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This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" ICONS. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. ', LL( 25.0)+DL( 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), rn re) TOTAL LOAD= 95.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Y-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. 5-00 5-00 1' T 1' 12 I I M-4x4 12 12.00 7 3 N12.00 I► o /- A -/o o 1„ 4111\ M-3x4 O y 1-00 ' 10-00 y 1-00 y �((`" D rRor`s.�y,�1 ANG W E�C`R V/V 2 Q� =9200PE 9r JOB NAME : RT AREA 4 ENGLISH' STEP - Al ` Scale: 0.4196 �-= /7� • WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper I. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual OREGON OREGON tk /'&2.2.r4 compression web bracing must be Installed where shown 4. 17of 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 GAO y 14� 2-°\00.1A" Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced throughout their length by DATE: 10/10/2018 the overall structure is the res onslbi of building tlesi continuous sheathing such as plywood sheath:yin)and/or drywall(BC). p fty o g gner. 3.2:Impact bridging or lateral bracing required where shown.e ��R i LL SEQ.: K5259208 4.Noens are complete ppliedto any corn Mnentuntil illfte all bracing and 4.Installation of truss Is the responsibisedIna respective contractor. 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be lied to an and are for"dry condition”of use. TRANS ID: LINK tin as a pp ycompaheut. 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and a dies no responsibility for the necessary fabrication,handling,shipment and in tallation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the llimitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center October 11,2018 TPIANTCA In SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L).E 10.For basic connector plate design values see ESR-1311,ESR-1888(MRek) 1 e This design prepared from computer input by Pacific Lumber and Truss-BC i LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-1295) 1552 3- 9=( -914) 392 2x9 KDDF #1&BTR Ti, T2 SPACED 29.0" O.C. 2- 3=(-1275) 628 7- 8=( 0) 0 8- 9-) 0) 65 BC: 2x9 KDDF #1&BTR 3- 9=( -896) 349 8-10=( -7) 10 9- 4=( -226) 568 WEBS: 2x9 KDDF STAND LOADING 4- 5=( -867) 297 10- 6=(-1028) 1392 9-10=(-1054) 1931 LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=(-1332) 619 9- 5=( -627) 989 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 10- 5=( -309) 371 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -390/ 1109V -2000/ 2000H 5.50" 1.77 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) 19-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-02 9-01-14 MAX LL DEFL = -0.020" @ 7'- 11.1" Allowed = 0.808" MAX BC PANEL TL DEFL = .474" SEASONED LUMBER IN2 DRY SERVICE.3" dCONDITIONS 4-00-05 3-10-13 ` 4-03-09 4-10-05 A 'I '1' 'I '' 'I MAX HORIZ. LL DEFL = 0.029" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.030" @ 0'- 5.5" M-4x6 12.00 7 . 112.00 4.0" 'GOND. 3: 2000.00 LBS SEISMIC LOAD. I 9 M-3x6 -M-3x6 Design conforms to main windforce-resisting iQ system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x9 (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), load M-3X6 Truss dsignedfforowind6loads M-3x6 M-1.5x3 in thidupe laneof thetruss only.a • M-3x4 M-3X6 russ designed for 9x2 outlookers. 2x9 let-ins �+' �� f the same size and grade as structural top hord. Insure tight fit at eaah end of let-in. M-1.5x9 tlookers must be cut with care and are permissible at inlet board areas only. o i. M-3x6 ',� el i 1 Pr M-3x9 9 ��. o o I= N 7 8 10 **6 0 M-1.5x3 =M-4x9 M-3x4 1 0 M-5x8 b 1 y l 7-11-02 4-03-09 4-10-05 1-00 7-07 yy 9-06 y ���Ep PROFFss y 7-09-06 0-02-06 9-03-10 y GINEFR /OZ 17-01 �� '7-'92 0 9 JOB NAME : RT AREA 4 ENGLISH STEP - B1 Scale: 0.2119 ...dr WARNINGS: GENERAL NOTES, unless otherwise noted: ti tr t.Builder and erectloncontractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown and is for an Individual OREGON 4(/ Truss: B1 and Warnings before construction commences. building component.Applicab