIZ. TL DEFL = 0.066" @ 32'- 74 4 4 6-07-02 5-11-07 5-11-07 2-08 4-00-04 3-06-12 4-00 .� fff ,( 1ffDesign conforms to m windforce-ri12 12systemandcomponentsrand cladding . 6.00 1 .. M-4x6 .. 716.00 Wind: 190 mph, h=15f t, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9 0' M-3x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 M-3u6 .fd M-3x6 load duration factor=l.6, M-3x6 ��� M-3x8 M-1.5x4 End vertical(s) areexposed to wind, Truss designed forwindloads M-3x6 .� M-3x6 in: c: the trM36M-3x9M-3x6 5x3 M- r equal at non-structural diagonal inlets. M-S (_G) y� �. Truss designedfor4x2 outlookers. 2x4 let-ins M b M-1.5x4 of the same s and grade a structural top M-3x9 chord. Insuretightfit at each end of let-in. 0.25" + Outlookers must be cut with care and are 3 permissible at inlet board areas only. #fl '�M-4x4 M-1.5x4 ^ 0 ;00„.00,0110.1.1-3x60ro15 16 **17 I II , ./��. _ __/ M-3x8o12 ' 10 11 12 13 19 M-1.5x3 I 1 M-3x6 M-1.5x3 0.25" M-3x8 =M-4x4 M-1.5x3 • M-5x8 M-5x6(5) 1 l l 1 1 y b l ���ED PR pFFss 6-05-06 5-09-11 6-02-15 2-09-12 3-10-08 3-10-04 3-08-08 1-04y 25-04 l 7-05 l �� lC.NGINE9 /02 y 32-09 y 4 8200PE 9t-- JOB NAME : RT AREA 4 AMERICAN 2 - El Scale: 0.1679 _ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON lVCC 1.Builder and erection contractor should be advised Wall General Notes 1.This design is based only upon the parameters shown and is bran individual Truss: El and Warnings before construction commences. building component.Applicebilyy of design parameters and proper (w� A 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of me building designer. G� "'ll �(�lµ�' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O �7 y 14 1J 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 Y /� DATE: 10/10/2018 the overall stricture is the responsibility f the building desi continuous sheathing such as plywood aired here s and/or drywan(BC). /�h�R 10- SEQ.: VV1 'Nronsi ty o 9 9ner� 3.2x Impact bridging or lateral bracing required where shown** K5 2 5 8 6 0 4 4.No load should be applied to any component until after al bracing and 4.Installation of tress is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied is anycomponent. and are far"dry condition-of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing al al supports shown.Shim or wedge if EXPIRES: 12-31-2019 nmmsomy. fabrication,handling,shipment and installation of components. 7.Designassumesbesaded oneothi face is provided. October 10,2018 0.This design kfumished subject tolbelimitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be fumished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see EOR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 22 9-10-(-692) 4268 1- 9=( -162) 79 13- 5=( -276) 1650 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3-(-3267) 571 10-11-(-700) 4267 9- 2-(-4460) 775 14- 5-( -690) 175 WEBS: 2x9 KDDF STAND 3- 9=(-2982) 976 11-13=(-958) 2839 10- 2=( 0) 117 5-15-( -715) 199 LOADING 4- 5-(-2432) 523 12-14-) -7) 34 2-11-(-1460) 282 15- 6=( -213) 959 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6-(-1441) 394 19-15=(-292) 1599 11- 3-( -47) 599 15- 7-( -396) 147 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1503) 367 15-16-(-233) 1465 3-13=( -8B3) 222 7-16=( -276) 233 TOTAL LOAD = 45.0 PSF 7- 8-(-1720) 312 16-17-1 -32) 54 12-13=( 0) 31 16- 8=( -224) 1473 ** For hanger specs. - See approved plans 13- 9=( -169) 88 8-17=(-1393) 288 LL - 25 PSF Ground Snow (Pg) 13-14-) -262) 1690 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -229/ 1469V -196/ 218H 5.50" 2.35 KDDF ( 625) 32'- 6.0" -226/ 1456V 0/ OH 5.50" 2.33 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 = 0.222" @ 8'- 0.4" Allowed = 1.579" MAX TL DEFL = -0.371" @ B'- 0.4" Allowed = 2.106" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.064" @ 32'- 4.3" 4-05-10 13-09-06 14-03 MAX HORIZ. TL DEFL - 0.107" @ 32'- 4.3" 4-02-02 4-01-13 3-11-06 2-03-11 3-08 6-04-12 7-10-04 Design conforms to main windforce-resisting T ' I I 1 ' 1 T system and components and cladding criteria. 12 12 6.00 M-9x6 'S:16.00 Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 6 'f-,( End vertical(s) are exposed to wind, Truss designed for wind loads M-7x8 in the plane of the truss only. 5 3.1' M-1.5x3 y M-3x4 M-3x4 3 +8 } M-1.5x3 M-7x16ssist } 1 2 M-4x4 8f _____ N l t+ 9** 10 11 M-7x8 M-1.5x3 ::M-4x4 N 111111b4- _o o en o 6 -./c41 12 19 0 M-1,5x3 M-3x6 0.25'5 =M-4x4 M-1.5x3 - -137x8 M-5x8(0) J• l l i' J' l )' l 4-03-14 3-08-09 3-11-074-0)2-]001-14 3-09-12 6-08-04 7-06-12 y y y (...,iktto PROFFS 11-10 20-08 J• 11-10-09 0-00-09 20-07-07 y �� . y GINEFR s/e2 32-06 „,..._"4.1 :9200PE 9r JOB NAME : RT AREA 4 AMERICAN 2 - E2 ,N Scale: 0.1690 WARNINGS: GENERAL NOTES, unless°Iherwse noted, fl J1/'� 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 "yL w OREGON 4/ Truss: E2 and Warnings before construction commences. building component.Applicability of designt1. parameters and proper a,,� 2.2a4 compression web bracing must be installed where shown*. incorporation of component is the responsibility r the building designer. / 2 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chortle to be laterally braced at is the responsibility r the erector.Additional ng o 2'o.c.and al 10'os.respectiveN unless braced throughout their length by �� DATE• 10/10/2018 p 'N° permanent bred r continuous sheathingsuch as °°d sheathing(TC)Tc and/or lk 141 the overall structure k the responsibility of the building designer. aero 9( 1 ryvyall(BC). 3.In Impact bridging or lateral bredng required where shown•l e R R II-\- SEQ.: K 5 2 5 8 6 0 5 4.No load should be applied to any component until atter al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, - TRANS I D: LINK design loads be applied to any component. and are for"dry condition-of use. 5.CompuTrus has no control over and assumes no responsibility tor the 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. a {� T.Design shall b el adequate ne oth faa is provided. OCIOLper 10,2018 8.This design is furnished subject to the limitations set by 8.Plates shat be located on both faces of truss,and placed so Meir center TPI/WTCA in BCSI,copies of which will be Nmished upon request. lines coincide with joint center lines. 9.Diggs indicate see of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see E512-1311,ES12-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 9.0" IBC 2115 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 71 2- 8=(-407) 2214 3- 8=(-318) 187 7-11=(-1391) 293 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-258D) 478 8- 9=(-293) 1780 B- 4=) -4) 543 WEBS: 2x4 KDDF STAND 3- 4=(-2299) 379 9-10=(-235) 1470 4- 9=(-770) 223 LOADING 4- 5=(-1498) 354 10-11-) -32) 56 9- 5=(-181) 925 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1512) 367 9- 6=(-377) 158 BC LATERAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1732) 305 6-10=(-268) 223 TOTAL LOAD = 45.0 PIF 10- 7=(-226) 1474 OVERHANGS: 16.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) `* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -232/ 1654V -188/ 245H 5.50" 2.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 32'- 9.0" -227/ 1459V 0/ OH 5.50" 2.33 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL - -0.008" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL - 0.099" @ 12'- 5.2" Allowed = 1.592" MAX TL DEFL - -0.164" @ 12'- 5.2" Allowed = 2.122" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 MAX HORIZ. LL DEFL = -0.035" @ 32'- 7.3" MAX HORIZ. TL DEFL = 0.058" @ 32'- 7.3" 18-06 14-03 1' ,r of Design conforms to main windforce-resisting 6-05-15 '1( 6-00 6-00 6-00-08 8-02-08 system and components and cladding criteria. '' ind: 140 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 -SZ1 6.00 load duration factor-1.6, 4.0" End vertical(s) are exposed to wind, 5 .fr( • Truss designed for wind loads in the plane of the truss only. M-5x6(S) 3.1" 0.25" M-3x4 6 71i. * +8 M-1.5x3 1111111/ -1-M-4.4 7 I u) 8 9 10 .,.11 �N L 1 M-3x6 M-3x4 0.25" M-3x8 M-1.5x3 '.. M-5x8(S) • QED PROFF , y y l l l '1, <G s 9-05-01 9-00-15 6-09 -11 y VNGINE4c9 /'� b 1 1-04 32-09 �� :9200PE 9T JOB NAME : RT AREA 4 AMERICAN 2 - E3 .. Scale: 0.1938 WARNINGS: GENERAL NOTES, unless otherwise noted: d 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON 0„ to Truss: E3 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. �. ,S ��� 3.Additional temporary bracing 10 insure stability during constion 2 Design assumes the top and bottom chords to be laterally braced al Gr A Y 1 4 a 4 is the responsibility of the erector.Additional permanent bating of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by '�/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �R 1�� DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K5 2 5 8 6 0 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 I D: LINK design bads be applied to any component. antl Design assumes 9 use.supports age 5.CompuTlushas nocontrol over and assumes noresponsibilMytor the 6.DeGe hill bearing tallsu rtsshown.Shimorwa f EXPIRES: 12-31-2019 ssary, a p fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 6.This design is famished subject to the limitations set forth by 8.Plates shall be boated on both faces of tress,and placed so their center TPII`ATCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs 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-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 • BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. k:ND. 3: 150,00 PLF SEISMIC LOAD. I WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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=20.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, LL = 25 PSF Ground Snow (Pg) M-1.509 or equal at non-structural End vertical(s) are exposed to wind, 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. 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. 