lty of design parameters and proper 7� L 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. / LI O �\ 3.Addition(temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be Iaierelry braced at -7 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectas ply unless braced throughout their length by • DATE: 10/10/2018 the overall structure is me responsibility of the buildingdesigner. continuoussheathing such lacwootl required i,here s ownand/+drywell(BC). ` ,I p ry g 3.2x Impact bridging or lateral bracing where shown++ �R 1 SEQ.: K5259209 4.No load should be applied to any component until after all bracing and 4.Installation oftru is responsibilIn ityive l, fasteners are complete and at no see should any loads greater than Design assumes and are for"dry condition"of use. Design mads h•applied to any component. TRANS ID: LINK 5.CompuTushas nocontrol over and assumes naresponslbll yforthe 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication.handing, nece�ry. .l.l p g,edismenceM Installation components. 7.Design shall belceduonothl rose iotrusse n OC�0 er 1I,2��0 6.This design b furnished subject[o the limitations set forth by e.Plates shall be located on both faces of Truss,and placed so their center TP WWCA 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,InCJConlpuTrus 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 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTA I LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-124) 541 3- 9-(-236) 225 BC: 2x4 KODF #1&BTR SPACED 29.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 B- 9=( 0) 65 WEBS: 2x4 KDOF STAND i 3- 4=(-633) 290 8-10=( 0) 5 9- 4=(-226) 496 LOADING 4- 5=(-647) 255 10- 6=( -61) 513 9-10=( -80) 527 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6-(-857) 179 9- 5-(-281) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5-( -40) 130 TOTAL LOAD - 45.0 PSF OVERHANGS: 12.0" 0.0" '� BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -120/ 897V -219/ 232H 5.50" 1.43 KODF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDUF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-02 9-01-14 MAX LL DEFL = 0.019" @ 7'- 11.1" Allowed = 0.808" f f f MAX BC PANEL TL DEFL = -0.066" @ 4'- 2.3" Allowed = 0.474" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-00-05 3-10-13 4-03-09 4-10-05 4' 4' 1 1' 1' MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" M-4x6 12.00 7 N12.00 4.0" Design conforms main windforce-resisting ,t( system and componentsandcladding criteria. ��\ ' Wind: 140 mph, h=23.2ft, 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. M-1.5x3 1111111111 3 11100,\M-3714 rn 0 I rI p .ii \WMI°144 ti o o M-3x9 , M " ` ! I 8 10 **6 0 M-1.5x3 M-3x4 M-3x4i CD M-5x8 l k b 7-11-02 4-03-0? 4-10-05 1-00y 7-07 yy 9-06 y t`� OPROFFs y 7-09-06 0-02-06 9-03-10 y C?� .NG(INE.. diA. 17-01 �� :9200PE 9r JOB NAME : RT AREA 4 ENGLISH STEP - B2 • Scale: 0.2119 WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and gerection mMractorshouIdbaadvisedofall General Notes 1.This design Is based onyupon the parameters shown and isfora'Individual -y�G ,�OREGON c, Truss: B2 and Warnings before construction m mamas. building component.Applicabilhy of design parameters and pro 2.294 compression web bracing must ba.installed where shown 4. Incorporation of component is the responslblldy of the building designer. 2�� �� 3.Additional temporary bracing to insure istabilftydunngconstruction 2.Design assumes the top antlhotomchordstobelateralybracedat <O 9y 14 Is the responsibility of the erector.Atld tonal permanent bracing of 2'o.c.and at iG o.c.respectively asvey unless braced throughout their length by 1 ,S DATE: 10/10/2018 the overall structure la the res onalblllof the building continuous sheathing such plywood required sheathing(TC)end/or drywall(BC). c 13 p b g designer. 3.29 Impact bridging or lateral bracing where shown 4. `R 1 i�� SEQ.: K525 9 210 4.No bad 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 noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are br"dry condition"of g uso. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim orwedge if EXPIRES: 12-31-2019 it.nfabrication,handling,shipment and ins station of components. sna T.Design assumeslbbadequate tothifage Is provided. October 1 1,201 8 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(aces of truss,and placed so their center TPIA TCA in BCSI,copies of which w>tl be furnished upon request. lines coincide with joint center lines. a 9.Digits indicate size of plate In Inches. MTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values sae ESR-1371,ESR-1988(MTek) • This design prepared from computer input by Pacific Lumber and Truss-BC A LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-10=(-576) 3944 10- 3=( -278) 1926 15- 7=( -730) 9586 BC: 2x6 KDDF #16BTR 2- 3=(-5268) 850 10-13=(-574) 3429 3-13=(-1252) 296 16- 7=) -206) 1296 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3756) 704 11-12=( 0) 0 12-13-) -BO) 556 7-17=(-5422) 886 2x4 DF 2900F A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-3732) 718 12-14=) -2) 20 13- 9=( -936) 9954 17- 8=( -72) 30 2x9 KDDF STUD B; TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-4939) 846 14-15=(-874) 5616 13- 5=(-1626) 402 2x6 KDDF STAND C; BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-5386) 900 15-16=(-358) 2380 13-14=) -532) 3676 2x8 KDDF #2 D 7- 8=( -42) 54 16-17=(-358) 2380 5-14=( -398) 1964 ADDL: BC CONC LL+DL= 673.0 LBS @ 17'- 1.0" 8- 9=( 0) 0 14- 6=(-2700) 492 TC LATERAL SUPPORT <= 12"OC. UON. 6-15=)-2080) 352 BC LATERAL SUPPORT <= 12"01. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -839/ 5030V -212/ 26914 5.50" 8.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -915/ 5609V 0/ OH 5.50" 8.97 KDDF ( 625) ' ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. COND. 2: Design checked for net(-7 psf) uplift at 24 'cc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR 9" oc in 2 row(s) throughout 2x6 bottom chords, TO FABRICATION OF TRUSS. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x8 webs. MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 7-11-02 6-07 4-06-14 MAX LL DEFL = -0.067" @ 11'- 0.0" Allowed = 0.908" T . f f MAX TL DEFL = -0.126" @ 11'- 0.0" Allowed = 1.211" l 4-03-01 3-08-01 / 2-11-02 / 3-07-14 /2-06-141-07-04SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 MAX HORIZ. LL DEFL = 0.015" @ 18'- 4.5" 12 12 0-09-12 MAX HORIZ. TL DEFL = 0.029" @ 18'- 4.5" M-4x6 12.00 P7 N12.00 4.0" Design conforms to main windforce-resisting 4 ,,,,-,,' system and components and cladding criteria. 11 Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads in the plane of the truss only. M-3x6 AL13 M-5x6 M-1.5x3 M-7x8 M-5x12 'rff�� M -1 I 1 MIL I OI O ,A -1 0 o i M-3x6 N 13��_� ee ■� i O "' ell Y�J -, , 11L2 14 15 16 17 M-1.5x3 M-3x12 M-5x6 M-1x8 M-5x12 M-7x8 673# ),-y 0-08-08 b ,1 b 1' 1 Y ). 4-01-05 3-09-13 3-00-14 3-09-10 2-03-06 1-03-08 ���EO P ROFFyy > y S 1-00 7-07 11-06 'GINE /)b ). ��\ ,9 qt.97-09-06 0-02-06 11-03-10 � 'y :9200PE 1-00 19-01 JOB NAME : RT AREA 4 ENGLISH STEP - BGIRD , �� -.........., Scale: 0.2030 WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and Is for an Individual 1c, Truss: BGIRD and Warnings before construction commences. building component.Applicabiley of design parameters and proper �/ /�- �� LV 2 2x4 compression web bracing must be instsged where shown+, Incorporation of component is the responsibility of the building designer. I/� I� ,` 3.Additional temporary bracing to Insure atabilgy during construction 2.Design assumes the top and bottom chorda to be laterally braced at <0 '41y 14 �O �� Is the responsibility of the erector.Additional permanent bracing of 2'o.a and at10'o.c.respectively unless braced throughout their length by Y w DATE: 10/11/2018 the overall structure Is the responsibility of baldingdes continuous sheathing such as plywood required et where a and/or tlrywall(BC). VV1 p ty o designer. 