4-00 T T 12 6.00 p M-1.5x3 3 1 0„0 iii W 0 I I N 2 o 1 4 M-3x4 M-1.5x3 1 1 1 1-04 4-00 Ø PRO5Fss / 4 °'NE`c'4 /0 :9200PE �f' JOB NAME : RT AREA 4 AMERICAN 2 - E4AFW .41. .054.. Scale: 0,6377 ' WARNINGS: GENERAL NOTES, unless otherwise noted: ti [�'�' 1.Budder and erection contractor should be advised of al General Notes 1.This design is based onty upon the parameters shown and is for an indvidual 74. OREGON D, lo Truss:Truss: E4AFW 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 h 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom to be tateralty braced eat n /O -7 Y 1.4 Av v� is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 70'o.c.respectively a plywood unless braced throughout their length by 4 1 10/10/2018 the overall structure is the responsibility of the building designer: sheathing such as in ere s awnand/0r tlrywall(BC). Nof 3.20 Impact bridging or lateral bracing required where shown++ ,176.,-,RIO- DATE: SEQ.: K552558607 4.No load should be applied to any component until after all bradlg and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. loads be Ota ancomponent. and are far"dry condition"of use. deal TRANS ID: LINK gnus applied Y8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over andassumes no responsibility for the necessary. �T p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October.I 0 20 1 8 8.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIINRCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino./COmpuTrus Software 7.6.8(114-E 10.Forbasic 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 32'— 9.0" ICONS. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 DF 2900F; LOAD DURATION INCREASE = 1.15 2x9 KDDF #1&BTR T3, T9 SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #1&BTR Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC 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, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • • load duration factor=l.6, • LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. M-1.5x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 18-06 19-03 f T T 9-09-12 9-01-04 9-01-04 9-09 0-04-12 T T T T T T 12 12 6.00 I'• 11M-9x9 '6.00 9.0" 1.1 -411 MSHS-7x10(S) MSH$-7x10($) 0.25" 0.25" p). +E Cr iiiiiiiiM-1.5x3 + -1- 6 in I N O o 1 ii8 0.25" 9 • to u M-1.5x3 M-3x6 M-3x6 M18HS-7x8(S) y y y {Q PRO F 9-03 9-03 9-09-12 GINE .&. l l ` - 4 � OAA 1-04 32-09 � � 89200PE I JOB NAME : RT AREA 4 AMERICAN 2 - FWA .,./dllP.oee5;a; Scale: 0.2925 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 indNitlual ° r 4/OREGON �lv Truss: FWA and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be inataIed where shown+. incorporation of component is the responsibiNy of Me building designer. /O ,l �M1 3.Additional temporary bracing to insure stability during construction 2.Design andattassumes the top and bottom chorda to be laterally braced al ♦T14 1J^ is the responsibility of the erector.Additional permanent bracing of 2'c.c. a110'o.c.respectively as plywoody unless braced throughout their length by V 10/10/2018 the overall structure is the res onsibalof the buildingde continuousImsheathing lateb required in where s and/or drywall(BC). �R RIO- DATE: `,J p ty signer. 3.20 Impact bridging or lateral bracing shown++ SEQ.: K5258608 4.No load should be applied to any component until after all bracing and 5.Installation of trusIss the e are to si uusyd ty tthenon-corrosive ntratonmenl, fasteners are complete and at no time should any loads greater than Design assumes and aro for"dry condition"of use. TRANS ID: LINK design loads be applied to any component. s.campaTrashas lwcontrol over and assumes naresponsibility for the 6.Design assumes full bearing malsupports shown.Shim orwedge if EXPIRES: 12-31-2019 neceawry. .l p 8 fabrication,handling,shipment and installalwn of components. 7.Design assumes adequate drainage is provided. October,I 1 0,20 1 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 TPIANrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICONS. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 DF 2900F LOAD DURATION INCREASE = 1.15 Ir OND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 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=l.6, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x9 or equal at non-structural vertical members (con). 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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18-06 18-06 T T T 9-04-12 9-01-04 9-01-04 9-04-12 T 'f T 1. T 12 12 B.00 p I IM-4x9 46.00 9.0" 4 � MSHS-7x10(S) MSHS-7x10(S) 0.25"100.°11. 0.25" 446 4144 41 '9' 1 ► ,........iiiiiiiiiiiiiiii.,,,,.iiiiiii............................ .. ....................................,..iii...... ........,.........��iii..iiiiiiiiiiiiiiiiiiiii iii.villi n........................... .... ...............................i..iiiii........i iiiiiiiiiiiiiii...� o M-185x3 .9 0.25" M-1105x3 0 M-3x6 M-5x8(5) • - A R 9 y 9-03 • y 9-03 y 9-03 y 9-03 \�� 1:. G I E..�VvO 1 l v �i l R 1-04 37-00 1-04 .9 ° 89200PE r JOB NAME : RT AREA 4 AMERICAN 2 - EFW -, S /----. •;ale: 0.2251 WARNINGS: GENERAL NOTES, unless otherwise noted. O Q 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -g, 4/OREGON DE �� Truss: EFW and Wamirgsberore construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. 2��' �� 3.Additional temporary bracing to inners stability during construction 2.Design assumes the top and bottom chords to be laterally braced at lO Y 14 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 1Q o.c.respectively unless braced throughout their length by ^ DATE: 10/10/2018 the overall structure is Me responsibility of the building continuous sheathing such as plywood sheathing(TC)shoand/wn .drywell(BC). MFR RIO- SEQ.: NV ponsi ty g designer. 3.20 Impact bridging or lateral bracing required where shown++ (` K5 2 5 8 6 0 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 M a non-corrosive environment, TRANS ID LINK desgnloads b.avWied oany wmponene and are for hdlbe�arae. 5.CompuTms has no control over and assumes no responeibility for themmwary6.Design assumes full bearing at all supports shown.Shim or wedge if rT EXPIRES:p12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 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 TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate We of plate in inches. MITA 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 I Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 1.0" IBC 2115 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 ' TC: 204 KDDF 91SBTR LOAD DURATION INCREASE = 1.15 1- 2-) -169) 103 -11=(-513) 2820 1- 2=(-3049) 517 5-17=( -653) 222 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3-(-3115) 589 1 -12-(-516) 2816 11- 2=1 0) 176 17- 6=( -309) 1287 WEBS: 2x4 KDDF STAND; 3- 9-(-2854) 588 1:-19=(-993) 2901 2-12=1 0) 199 17- 7=( -670) 293 256 KDDF 92 A LOADING 4- 5-(-2893) 655 1 -15-) 0) 0 12- 3=( 0) 110 7-18=( -108) 642 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1764) 976 1'-16=) -6) 39 3-14-) -654) 158 8-18-) -618) 201 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1787) 960 1:.-17=(-283) 1801 4-14-) -172) 121 18- 9=( 0) 540 BC LATERAL SUPPORT <- 12"00. UON. TOTAL LOAD = 95.0 PSF 7- 8=(-2538) 557 1 -18-(-315) 1891 15-14-) 0) 54 9-19=(-2296) 947 8- 9=(-2384) 953 1:-19=(-361) 1789 14-16=1 -298) 1902 19-10-) -120) 68 LL - 25 PDF Ground Snow (Pg) 9-10-) -90) 71 19- 5=( -309) 1652 ** For hanger specs. - See approved plans 16- 5=1 -693) 153 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -259/ 1631V -159/ 191H 5.50" 2.61 KDDF ( 625) 36'- 1.0" I -251/ 1616V 0/ OH 5.50" 2.59 KDDF ( 625) POND. 2:IDesign checked for net(-7 psf) uplift at 29 "oc spacing. _ I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.167" @ 11'- 9.2" Allowed = 1.758" MAX TL DEFL = -0.279" @ 11'- 9.2" Allowed = 2.399" 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 ' 1 1 1 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 componentsand 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, 4.00 ' 6.00 M-4x6 Q 6.00 d 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 6 4.4' Truss designed for wind loads tt` 44 in the plane of the truss only. M-7x8 s 3.1" M-3x9 M-1.5x3 9 M-5x6 M-5x6 3 r +1 it' M-3x122 -h M-3x8 M-1.5x3 .! 7l.5x3 1** 11 12',' I. 19 I o M-7x10 M-3x9 0 l-2 MA KW Q0,, M-1.5x3 ,- X13-tYxB 16 17 'f le *is M-3x8 M-3x8 0.25" M-3x8 M-1.5x3 M-5x8(S) 1 y l J'i' 1 1 b ,L y 4-05-08 4-02 2-010-10-2-211-04 3-08-04 9-03-04 8-09-04 y �ei\V PDGF&,, b 10-09-04 b1 25-03-12 b 5 G NE VV/ y 11-03-04 0-06 24-09-12 y �� c ' �'T Oifj 36-01 4' :9200PE �r JOB NAME : RT AREA 4 AMERICAN 2 - E4 � • Scale: 0.1507 WARNINGS: GENERAL NOTES, unless otherwise noted: (1 I.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual �� A-OREGON A_ 1.0 Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper I !' N 2.2v4 compression web bred91 must be installed where shown+. incorporation of component is the responsibility of Me building designer. i 2ON �� 3.Additional temporary bracing to insure slabiltty during construction 2.Design assumes the lop and bottom chards to be laterally braced at 14 1J is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by <C1 :41?' f DATE: 10/10/2018 me overall structure is the responsibility r the building desi continuous sheathing or laud,as plywood aired ing re s arlmor drywan(Bc). ^�RIO- SEQ.: I O- spo^sl tYo 9 gnat. 3.2la Impact bridging or lateral bracing required where shown++ Il S E Q.: K5258 610 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design hada be applied to any component. and are for dry condnon ofuae. 