3.2x Impact bridging or lateral bracing required where shown 4•: K SEQ.: 55 2 5J 92I I 4.No bad should be applied to any component until after an M bracing and 4.Installation of truss Is e respoeslblFty of the respective contractor. lC fasteners are complete and at no time should any loads greater than s.Design assumes vases are b be used in a non-corrosive environment, R R 1 L\- design loads be applied to any component. and are for"dry condition.of use. TRANS ID: LINK B.Deal fullbearin at supports air 5.CompuTmshas nocontrol over and assumes noresponsibility for the necessary.assumesg EXPIRES: 12-31-2019 fabrication,handling, ry' g,edismencao installation o components. T.Plates assumes c ed on drainage is t ,provided. October 11,2018 8.This design Is furnished subject to the limitations set forth by 8.plates shag be located on both faces of truss,and placed se their center TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 15.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 3-06-00 GIRDER SUPPORTING 17-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-43) 48 2-4-(-149) 195 BC: 2x8 KDDF#1&BTR 2-3=( -16) 8 WEBS: 2x4 RODE STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 0- 12"0C. UON. TC UNIF L( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 3'- 6.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF L( 188.5)+DL( 170.8)- 359.4 PLF 0'- 0.0" TO 3'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -108/ 7B1V -41/ 81H 5.50" 1.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 6.0" -132/ 721V 0/ OH 5.50" 1.15 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Hangers attached to the bottom chord I will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 ** For hanger specs. - See approved plans MAX TC PANEL LL DEFL - 0.009" @ 1'- 9.3" Allowed - 0.186" MAX BC PANEL TL DEFL = -0.009" @ 1'- 9.9" Allowed = 0.149" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" 3-02-04 0-03-12 MAX HORIZ. TL DEFL - 0.000" @ 3'- 2.2" T I T T 121 Design conforms to main windforce-resisting �-p system and components and cladding criteria. 9.00 1 Wind: 190 mph, h=15ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. A N ..,,d1111111114 0 0 oI rn o IIME11 I o /- 0 M-5x16 M-3x12 3-02-04 0-03-12 .1\' ‘ C) P R 04 s y 3-06 y C?Co'NGINEc•/�2 ,,,....-"e4 89200PE 9r JOB NAME : RT AREA 4 ENGLISH STEP - CGIRD ore ,,___„ Scale: 0.5899 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 anindivldual ,�OREGON ��C/ Truss: CGIRD and Warnings before construction co,Inmences. building component.Applicability of design parameters and proper t" z.z.a soul b bracing t Installed where shown+. Incorporation of component is the responsibility of the building designer. A 11 pression we g mus ae 2.Design assumes the lop and bottom chorda to be laterally braced at /O •I 1 A 2O �` 3.Additional temporary bracing to inwrp stability during construction 2'o.c.and at f 0•o.c.respectively unless braced throughout their length by Y P Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/10/2018 the overall structure is the reeponsibiity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ MER R L`'' S EQ.: K5 2 5 9 2 12 4.No load should be applied to any component until after all ttv bracing and 4.Installation of truss is the responsibility of the respece contractor. fasteners are complete end at no limp should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design made be applied to any component. and are ar dry conditionarose. 6. 5.CompuTms hes no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry. .1 p fabrication,handling,shipment andipstellatlon of components. 7.Design assumes adequate drainage is provided. October.I.I I 1,2�I V 6.This design Is furnished subject to thit Imitations set font by 8.Plates shall be located on both faces of truss,and placed so Meir center TPIIWTCA In SCSI,copies of which Mil be furnished upon request. Ines coincide web Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompcTras Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-1311•ESR-1988(Weft) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-(0) BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2-7=(0) 0 5-7-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural TOTAL LOAD= 45.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 ,@ ( 0) vertical members (uon). LL = 25 PSF Ground Snow P 6'- 11.5•• 0/ OV 0.00" 0.00 ,@ ( 0) ( g) 7'- 0.5. 0/ OV 0.00" 0.00 ,@ ( 0) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 2.0" 0/ OV 0.00" 0.00 ,@ ( 0) considered for this design. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 complete specifications. MAX LL DEFL = 0.000" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.000" @ -1'- 0.0. Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0. Allowed = 0.348" NOTE: DESIGN ASSUMES SHEATHING MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.464" TO ONE FACE. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" 21-02 .� MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" MAX LL DEFL = 0.000" @ 11'- 7.7" Allowed = 0.706" 11-07-11 9-06-05MAX TL DEFL = 0.000" @ 11'- 7.7" Allowed = 0.942" A f SEASONED LUMBER IN DRY SERVICE CONDITIONS IIM-4x4 2 1212 NN Design conforms to main windforce-resisting 9.00 7 Q 9.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I ,Ii /L -hili... viiiilii..ii���iiiiiiiii1„,.„ii, 11 T 4 $ l y y 6-09-12 14-04-04 y b i' y 1-00 6-11-08 14-02-08 ), ), ��Q,ED PROFFss 7-00-08 0-01 14-01-08 1-00 21-02 'ci 7 9 9200P � r JOB NAME : RT AREA 4 ENGLISH STEP - D1 iZ .. Scale: 0.2146 =- WARNINGS: GENERAL NOTES, unless otherwise noted: Q CC Truss Dl 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 ",OREGON 4/ and Warnings before construction commences. building component.Applicability of design parameters and proper s` 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �07`l^��� 3.Additional temporary bracing to 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 1G o.c.respectively 9 unless braced)TC)a out their length by DATE: 10/11/2018 the overall structure is the responsibility of the building designer. 20IZI Impact sheathing such as plywood required where)and/or tlrywell(BC). A�� 3.2x Impact bridging or lateral bracing shown++ ,if ` SEQ.: K5259213 4.No load should be applied to any component until allerall bracing and 4.Installation of truss is the responsibility of the respective contractor. RRII� 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. and are for dry conditionor use. 5.CompuTrus has nocontrol over and assumes noresponsibility for the a.Design assumes full bearing atall supports shown.Shim orwedge f EXPIRES: 12-31-2019 fabrication,handling,shipment end Installation of components. necessary. 7.Design ssheflassumes be onate ofceiotprovided. OCL0L)e�'I,2018 6.This design b famished subject to the limhations set faith by B.Plates shah be located both faces of truss,and placed so their center TPVN?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus uTms Software 1 LE 7.6.6 - S.Digits indicate size of plate in Mches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 204 KDDF#1&BTR I LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-215) 229 8- 2=(-1083) 239 4-13=(-963) 219 BC: 2x4 KDDF#1&BTR 1 SPACED 24.0" O.C. 2- 3=( -916) 189 9-11=( -2) 10 2- 9=( -105) 714 13- 5=(-207) 574 WEBS: 2x4 KDDF STAND 3- 4=(-1117) 259 11-12=) 0) 0 9- 3=( -461) 164 13- 6=(-245) 165 LOADING 4- 5=( -819) 270 10-13=(-17B) 874 9-10=( -186) 774 6-19=(-161) 142 TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=( -817) 291 13-19=(-125) 687 3-10=( -43) 212 19- 7=(-107) 701 BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -926) 205 14-15-) -26) 45 11-10=) 0) 55 7-15=(-912) 222 TOTAL LOAD = 45.0 PSF 10- 9=( -23) 226 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:2-4,6-7,14 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -229/ 237H 5.50" 1.78 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 I MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 11-07-11 9-06-05 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 1' MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed = 1.012" MAX TL DEFL = -0.092" @ 6'- 9.8" Allowed = 1.350" 3-05-12 3-05-12 4-08-03 4-06-09 4-11-13 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 1' T T 1' 12 12 MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 9.00 (IM-4x9 N 9 OO MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" 9.0" 5 d'f, Design conforms to main windforce-resisting 0. system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 4 6 in the plane of the truss only. r 3 y SS 0 ii Lo /- y Ili y tlAL. I� 1 l0 r! - 1 3 19 15� If N 3 M- x8 M-1.5x3 CD 9 lea 0 1 0 .