5.CompuTrushas nocontrol over end assumes noresponsibilttyfor the 6.Design assumes full bearing atall Suppotlsshown.ShlmorWedge if EXPIRES: 12-31-2019 nftmcwarY. I- p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,20 I 1 8 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center hoes. 9.MiTek USA,Inc./Com uTrus Software 7.6.8 1 L E n For b indicate suer ppattedeign values P ( )- 70.For basic connector plate design values see ESR-13/1,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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-437) 2534 3-10=(-299) 183 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-1-2944) 539 10-11=(-344) 2128 10- 4=( -2) 508 WEBS: 2x4 KDDF STAND 3- 4=1-2662) 426 11-12=(-344) 2110 4-11=(-766) 224 LOADING 4- 5=(-1886) 404 12- 8=(-437) 2507 11- 5=1-198) 1235 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1886) 404 11- 6=1-766) 224 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2662) 426 6-12-( -1) 509 TOTAL LOAD = 45.0 PSF 7- 8-1-2944) 539 12- 7=1-299) 183 OVERHANGS: 16.0" 16.0" 8- 9=( 0) 71 LL - 25 PSF Ground Snow (Pg) • BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -259/ 1825V -212/ 212H 5.50" 2.92 KDDF ( 625) 37'- 0.0" -259/ 1825V 0/ OH 5.50" 2.92 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 = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.147" @ 18'- 6.0" Allowed = 1.804" MAX TL DEFL = -0.246" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.008" @ 38'- 4.0" Allowed = 0.133" MAX TL DEFL= -0.008" @ 38'- 4.0" Allowed = 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.064" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.106" @ 36'- 6.5" 18-06 18-06 Design conforms to main windforce-resisting '1' T if system and components and cladding criteria. 6-05-06 5-11-07 6-01-03 6-01-03 5-11-07 6-05-06 / T if T if if Wind: 140 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-9X6 Q 6 00 load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 dca M-5x6(5) -4114% M-5x6(S) 3.1" 0.25" 0.25" 4 • ♦1 M-1,5x3 it\ M-1.5x3 +. •r \ / r o 0 4.0 1 10 iii , 12 S o I M-3x6 M-3x9 0.25" M-3x4 M-3x6 ICD 0 ED PROF �A M-5x8(S) ��' ��V y y y y y ,,C0' � �NGI IVEF9 V�o2 l 1 9-06 9-00 9-00 9-06 l 1 1-04 37-00 1-04 �' _92.10P '9C JOB NAME •. RT AREA 4 AMERICAN 2 - E5 Scale: 0.1626 -4111P�.'..� WARNINGS: GENERAL NOTES, unless otherwise noted: li.•� OREGON 1.Builder and erection contractor should be advised of all General Notes 1.Thu design is based only upon the parameters shown and is for an individual 7/ w OR`GON a.- �4/ Truss: E5 and Warnings beforeconstmctien commences. building component.Applicadlily of design parameters and proper Y (� Vs 2.2x4 compression web bracing must be installed where shown+, incorporation of component re the responsibility of the building designer. 20 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chords to be fateraly braced at /O '9 Y 14, 'V is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bya continuous sheathing such as plywood shealhing(TC)aiWor drywall(BC). A ���'�� DATE: 10/10/2018 the overall structure is the responsibility of the balding designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K5 2 5 8 6I I 4.Ne load should be applied to any component until after al bracing and 4.Installation oftrusssses are to bebuitseetye nteano-corrlosiveenvironment.ra fasteners are complete and at no time should any loads greater than Design assumes design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTmshas nocontrol over and assumes norespansibil ykrthe 6.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 awry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October I p 1 0,2018 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 TPIAV CA 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(MOW() This design prepared from computer input by Pacific Lumber and Truss-BC • • LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 66 2-9=(0) 0 BC: 2x9 KDDF 4#1&BTR SPACED 24.0" O.C. 2-3=(-72) 18 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PIE 0'- 0.0" -63/ 329V -11/ 99H 5.50" 0.53 KDDF ( 625) 1'- 9.9" -30/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.5" -39/ 25V 0/ OH 5.50" 0.09 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:2,3,9 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2:1 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 1-05-10 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC 1 PANEL LL DEFL - -0.001" @ 0'- 11.4" Allowed = 0.048" MAX BC PANEL TL DEFL = 0.001" @ 0'- 11.4" Allowed = 0.069" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 8.00 F7, MAX HORIZ. LL DEFL = -0.000" @ 1'- 9.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 9.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (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. o o o f ti o oi0.2 0 1 M-3x9 • l l l 1-00 1-10-08 ;(;c,EO FROFF Lt/_t',4s4 o ,0 AGIN4�cR�/0 :9200PE 9T JOB NAME : RT AREA 4 AMERICAN 2 - EJ1 AllOPA.Ir Scale: 0.7193 ' a.- WARNINGS: GENERAL NOTES, unless otherwise noted: O CC. 1.Builder and erection contractor should be advised of all General Nates 1.This design isbased an y aeon the parameters shown and is for an individual -yG , OREGON �<(/ Truss: EJ1 and Wamrngsbefore construction m a. building mponentApprwbilityofdesign parameters and proper • 2.2x4 compression web breang must beinstalled where shown+, rpo tion of component is the responsibility of the building designer. " 410 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be Nterally braced al IJ> Y 14 17 is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c.respectively antras braced throughout then length by �J �S continuous sheathing such as plywood sheathing(TC)firewhere shown drywall(BC). 14 R11..\- SEQ.: {/V� DATE: 10/10/2018 the overall structure is the responsibility Orme building designer. 3.co Impact bridging or lateral bracing required where shown++ K5 255 8 612 4.No load should be applied to any component until after aI bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK assign loads be applied to any component and are for conditron'of gsae. 5.Com Trus hes no control over assumes no responsibility 8.Design assumes NII bearing at ap supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu sponsibility for the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. p 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October 10 r 2018 TPVWTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sea of plate in inches. MiTek USA,Inc.ICompuTrus 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 1'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 66 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)011( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -57/ 323V -19/ 57H 5.50" 0.52 KDDF ( 625) 1'- 7.7" -91/ 25V 0/ OH 5.50" 0.09 KDDF ( 625) 12 LL = 25 PIP Ground Snow (Pg) 1'- 10.5" -19/ 92V 0/ OH 1.50" 0.07 KDDF ( 625) 8.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 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 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.001" @ 0'- 11.4" Allowed = 0.098" MAX BC PANEL TL DEFL = 0.001" @ 0'- 11.4" Allowed = 0.064" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = -0.000" @ 1'- 9.6" MAX HORIZ. TL DEFL = -0.000" @ 1'- 9.8" Design conforms to main windforce-resisting 11system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ro (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, rr Truss designed for wind loads o I in the plane of the truss only. r f o 0 o f2► 4 1 M-3x4 J. 1-00 J. 1-10-08 J. .'s,.. PRQPess ��` �'AGINE '9 /of 89200PE 9l' JOB NAME : RT AREA 4 AMERICAN 2 - EJ2 � . Scale: 1.0331 WARNINGS: GENERAL NOTES, unless otherwise noted: O 4 1.Builder and erection contractor should be advised of all General Roles 1.This design is based only upon the parameters shown and is for an individual 7 A OREGON DI �40 Truss: EJ2 and Warnings before construction commences. building component Applicability of design parameters and proper a(� 2.244 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building tledgner. �j 2°�^'� v,-3-- 3. � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 -7 k 1 4 is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c,respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). MFR 0' DATE: 10/10/2018 the overall structure is the responsibih y of the building designer. 3.241mpact bridging or lateral bracing required where shown 4+ e SEQ.: K5258613 4.No load should be applied to any component until alter all brodng 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 condina of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing atalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 necefabrication,handling,shipment and installation of corn spry. /�aa bI�e� .1 .1p smen pth by 7.Pesihasumebted on both is trusise October IOr2O 10 6.This design is Banished subject to the limitations sal forth by 8.Plates shall be boated on both faces of truss,and placed so(heir center TPINJ1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MITek USA,InvjCompuTrus Software 7.6.8(1L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2X4-2 KDDF #16BTR TOP CHORD LL + DL = 32.0 PSF 12 4.8017 M-5x8— AL M-3x6 M-3x8 o PPOFFs 1-10-11 3-00-08 C� ENGINE. Si�2 • :9200PE• �r JOB NAME : RT AREA 4 AMERICAN 2 — ER Scale: 1.2131 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,„4/A Truss: ER and Wamiigs before construction commences. building component.Applicability of design parameter:and proper 1 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2P'\ O` �� 3.Additional temporary bracing to insure stability during construction 0. 2.Design assumes the top and bottom chords to be laterally braced at is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c,respedivety unless braced throughout their length by O h 1 IA continuoussheathingor such as plywood aired sheathing(TC)own+tlrywall(BC). �`e 1 R1Iy� DATE: 10/10/2019 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C SEQ.: 05258614 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D. LINK design mads be spoked to any component. and are for ary condition"m use. 5.CompuTmshas nocontrol over and assumes noresponsibility for the c 6.Design ssumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 Y. I.. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCto V P.r O r 2O 8 6.This design is furnished subject to the limgalions set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digs indicate size of plate in inches. MiTek USA,Inc./CornpaTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) AMMEMMEMMIIM 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 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTA 9-08-00 GIRDER SUPPORTING 36-01-00 ON TC 1-2-(-440) 672 4-5=(-1282) 6722 1-4=(-1888) 352 2-6=(-7358) 1418 BC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-440) 672 5-6=(-1282) 6722 4-2-(-7358) 1418 6-3=(-1888) 352 WEBS: 2x4 KDDF STAND; 5-2=( -136) 110 2x6 KDDF #2 A LOADING LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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 0= 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/ 4033V -2000/ 2000H 5.50" 6.45 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) _,- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I nails staggered: 6" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 )0( BODTBM CHORD CHECKED FOR DSPAC LIVE CONC. TOP 9" oc in 1 row(s) throughout 2x4 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.088" @ 4'- 10.0" Allowed = 0.438" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL DEFL = -0.158" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS 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), 9-10 4-10 load duration factor=1.6, T T T End vertical(s) are exposed to wind, M-3x6 M-7x12 Truss only.uss designedfor wind loads M-3x6 the plane of the truss f 2 3 -! 0 0 I 0 7 A o l N 11r...---.111411r...---.1114 • N r ,-1l r M M f 4 6` 5 ><-6 -/ 1M-7x8 M-1.5x3 M-7x8 1 1 1 4-10 4-10 1 1 9-08 '�,�ED PFtOFFss 0NGINFF;4 >0 .<' '920 �<' JOB NAME : RT AREA 4 AMERICAN 2 - Fl Scale: 0.5879 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design W based only upon the parameters shown and is for an individual 7,, OREGON b, Truss: Fl and Warnings before construction commences, building component.Applicability or design parameters and proper t 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the bulking designer. ,O 2�� ��^ 3.Additional temporary bracing to insure stability during constructer 2.Design assumes the top and bottom chords to be laterally braced at Y v is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unties braced throughout their length by 'WE a DATE: 10/10/2018 the overall structure is the responsibility of the building designer. continuous ridging or suchlb plywoodre meet whores a nnoy arts,II)BC). \R R I r� 3.In Impart bridging or lateral bracing required where shown++ SEQ.: K5 2 5 8 615 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no see should any loads greater than N.Design assumes trusses are to be used in a non-corrosive environment, • TRANS I D: LINK design bads be applied to any component. and are for"dry condition"or use. 6.Com Trus has no control over and assumes no re 6.Design assumes full bearing at al supports shown.Shim or wedge❑ EXPIRES: 12-31-2019 pu responsibility for spry. ` .t r� p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October IO,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWJ1CA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate In Etches. 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 1'- 10.3" Ali IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-168) 168 5-6-(-1729) 1733 2-5=) -56) 99 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-919) 923 5-3-1-2502) 2491 WEBS: 2x4 KDDF STAND 3-4=(-247) 247 3-6-(-1834) 1808 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 BAG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1773/ 1839V -2000/ 2000H 5.50" 2.94 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 10.3" -1778/ 1831V -2000/ 2000H 5.50" 2.93 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 1'- 4.7" Allowed - 0.047" MAX TL DEFL - -0.002" @ 1'- 4.7" Allowed - 0.062" M-1.5X3 M-3x8 ., SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL - 0.002" @ 0'- 5.5" 1 2 3 4 • MAX HORIZ. TL DEFL - -0.002" @ 0'- 5.5" --- OND. 3: 2000.00 LBS SEISMIC LOAD. I I Design conforms to main windforce-resisting III system and components and cladding criteria. 61 m Wind: 190 mph, 11=19.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, oo o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oo o End vertical(s) are exposed to wind, ti Truss designed for wind loads Z II in the plane of the truss only. III 5 -:2><:::::6 M-3x8 M-3x4 ), 1 1-10-04 • �(� Ep PROFFss �,� ��OINE�c9 /029 89200PE r. JOB NAME : RT AREA 4 AMERICAN 2 - FGBP Ai0111 Scale: 1.2066 WARNINGS: GENERAL NOTES, unless otherwise noted 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 tIA X40 Truss: FGBP and Warnings before construction commences. building component.Applicability of design parameters and proper 2.Luo compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designee ,O A 2P 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally brood at a (4° (# is the responsibility f the erector.Additional t bracing f 2'o.c.and at 10'o.c.respectively unlew braced throughout their length by a t`- P M o permane^ g o continuous sheathing such as plywood sheathing(TC)and/or drywa6)50). DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.23 Impact badging or lateral bracing required where shown++ �� `� SEQ. : K5258616 4.Nobad should beapplied toany component untilafter all bracingand 4. llationoftru isthhsareto rese ponsibility rathenon-corrosiveenraconr. fasteners are complete and at no time should any bads greater than Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTushas nocontrol over and assumes noresponsibility orihe A Desgnassumes full bearing atalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 y. fabrication,handling, Design shipment and installationms components. 7.PlatenMull b assumes adequate othi face is truss, . October 1 0,201 8 8.This design is furnished subject to the limitations set forth by 8.Plates steal be located on both faces of imss,and placed so their center TPI,vorCA 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,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .Y-1 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&BTA LOAD DURATION INCREASE = 1.15 1-2=( -3) 59 5-6=(-141) 81 5-2=(-386) 199 BC: 2x4 RIDE #1&BTR SPACED 24.0" O.C. 2-3=(-87) 64 2-6=(-169) 321 WEBS: 2x4 KDDF STAND 3-9=(-18) 4 6-3=(-122) 149 LOADING TC LATERAL SUPPORT 0- 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 12 BC LATERAL SUPPORT 0- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 4.00 D TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 3.0" 0'- 0.0" -90/ 395V -47/ 70H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -112/ 88V 0/ OH 5.50" 0.14 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.006" @ -1'- 4.0" Allowed - 0.133" MAX TL DEFL = -0.007" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.025" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.033" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.1" Allowed = 0.028" MAX TC PANEL TL DEFL = 0.001" @ 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 -,r M-3x9 3 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=20ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, /- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads el in the plane of the truss only. 1 O m I O N r 0 11 >,--::1..._ I I - - 5 y I Z6 M--.5x3 .N-3x4 �V0 PROFFs�� s� � GINF9 /Oy y y � 2 v1-04 1-02-08 0-03 4t' 89200PE im • JOB NAME : RT AREA 4 AMERICAN 2 - FJ Scale: 1.0573 ..0°-'- " jar • WARNINGS: GENERAL NOTES, unless otherwise noted: 0 ‘40, /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 74 a} OREGON Y 1G, Truss: FJ and Warnings before construction commences. building component,Applicability of design parameter and proper %� 1^ 2.264 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 top and bottom chords to be laterally braced at <0 -7s' 1 A 2.13\0,0" O\ 0" is the respunsibilfty of the erector.Additional permanent bracing of T a.c.and at 10'o.c.reapectivety unless braced throughout their length by /Y �+ DATE: 10/10/2018 the overall structure is me responsibility f the building desi continuous sheathing such as plywood required et where s and/or tlrywell(BC). A-!}' ���'�� P ry° 9 9ner. 3.26 Impact bridging or lateral bracing required where shown _-/ - SEQ.: K52 5 8 617 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiIty of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-ccorrosive environment, and are for condition-of use. designbadaben applied ant ry EXPIRES: 12-31-2019 TRANSI D: LINKpp any component. 6.Design assumes full bearing at all supports shown.Shim or wedge g 5.CompuTrus has no control over and assumes no responsibility for theneces�ry. 4^� .1 .Y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October IO,ZO I8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIAN1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate see of plate in inches. ` MTek USA,Ino./CortnpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) lb- I'I This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 •• 1-2=( -2) 59 8-9=(-182) 127 8-2=(-553) 273 • BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-186) 95 2-9=(-297) 488 WEBS: 2x9 KDDF STAND 3-4=(-134) 59 9-3=(-181) 83 LOADING 4-5=( -91) 42 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF • 5-6=( -90) 19 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -19) 2 TOTAL LOAD = 95.0 PSF OVERHANGS: 16.0" 2.9" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -34/ 331V -50/ 193H 5.50" 0.53 KDDF ( 625) considered for this design. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 9.0" -278/ 219V 0/ OH 5.50" 0.35 KDDF ( 625) 9'- 0.2" -126/ 260V 0/ OH 5.50" 0.39 KIDS' ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 7'- 10.1" -127/ 262V 0/ OH 5.50" 0.39 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10'- 11.6" -94/ 126V 0/ 01-1 5.50" 0.19 KDDF ( 625) 'PROVIDE FULL BEARING;Sts:8,9,4,5,6 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 0-10-12 3-01-083-09-19 3-01-08 1' f A ,r ,( VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.006" @ -1'- 9.0" Allowed = 0.133" 12MAX TL DEFL = -0.007" @ -1'- 9.0" Allowed = 0.178" 9.00 C,- 6 7 -7 MAX LL DEFL = -0.000" @ 11'- 2.5" Allowed = 0.029" MAX TL DEFL = -0.000" @ 11'- 2.5" Allowed = 0.032" ,. MAX TC oANEL LL DEFL = 0.001" @ 0'- 7.5" Allowed = 0.028" MAX TC ?ANEL TL DEFL = 0.001" @ 0'- 7.2" Allowed = 0.091" S SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 10'- 8.9" tMAX HORIZ. TL DEFL = -0.007" @ 10'- 8.9" Design conforms to main windforce-resisting 9 system and components and cladding criteria. o gal `n Wind: 190 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 'n load duration factor=1.6, 3 End vertical(s) are exposed to wind, 2 Truss designed for wind loads IO in the plane of the truss only. 1 I li GG 0 I r c3 8►� 9 NE=Eni M-1.5x3 M-3x4 I l ,• l 0-09 10-02-10 i, y )' y <�c5O PROF , 1-04 10-11-10 0-02-19C.N !' V �,� ANG'NE�c9 /029 :9200PE r" JOB NAME : RT AREA 4 AMERICAN 2 - FJ1 AIP/-40-.. Scale: 0.9181 •�..' WARNINGS: GENERAL NOTES, unless otherwise noted: O tr 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 i OREGON lei Truss: FJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compressor web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 11 A{�� �� 3.Adddipnal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be leteralN braced at 74. 47 A 1 v1 f 2.° 4 is the responsibility 0 the erector.Additional permanent bradng of 2'e,c,and at 10'o.c.respectively unless braced throughout their length by �+7//�.R1311.\- SEQ.: 1`'F 2 DATE: 10/10/2018 the overall structure is the responsibility of the buildingdesigner. continuous us sheathinginr suchr l bs plywood here s and/or tlrywell(BC). `R R I_� �J p b goer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K5258618 4.No load should be spplwd to any component until sCan all bIasing and 4.Installation is responsibility sytl ttanan�rtsococtor.environment, fasteners are complete and at no bee should any loads greater than gn assumes design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK S.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full beadng at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 mcessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October I I O,2O 18 6.This design 5 furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be fueished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,In C./CompuTrus Software 7.6.8(1L)-Z 10,For basic connector plate design values see ESR-1311,ES13-1988(MiTek) I 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 9WR/GDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-516) 538 4-5=(-1138) 7452 1-4=( -184) 68 2-6=(-7858) 1206 BC: 2x8 KDDF #1&BTR 2-3=(-516) 538 5-6=(-1138) 7952 4-2=(-7858) 1206 6-3=( -189) 68 WEBS: 2x4 KDDF STAND; LOADING 5-2=( -580) 3656 2x6 KDDF #2 A LL = 25 PSF 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 ERG 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'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -727/ 4389V -2000/ 2000H 5.50" 7.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -727/ 4389V -2000/ 2000H 5.50" 7.02 KDDF ( 625) J REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. T ( 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. )/�/ 9" oc in 1 row(s) throughout 2x4 top chords, - VERTICAL DEFLECTION LIMITS: LL=L/245, TL=L/180 AA 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.075" @ 4'- 10.0" Allowed = 0.438" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL DEFL = -0.135" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.012" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.020" @ 9'- 2.5" Ir OND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=1.6, • f 1' 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. 2 3 -/ © II I II A - II A 4 5 `6 -Y =M-10x10 M-3x12 =M-10x10 • J. Y l 4-10 4-10 J. l 9-08 ,c.c74GINE4\ ,e...89200PE 9r' JOB NAME : RT AREA 4 AMERICAN 2 - G1 Scale: 0.5879 '.111141./� WARNINGS: GENERAL NOTES, unlessotherwise noted: Cr 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual -yG OREGON b,, Ai Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.144 compression web bracing mull be instated where shown+. incorporation of component h the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'Q _-1)/ Y y A 2- �� is the responsibility of the erector.Additional permanent bracing of 2'o.<.and al 70'o.c.recpectivey unless braced throughout their length by 7 DATE: 10/10/2018 the overall structure is the responsibility f the building cies' continuous sheathing such as plywood sheathing(TC)antl/or tlrywall(BC). ^^ sponsi ty o g igner. 3.2s Impact bridging or lateral bracing required where shown++ \R R I O- S EQ.: K52 5 8 61 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 o be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for conditionor use. 5.CompuTrushas nocontrol over and assumes noresponsibilityfor the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handling,shipment awry. pmentandinstallationof etfo components. 7.Design assumes adequate drainage is provided. October 10,2018 8.This design W furnished subject to the limitations set forth by 8.Plates shall be located on both hoes of truss,and placed so their center TPIIW1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MTek) • 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( -3) 59 5-6=(-141) 81 5-2=(-386) 199 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-87) 64 2-6=(-169) 321 WEBS: 2x9 KDDF STAND 3-9-(-18) 4 6-3=(-122) 199 LOADING TC LATERAL SUPPORT <= 12"OC. ION. 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 BR6 AREA 4.00 17 TOTAL LOAD= 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 3.0" 0'- 0.0" -90/ 395V -47/ 70H 5.50" 0.63 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 2.5" -112/ 88V 0/ OH 5.50" 0.14 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.006" @ -1'- 9.0" Allowed - 0.133" MAX TL DEFL - -0.007" @ -1'- 9.0" Allowed - 0.178" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.025" MAX TL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.033" MAX TC PANEL LL DEFL - 0.001" @ 0'- 8.1" Allowed - 0.028" MAX TC PANEL TL DEFL = 0.001" @ 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 M-3x9 3 Design conforms to ma windforce-resisting system and componentsandcladding criteria. 2 Wind: 190 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, II /- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IAI load duration fac=oer=1.6, End verticals) a exposed to wind, Truss designed for wind loads el in the plane of the truss only. 1 1 re coo 8-- o O 52>-<:j �6 M--1.5x3 A-3x4 C.:4ii\E0 PR OFFss ), y ), ), ... 4NGINEFR /02 1-04 1-02-08 0-03 9 `t '920 r. JOB NAME : RT AREA 4 AMERICAN 2 - GJ • Scale: 1.0573 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Q I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is/or an individual '', �/ w OREGON Y �� Truss: GJ and Warnings before construction commences, building component Applicability of design parameters and proper (� 2.2x4 compression web bating must be inaaled where shown+, incorporation of component is the responsibility of the building designer. �(�� �� 3.Additional temporary bracing to insure stability tludng construction 2.Design assumes the top and bottom chords to be laterally braced at 17 is the responsibility of the erecter.Additional permanent bating of T o.c.and at 10'o.c,respectively unless braced throughout their length by ,O 1 1 /� DATE: 10/10/2018 the overall structure is the responsibility f the building desi continuous sheathing such as plywood aired ng(TC)and/or drywaI4BC). �`R R I L\- 011(1 required.: K5 2 5 8 62 0 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. end are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dery Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Designassumesbe on both drainage is provided. October 10,2018 6.This design Is furnished subject to the limitations set forth by B.Plates shat be located on both laces of truss,and placed so their center TP WJICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate sae of plate In Inches. MiTek USA,IncJCofnpuTnus 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 9'- 10.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1-2=( -2) 59 8-9=1-193) 123 8-2-(-579) 261 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-197) 90 2-9-1-285) 516 WEBS: 2x4 KDDF STAND 3-4=(-146) 52 9-3-(-180) 85 LOADING 4-5=(-104) 33 TC LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-6=( -78) 45 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -58) 2 TOTAL LOAD = 45.0 PSF OVERHANGS: 16.0" 16.1" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -33/ 331V -48/ 149H 5.50" 0.53 KDDF ( 625) • considered for this design. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 9.0" -291/ 218V 0/ OH 5.50" 0.35 KDDF ( 625) 3'- 10.4" -105/ 223V 0/ OH 5.50" 0.33 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 6'- 10.2" -108/ 222V 0/ OH 5.50" 0.33 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 10.4" -104/ 331V 0/ OH 5.50" 0.50 KDDF ( 625) ROVIDE FULL BEARING;Jts:6 9,4,5,6 0-10-12 2-11-11 2-11-12 3-00-03 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I ,r . 1/ f . VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.006" @ -1'- 4.0" Allowed - 0.133" 12MAX TL DEFL = -0.007" @ -1'- 4.0" Allowed = 0.178" 4.00 7 MAX LL DEFL= -0.008" @ 11'- 2.5" Allowed = 0.134" MAX TL DEFL = -0.009" @ 11'- 2.5" Allowed = 0.179" 6 -/ MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.5" Allowed = 0.028" MAX TC PANEL TL DEFL = 0.001" @ 0'- 7.2" Allowed = 0.041" ��, SEASONED LUMBER IN DRY SERVICE CONDITIONS 5 MAX HORIZ. LL DEFL = -0.008" @ 9'- 7.7" MAX HORIZ. TL DEFL = -0.008" @ 9'- 7.7" gag Design conforms to main windforce-resisting 4 system and components and cladding criteria. 