-1 B 9 1112 ti !.. �M-1.5x3 M-5x8 M-3x8 M-1.5x3 y > 1 y J• y 3-04 3-05-12 4-09-15 4-10-01 4-08-04 J' y > ���EO PR OFFss 1-00 6-11-08 14-02-08 y y 7-00-08 0-01 14-01-08 y oGIN E$n /0 J., 21-02 !� V-9210 I. �!%r. JOB NAME : RT AREA 4 ENGLISH STEP - D2 ,��/� Scale: 0.1972 - WARNINGS: GENERAL NOTES, unless otherMse 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 Lei Truss: D2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Ins/ailed where shown+. Incorporation of component is the responsibility of the building designer. 1' �� 3.Additional temporary bracing to insure stabil during construction 2.Design assumes the top and bottom chortle to be laterally braced a[ `/6 A T 14, O mpo ry c g l p g 7 o.c.and at 10'o.c.respectively unless braced throughout their length by ��'/ "'1's Q is the responsibility of the erector.Ac&tonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `.. DATE: 10/10/2018 the overall structure is the responsib6ly of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ R R �� SEQ.: K5 2 5 9 214 4.No load should be applied to any cor)lponent until alter all bracing and 4.Installation of Was is the responsibility of the respective contractor. fasteners are complete and at no Ont should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, e. TRANS I D: LINK design loads be applied to any camonent. and gnassu for n wdl baa or at a • 5.CompuTrushas nocentrolover and assumes norespomibllayfor the necessaB.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 num L 2�10 , 1p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 1 8.This design is furnished subject to t limitations set forth by 8.Plates shall be located on both faces N truss,end placed so their center a TPI/WTCA In BCSI,copies of which`rvilI be furnished upon request. lines coincide with joint center lines, 9.Digits Indicate she of plate In Inches. MiTek USA,Ino./CoespuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC , LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -893) 171 7- 6=(-203) 218 7- 1=(-916) 200 3-11=(-491) 219 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-1078) 258 8-10=) -2) 9 1- 8=(-108) 689 11- 9=(-204) 557 WEBS: 2x9 KDDF STAND 3- 4=) -799) 269 9-11=(-173) 849 B- 2=(-985) 164 11- 5=(-297) 165 LOADING 4- 5-) -802) 288 10-12=( 0) 0 8- 9=(-174) 729 5-13=(-157) 141 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -919) 203 11-13=(-123) 677 2- 9=( -98) 222 13- 6=(-106) 691 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 13-14=) -26) 95 10- 9=) 0) 56 6-19=(-901) 220 TOTAL LOAD = 95.0 PSF 9- 3=( -19) 202 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -196/ 991V -229/ 2290 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 11.0" -196/ 991V 0/ OH 5.50" 1.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.023" @ 6'- 6.8" Allowed = 1.000" 11-04-11 9-06-05 MAX TL DEFL = -0.090" @ 6'- 6.8" Allowed = 1.333" f - - SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-02-12 3-05-12 4-08-03 4-06-09 4-11-13 MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" f ,( ,r ,r ,r ,r MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 IIM-4x4 9.00 7 • N 9.00 NOTE:Design assumes moisture content does ' 4.0" not exceed 19% at time of manufacture. X- 4 ,f--,( I A_A Design conforms to main windforce-resisting Eltevirldca:alltlx:Idsellidodiwiliteria. nentsandcladding criteria.Wind: mhh= CDL=6.O,BCDdodiASCE ia.l e htnlosed, Cat.2xp.B, MWFRS(Dir), d uticor=l. , M-3x9 M-3x9ae exposed toind, S Truss e truss only. 110 I o M-3x4 1 o z M- x4 11111111111111111111ii M-3xA 0 3. . ..,:. /- ,n .. i _. �l9 III, 11 ; rI 13 **14 f of f ly z'11. M-3x4 M-1.5x3 7 th-1.5x3 B M-ix8 M-3x6+ M-3x8 12 M-3x8 M-1.5x3 M-3x6+ M-3x6+ M-3x6+ J‘ .6 ), .6 Y ,6 ) 3-01 3-05-12 4-09-15 1-01-09 3-08-08 4-08-04 y 6-08-08 y 14-02-08 y �Ep PROP k-.0 13-00 6-03-08 7-11 y �\C��NGINEL,cS'/�A- 20-11 2 89200PE 9 JOB NAME : RT AREA 4 ENGLISH STEP - D3 • Scale: 0.2051 WARNINGS: GENERAL NOTES, unless otherwise noted: O C' 1.Builder and eree5on contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indtldual Wdioncommen.s. building component.Applicability of design parameters and proper 1L , OREGON sw� lv Truss: D3 andWarningsbeforecons 2.2x4 compression web bracing must be Installed where shown*, incorporation of component is the responsibility of the building designer. N 3.Additional temporary bracing to Insure stability during consimction 2.Design assumes the top and bottom chortle to be laterally braced et /0 9 y 2-°\0,‘".4", 0 ��� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecteely unless braced throughout their length by M 14, b DATE: 10/11/2018 the overall senators is the res ensibibofthe bu9din designer. continuous sheathing such as plywood required where)antl/ortlrywall(BC). P ly g g 3.25 Impact bridging or lateral bracing shown 44 �� {�� SEQ.: K5259215 4.No load shoWtlbeapplied toany component until after all bracing and 4.Installation of truss Is the responsibility of the respectne contractor. 1 fasteners are complete and at no tlee should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design ds beapplied to an 1 and are for"dry condition.of use. TRANS ID: LINK gnoaycompo"°". SDesign assumes full bearing atall supports shown.Shimorwedge if EXPIRES: 12-31-2019 5.Compares has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. October 11,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,end placed so their center TPIIW1-CA In BCSI,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits Indiste s¢e of plate In Inches. MiTek USA,IneJCorrlpuTrus Software+7.6.9(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'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 9=(-203) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-743) 287 7- 8=(-186) 750 1- 7=(-106) 702 4- 9=(-253) 157 WEBS: 2x4 KDDF STAND 3- 9=(-718) 283 8- 9=)-125) 550 7- 2-) -75) 159 9- 5=(-101) 633 LOADING 4- 5=(-753) 184 9-10-) -91) 60 2- 8-(-371) 197 5-10=(-901) 221 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 471 BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:1-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -146/ 991V -248/ 275H 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 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 :AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.018" @ 11'- 4.7" Allowed - 1.000" MAX TL DEFL = -0.031" @ 11'- 4.7" Allowed = 1.333" SEASONED LUMBER IN DRY SERVICE CONDITIONS i', 11-04-11 9-06-05 4' 4' MAX HORIZ. LL DEFL - 0.006" @ 20'- 9.2" 5-10-15 5-05-11 4-06-09 4-11-12 MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 4 f 4' 4' 1 12 12 Design conforms to main windforce-resisting 9.00 7 111M-4x4 N 9.00 system and components and cladding criteria. 4.0" Wind: 190 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, "t'...( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /AA load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads II in the plane of the truss only. o`� r Sp � 1 00 y O f N .-1O 01 O i 111111111111111111101..] V m lei m a 6" 0. 5' B 9 **iD M-1.5x3 M-1.5x3 M-5x8(S) y y 1 y y y �� ,ED PR 0E6. y 5-07-07 5-09-03 4-10-01 9-08-04 y �� �iNGINEFR /02p 20- 1 89200PE r JOB NAME : RT AREA 4 ENGLISH STEP - D4 ores Scale: 0.2295 I WARNINGS: GENERAL NOTES, unless otherwise noted: ft 1.Builder and erection contractor shnul be advised of all General Notes 1.This design kbased only upon the parameters shown and isfor anindividual -74. OREGON 4/ Truss: D4 and Warnings before constvmtnn m mantes building component.Applicability of design parameters and proper 2.2x4 compression web bracing must installed where shown 4. incorporation of component is the responsibility of the building designer. �Q 3.Additional temporary bracing to Mari stabikty during construction 2.Design assumes the top and bottom chortle to be laterally braced al L/O I)' 0 Is the responsibility