0 ��, i wind: 140 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 0, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x43 I load duration factor=1.6, 1. End vertical(s) are exposed to wind, 2 f RI Truss designed for wind loads e 111111 111 in the plane of the truss only. 1 M 0 r o M.■.Milli 8 _, M-1.5x3 M-3x4 ) ) Y 0-09 9-01-06 1-04 ) 9-10-06 )1-04-02 ) <(5ED PR0FFcS's „' <NGINF$;4 /029 89200PE I • JOB NAME : RT AREA 4 AMERICAN 2 - GJ1 Scale: 0.4181 O 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 tid Truss: GJ1 and Wamings before construction commences. building component.Applicabdby of design parameters and proper bN IC 2.2x4 compression web bracing must be instated where shown.. incorporation of component is the responsibility of the building designer. �+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom shortly to be laterally braced al t./0 'Y 1 4 O is the responsibility of the erector.Additional permanent bracing of 2'°A.and at 10'o.c,respectively unless braced throughout their length by (}� 1 DATE: 10/10/2018 the overall structure is the responsibility of the building deal ner. continuo.xIpa sheathing or later l b plywoodanre aired here)own Cortlrywall(BC). R R I I.V. p b 9 g 3.2x Impact bridging or lateral bracing required where shown� SEQ. : K5 2 5 8 621 4.No load should be applied to any component until after all bracing and 4.4. allation of truss is the areresponsibility io sibilllitytl in a nen<orroweive ee nvironment,fasteners are complete and Cl no time should any loads greater thanDesign assumes , TRANS I D: LINK design mads be applied to any component. fi.De°`°for dry condition.' f ut ell su ds shown.shim or we d 5.CompuTrushas nocontrol over and assumes norespon°tbllftyfor the assumes bearing ppo riga EXPIRES: 12-31-2019 n.essary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 8.This design is famished subject to the limitations sat forth by 8.Plates shag be located on both faces of truss,and placed so Meir center TPI/WI-CA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MITek USA,Inn./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" 'COND. 2:I Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads 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 SON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. M-2.5x4 or equal at non—structural diagonal inlets. 5-07-04 5-07-04 T T T 12 12 • 8.00 17 IIM-4x4 8.00 2 I I M-3x4+ M-3x4+ 1 4 II 0 I 4 5 M-3x6+ M-3x6+ 1 b 1 y � t\ED PROpe ( 1-00 11-02-08 1-00 c, ti�GINEFR /D _- `.c� :9200PE 9r JOB NAME : RT AREA 4 AMERICAN 2 — H1 Scale: 0.5130 r /� • fir.... WARNINGS: GENERAL NOTES, unless otherwise noted. fl 1.Builder and erection contractor shoal be advised of all General Notes 1.This design is based only upon the parameters shown and is for an irdlvidual �� -I OREGON t �<0 Truss: H1 and Wamings before construction commences. building cemponent.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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'O 9 r 14 24 �•+ is the responsibility of the erector.Additional permanent bracing of Y o.c,and at itY o.c.respectively unless braced throughout their length by 111 10 1 2 1$ the overall structure is the responsibility of builtlin deal continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). �F/IMO- DATE: ponsi ty o g designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K5 2 5 8 6 2 2 4.No load should be applied to any component until alter all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are cemplete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, deli I ds baa I tl a and are for"dry condition"of use. TRANS ID: LINK gn oa ppie to ny component. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipmentcomponents. necessary. isand the aryam 7.Design assumes adequate drainage isprovided. October 10,2018 6.This design is furnished subject to the Imitations set forth by 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 with jolts center lines. 9.Digits indicate see of plate in inches. MTek 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 11-02-08 GIRDER SUPPORTING 32-06-00 IBC 2015 MAX MEMBER FORCES SWR/DDF/Cq-1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4B52) 748 1- 6=(-542) 4458 6- 2=( -252) 1638 BC: 2x8 KDDF #16BTR 2- 3=(-3320) 574 6- 7-(-534) 4412 2- 7=(-1212) 192 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3320) 574 7- 8=(-534) 4412 7- 3=( -596) 3420 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4852) 748 8- 5=(-542) 4458 7- 4=(-1212) 192 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 11'- 2.5" V 4- 8=( -252) 1638 TC LATERAL SUPPORT <- 12"00. UON. BC UNIF LL( 381.2)+DL( 325.0)= 706.2 PLF 0'- 0.0" TO 11'- 2.5" V BC LATERAL SUPPORT <= 12"00. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JREQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -714/ 4441V -2000/ 2000H 5.50" 7.11 KDDF ( 625) � ( 2 ) complete trusses required. 11'- 2.5" -714/ 4441V -2000/ 2000H 5.50" 7.11 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, GOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. /XVX\ 7" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= -0.023" @ 5'- 7.3" Allowed = 0.515" MAX TL DEFL= -0.041" @ 5'- 7.3" Allowed - 0.686" 5-07-04 5-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 0'- 5.5" 3-02-02 A 2-05-02 2-05-02 3-02-02 MAX HORIZ. TL DEFL = -0.013" @ 0'- 5.5" 1 . 1' 12 12 M-4x6 !COND. 3: 2000.00 LBS SEISMIC LOAD. 8.00 17 Q 8.00 S Or Design conforms to main windforce-resisting 3 system and components and cladding criteria. 111111111111 1011000,, Wind: 190 mph, hanlon t, TCD-=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the pl of the truss only. M-3x6 M-3x6 2 �o � '`sem �' ... W71 0 co co �I o� 1�� 6 "/ 8 ��5 0 I -8x14 M-3x12 M-7x8 M-3x12 M-8x14 1 1 1 1 1 3-00-06 2-06-14 2-06-14 3-00-06 1 11-02-08 1 �� PROE�nA �NGIN4-„5, �/D 2 �� . 89200PE 9r JOB NAME : RT AREA 4 AMERICAN 2 - H2 4' .,, `, • Scale: 0.4498 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 s, k? Truss: H2 and Wamings before construction commences. building component Applicability of design parameters and proper �i_ g,�t 2.2v4 compression web bracing must be installed where shown+, incorporation of component k the responsibility of the building tlesigner. r 1' �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chards to be laterally braced at /O / 7 A 0 by is the responsibility of the erector.Additional permanent bracing of 2'ntin and at 10'hin.respectively cwood s braced throughout their length). 1 eY DATE: 10/10/2018 the overall structure is the responsibility of the buildingde continuous ri sheathing suchr as plywood required e where swn+tlrywell(BC). p h designer. 3.2a Impact bridging or lateral Swung requiretl where shown++ .viFR R 1 LA- SE K5258 62 3 4.No load should be applied to any component until eller el bracing and 4.Installation of buss is the reeponsibikly 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. design baits be applied to any component. TRANS ID: LINK 5.GompuTushas nocontrol over and assumes noresponsibil ybrthe c 6.Design ssumes lull beadng at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 Y. /�M p fabrication,handling,shipment and instalktion of components. T.Design assumes adequate orainage is provided. O Vtober 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 TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indite sde of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1LYE 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" ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. 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, End vertical(s) are exposed to wind, M-1.5x9 orequal at non—structural LL = 25 PIP Ground Snow (Pg) russ designed for wind loads in the plane of the truss only. vertical members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Unbalanced live loads have been Note:Truss design requires continuous considered for this design. bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-00-09 0-08-12 T T 1' 12 4.00 p M-1.5x3 4 iii ,a I O I o9 2 I l o o5 M-3x9 M-1.5x3 l ), y 5-00-09 0-08-12 l l y 1-06 5-09 ��� tiD PROPEL' ,NA ,1 /O 2 I ,_...89200PE 9I JOB NAME : RT AREA 4 AMERICAN 2 — P1 i Scale: 0.6111 4AO° WARNINGS: GENERAL NOTES, unless otherwise noted: et n Q 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual '9G w OREGON A_ ,4` Truss: P1 and Warnings before construction commences. building component.Alicabiln ofparametersand %' Vs tion of coin pV ydesign proper 2.204 compression web bracing must be installed where shown+. incorporation component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at t° 9 Y 1 4 s']4\ -# is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by 1 (� DATE: 10/10/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required where shown t a fi R i 1 SEQ.: K5 2 5 8 6 2 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 then 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 are for dry eanditia or see. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge i/ EXPIRES: 12-31-2019 shipment components. necessary. fabrication,handling,shi land installation of coin 7.Design assumes adequate drainage is provided. October 1 0,201 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces or truss,and placed so their center TPIMyICA in SCSI,copies of which will be fumished upon request. lines coincide wfth joint center lines. 9.Digbs indicate s¢e 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-1988(MiTek) I l This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2-( 5) 56 2-5-(0) 0 BC: 2x9 KDDF #1&BTA SPACED 29.0" O.C. 2-3-(-61) 27 5-6-(0) 0 3-4-(-10) 5 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSI DL ON BOTTOM CHORD = 10.0 PSI BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 95.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -65/ 450V 0/ 62H 5.50" 0.72 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 1.3" 0/ 62V 0/ OH 5.50" 0.09 KDDF ( 625) 4'- 4.0" -69/ 159V 0/ OH 1.50" 0.20 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:2,5,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" 12 MAX TL DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" 4.00 MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.042" MAX TL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.056" MAX TC PANEL LL DEFL= 0.015" @ 2'- 7.7" Allowed = 0.238" i MAX TC PANEL TL DEFL= -0.017" @ 2'- 6.1" Allowed = 0.358" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX BORIZ. LL DEFL = -0.000" @ 4'- 3.2" a 4 MAX HORIZ. TL DEFL - -0.000" L 4'- 3.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. /' 7-10, Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE Ln (All Heights), Enclosed, Cat.2, Exp.B, M7-10, ir), i load duration factor=1.6, o Truss designed for wind loads 1 in the plane of the truss only. Mil d...I.ill 11 11.ill il III I ii. Oil2 S 6 -/ Jj 61.0111 M-3x9 1 1 l 1-06 4-09 OLP `�Q'ED PROp4- • c4r IP cc :9210P r JOB NAME : RT AREA 4 AMERICAN 2 - P2 � Scale: 0.7092 ! y� WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes I.This designs based only upon the parameters shown and is for an individual 7 0 OREGON t A. Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown". 1- incorporation of component lathe responsibility of the building designer. A,l 2�� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unlesschofor to be laterally braced at <O •T 1 4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at f 0'o.c.respectivelysuch as braced throughout their length by continuous sheathing such as plywood sheat whereC)and/or drywall(BC). � R�10- SEQ.: �� DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required shown 4 e ___��-III SEQ.: K5258625 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 beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, • TRANS I D• LINK design loads be applied b any component. and are or ary condition"or see. R CompuTrus has no control over and assumes no responsibility for the c 6.Design assumes lull bearing at atl supports shown.Shim or wedge if 4 , .t EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 1O,ZO18 8.This design is furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with Joint 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-1317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 9.0" ICONS. 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" 0.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)+DLI 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 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=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads M-1.5x4 or equal at non—structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Unbalanced live loads have been Note:Truss design requires continuous considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-00-04 0-08-12 T T T 12 4.00 I . M-1.5x3 -, 3 .1 Ill RI• N 1 I f r m IW 0 M-3x9 M-1 55x3 l 1 l 4-00-09 0-08-12 y 1 l 1-06 4-09 ,\17./:�p'tiD PPOFFS tiNGINEFR s% 2 `4; :92iOP 'Sri JOB NAME •. RT AREA 4 AMERICAN 2 — P3 Scale: 0.6167 j ....-/ fis WARNINGS: GENERAL NOTES, unless otherwise noted: © CC 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual A_ Truss: P3 and Warn; before construction commences. buildingcomponent.A Applicability of designeters and -yG "y OREGON �� Warnings pp Y parameters proper 2.2x4 compression web biasing must be installed where shown t. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at Y 42. �' is the responsibility of the erector.Additional permanent bracing of 70.5.and at 1a o.c.respectively unless braced throughout their length by ,O a DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Imcontipact or lateral brach as cing reood uired in ere s and/or dryv2ll(BC). SEQ.: K5258626 4.No load should be alied to anyla ging or bracing required respective rota �+O[�'1 pp component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. !�(1 fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are ror••dry condition"of use. s.cpmpgrma has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1,� EXPIRES: 12-31-2419 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 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 TPIP.VrCA in SCSI,copies of which will be fum;shed upon request. lines coincide with joint center lines. 9.Digits indicate sca 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(M;Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-4-(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-54) 12 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: 18.0" 0.0" TOTAL LOAD - 45.0 PSF 0'- 0.0" -110/ 460V 0/ 37H 5.50" 0.74 KDDF ( 625) 1'- 8.2" -79/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.0" -28/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4.00 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 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=1,/180 MAX LL DEFL= 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL DEFL= -0.019" @ -1'- 6.0" Allowed - 0.200" MAX BC PANEL LL DEFL= 0.002" @ 0'- 11.6" Allowed = 0.040" MAX BC PANEL TL DEFL= 0.002" @ 0'- 11.6" Allowed = 0.053" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.3" Design conforms to main windforce-resisting system and componentsand cladding criteria. 3 -/ Wind: 140 mph, h=19.5ft, 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. - - 2 X4 1 M-3x4 l 1 l 1-06 1-11 D PROFFS �NG�NEF9 6 ,0 ¢ :921 9r JOB NAME : RT AREA 4 AMERICAN 2 - PJj� Scale: 0.9879 ! 7� WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised stall General Notes 1.This design s based only upon the parameters shown and is for an individual OREGON Truss: PJ and Warnings before construction commences. building component.Applicability of design parameters and proper t 2.204 compression web bracing must be installed where shown incorporetion of component lathe responsibility of the building designer. G� Ll �h`� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom choto be laterally braced at Q -7 k 1. V is the responsibility of the erector.Additional permanent bracing of 2'o.c,and al 10'o.c.respectNety unless braced throughout their length by DATE: 10/10/2018 the overall structure is the rebi f the buildingde continuous0Imps sheathinginlaterallatebracing wg resheathing(TC)aredweresown•r tlrywall(8C). 111 CR eponsi fdy o signer. 3.2x impact bor suchsplywo d d where shown++ ` 4, SEQ.: K5 2 5 8 6 2 7 4.No load should be applied to any component until after all bracing and 4.Installation of russ is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"of use. e 5.CompuTrus has no control over and assumes no responsibility for the 6.Desegs ssumesNllbeedngMapsuppodsshown.Shimorwetlgeif EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry y,,,,, .t p 7.Design assumes adequate drainage is provided. OCtOber 0,20 1 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in SCSI,copes of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see E5R-1311,ES14-1988(MiTek) III This design prepared from computer input by Pacific Lumber and Truss-BC e 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) 56 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-58) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA DL ON BOTTOM CHORD - 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD - 45.0 PIF 0'- 0.0" -76/ 432V 0/ 35H 5.50" 0.69 KDDF ( 625) 1'- 10.9" -69/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.0" 0/ 46V 0/ OH 5.50" 0.07 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 j BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 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 MAX LL DEFL = 0.013" 0 -1'- 6.0" Allowed = 0.150" MAX TL DEFL - -0.014" @ -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed - 0.072" MAX BC PANEL TL DEFL = 0.006" @ 1'- 10.2" Allowed = 0.299" 1-11-11 MAX BC PANEL LL DEFL = 0.011" @ 2'- 7.3" Allowed = 0.224" f 1' MAX BC PANEL TL DEFL = -0.014" @ 2'- 11.9" Allowed = 0.299" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 • 4.00 G,- 1MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" • Design conforms to main indforce-resisting system and componentsand 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 3 --1 in the plane of the truss only. , I i I - - l M O - - M-3x4 l 1 b 1-06 5-09 • I ,�ti0 PROFFs �N '4-,GINE-$. s/4�9 :9200PE r JOB NAME : RT AREA 4 AMERICAN 2 - P J1 Scale: 0.6861 /� WARNINGS: GENERAL NOTES, unless onheprameteerwise noted: 'V OREGON �lCi� 1.BuildernWand erection contractor co be commences. advised of all General Notes 1.This design is based only upon the parameters a r shown and is for an individual J Iv Truss: P J l and Warnings before construction commences. building component.fcomponent of design parameters and proper ration of cons neM is the res nsibil of the buikin designer. 2() �� Z 2v4 compression web bracing must be installed where shown., incorporation po P° dY g g er /Q 9 y 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at T is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70 o.c.respectively unless braced throughout their lergih by DATE: 10/10/2018 the overall structure is the res onsiblli f the budding tle continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). p ty o g signer. 3.2k Impact bridging or lateral bracing required where shown.. k.R R I I-N- S E Q.: K5258 62 8 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are kr"dry condition"of use. 5.Compacts has no control over and assumes no responsibility kr the 6.Design assumes NII bearing at all suppods shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, ry p shipment and ho limitations of components. 7.Design assumes adequate drainage is provided. October 10,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center TPLM?CA in BCS),copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,IncJCompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 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) 56 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3-(-58) 27 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 -58/ 952V 0/ 54H 5.50" 0.72 KDDF ( 625) 3'- 10.9" -64/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.0" 0/ 55V 0/ OH 5.50" 0.09 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 ICONS. 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 3-11-11 MAX LL DEFL - 0.000" @ 0`- 0.0" Allowed - 0.066" f MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.088" MAX BC PANEL LL DEFL = 0.012" @ 2'- 7.3" Allowed - 0.224" MAX BC PANEL TL DEFL = -0.022" @ 2'- 11.9" Allowed = 0.299" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=15ft, TCD1,=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0Truss designed for wind loads r,.1 in the plane of the truss only. h r 0 4. el 2 4 -/ 0 M-3x9 l l 1 1-06 5-09 ��5EO PRO fFss �So-, �NGINEFR /029 :9200PE ' JOB NAME : RT AREA 4 AMERICAN 2 - PJ2Scale: 0.6736 '` • ' '• • WARNINGS: GENERALNOTES, unto.otherwise noted: © Cr 1.Builder and erection contractor should be advised at all General Notes 1.This design is based only upon the parameters shown and is or en Individual OREGON lti Truss: PJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4- bc 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the bonding designer. 2-'3)\ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to De laterally braced at ,O 14 is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by //�� Y 1 L DATE: 10/10/2018 the overall shudure is the responsibility f the buildingcontinuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). !R R II ..." p ty o designer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K5258629 4.No load should be applied to any component until after ant bracing and 5.4.Installationoftru,ryssheresse lon:be usydnility of the ananconlaeVcoctor.environment, fasteners are complete and at no time should any loads greater thangn assumes design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrushasno ontroloveraMassumesnorespansibilftyforthe 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 a nary. �{ p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPI/MCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Int./CotnpuTnts Software 7.6.8(1 L)-E 10.For basic connector plate daaign values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS HIP CORNER RAFTER CHORDS: LOAD DURATION INCREASE = 1.15 LOADING TC 2X4-2 KDDF #1&BTR TOP CHORD LL + DL = 32.0 PSF • 12 2.83 v M-5x8 M-3x6 101 M-3x6 4 3 1011 • M-3x6 00.11000 • M-3x8 0111.000 i rn • o J' y 2-05-01 7-06-02 y • ���Ep PR OFFss co ��GINE /O2 ° :9200PE r JOB NAME : RT AREA 4 AMERICAN 2 - PR Sale: 0.7210 /-40"'"1. �r.... WARNINGS: GENERAL NOTES, unless otherwise noted: Q Ct 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,OREGON Truss: PR and Warningsbefore construction commences. building g component orient is the of design parameters and proper t 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of me building designer. `. tJ 14 2 �4 3.Additional tem bracing to insure stability during 2.Design assumes the top and bottom chords to be laterally braced at I 7 temporary g y g constmdbn 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^ is the responsibility of the erector.Additional of permanent bracing of continuous sheathing such as plywood ng(TC)and/or drywall(SC). DATE: 10/10/2018 the overall structure is the responsibility o(the building designer. 3.20 Impact bodging or lateral bracing required where shown++ [J `_ VVVV 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the res �n R SEQ.: KS 2 5 8 6 3 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to beusedin a non-corrosive environment, TRANS I D: LINK design beds be applied to any component. and are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipmentnecessary. rT .1 p andcInstallation ofn 7.Design assumes adequate drainage is provided. OCt0 e r 0 r no I° 6.This design is famished subject to me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. MiTek USA,Inc./CompuTms Software 7.6.7(1 L)-Z 0.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) l This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 • TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-4=(0) 0 BC: 2x9 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-54) 12 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12••00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -95/ 454V 0/ 35H 5.50" 0.73 KDDF ( 625) 1•- 9.2" -71/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 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:2,4,3 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/IBD MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.043" 1-11-11 T MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.057" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 4.00 ' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ co ti N f I m Illa O 2 4 -/ M-3x4 l l l 1-06 2-00 it%V PROFFs � so ��GINE;9 s/0 't 7:92 0 C-- JOB JOB NAME : RT AREA 4 AMERICAN 2 - PSJ1 � • Scale: 0.7058 WARNINGS: GENERAL NOTES, unless otherwise noted: Ct) Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upen the parameters shown and is for an indiuldual OREGON as, 40 Truss: PSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper µ 2.2x4 compression web bracing must be instated where shown 4. incorporation of component k the responsibility of the building designer. Al,I as{�� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorus to be laterally braced at 74. ,,y, T 14 •G" is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by V �'F w continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). F'R R%��VV. DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridges or lateral bracing required where shown«s SEQ.: K52 5 8 6 31 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. 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. andanassure for tlry full bearinon"of g 5.CompuTrus has no control over and assumes no responsibility for the a mcesse assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 • ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedd onon both faces of truss,and placed so their center TPVWTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) i. • This design prepared from computer input by Pacific Lumber and Truss-BC v LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KIDS' #1&BTR LOAD DURATION INCREASE = 1.15 • 1-2=( 0) 56 2-4= BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-58) 25 (0) 0 TC LATERAL SUPPORT <= 12"OC. ION. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -91/ 966V 0/ 59H 5.50" 0.75 EDIT ( 625) 1'- 9.2" -53/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" ' -50/ 109V 0/ OH 1.50" 0.17 BODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,9,3 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9.00 1'' 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 = 0.002" @ 1'- 3.8" Allowed = 0.213" MAX TC,PANEL TL DEFL = 0.002" @ 1'- 2.3" Allowed = 0.320" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -I i Design conforms to main windforce-resisting system and components and cladding criteria. lir Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, Al 'All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ro.-i load duration factor=1.6, 1 Truss designed for wind loads o in the plane of the truss only. ti 1 - - o _ o 2..> 9X M-3x9 y y 1 y • 1-06 2-00 1-11-11 • ,s74oINE4'\0 PROF 2 =9200PE 9' JOB NAME : RT AREA 4 AMERICAN 2 - PSJ2 Scale: 0.7937 L ' . WARNINGS: GENERAL NOTES, unless otherwise noted: O Ct t.Builder and erection contractor should be advised&all General Notes 1.This design is based only upon the parameters shown and is for an individual yG 2!OREGON leg �C/ Truss: PSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2k4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building devgner. 2A� P+�, 3.Additional temporary bracing 10 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O 9 Y 14 is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 70'ox.respectively unless braced throughout thele length by y DATE: 10/10/2018 the overall structure is the y bliof the building desi continuous sheathing such as plywood sheathing(TC)wereshownand/or drywell(BC). � n RIO- SEQ.: esponsi ly g goer. 3.2a Impact bridging or lateral bracing required resile shown se K 5 2 5 8 63 2 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design wads be applied to any component. and are fordry condition.of use. s.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessahandling,shipment t and installation of components. ry Amen 7.Design assumes adequate drainage is provided. October 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 TPI/Vi/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. . 9.Digits indicate sue of plate in inches. MiTek USA,Inc,/CompuTms Software 7.6.8(1L)-E ID.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 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury !Will Dimensions are in ft-in-sixteenths. •%‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �'�1fi, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves .11.111112512111 p may require bracing,or alternative Tor I MINIEMIL_ 1611Wilp p c bracing should be considered. �_ O3. Never exceed the design loading shown and never ipO a stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 F designer,erection supervisor,property owner and plates 0- 'lie 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 fuly.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/7P!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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC inthe 05/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or atter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■�E reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111111111111111110 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 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, hil Te ke 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