of the erector.Ad Menai permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A 14 w DATE: 10/10/2018 the overall structure b the res onsibi of the buildingdesigner. continuousxipatbridging such as pcwg requiredesheathing(TC)whereshown 4 tlrywall(BC). p p ty 3.2x Impact bdtlging or lateral brecing where mown«« FR R`�\,, S E K5 2 5 9 216 4.No lead should be applied to any co penent until after al bracing and 4.Installation of truss is the responsibili5 of the respective contractor. I 4'' fasteners are complete and at no IIm should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK s.compuruahas nacontrol over and eaumeanareaponarollryrortbe E Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handlin necessary g,ed subject to th installation nsee forth components. 7.Designassumesbe locted on botdrah face is provided. October 11,2018 6.This design Is furnished subjeM to Ih1 limitations x[forth by 8.Plates snap be located on both faces of trues,and placed so their center TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate sae of plate In inches. Wel:USA,Ino./CompuTrss Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.EBR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.5" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. IC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&HTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. 00N. 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 for wind loads 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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span SON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-03-12 0-03-12 T T T 12 4.00 M-1.5x3 9 —/ 3 i th-o 0 ko 0 2 ti , I rn NM m MI A M-3x9 M-1.5 5x3 y y y k<5Ep PROFFSs' 1-00 3-07-08 ��5 �NGINER /o 2 4- :9200PE 9t JOB NAME : RT AREA 4 ENGLISH STEP - E1A°.fr ,,,, . Scale: 0.6785 .. WARNINGS: GENERAL NOTES, unless otherwise noted: 'O CC 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �La A_OREGON 2 �� 2.2z4 compression web bracing must be installed where shown+. '2) incorporation of component is the responsibility ofthe building designer. -!� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be Iateraly braced at Aly 14 20 P-1.. is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c.reepectNely unless braced throughout their length by DATE: 10/10/2018 the overall structure is the responsibility of building designer. continuous sheathing such as bracing required tlrywall(BC). P ty o g 9 3.Di Impact bridging or lateral bracing required where shown++ illeR R I LL SEQ.: K5 2 5 9217 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibibly of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-coeeslve environment, TRANS I D• LINK design loads be applied to any component. and are for dry condition"o use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication, shipment and installation of components.on,handling, I, q q p 7.Design assumes adequate drainage is provided. October 1 1,201 V 6.This design is furnished subject to the limitations set forth by 8.Plates shag be beefed on both feces of truss,and placed so their center TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 1 L-E ed Digits indicate con size of plate a inches. P ( 1.Forbasiccennsize plate design values see ESR-1311,ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS, TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 BC: 2x9 KDDF #1&8TR SPACED 24.0" O.C. 2-3=(-56) 34 WEBS: 2x9 KDDF STAND I 3-4=( -7) 3 LOADING TO LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 339V -13/ 94H 5.50" 0.53 KDDF ( 625) • LL = 25 POP Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 KDDF ( 625) " For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" MAX TC PANEL TL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.248" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" 3-03-12 0-03-12 T T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 f7 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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 9 „ 3 II 0 io 0 N N f _ .-i I M 1 0 M-3x4 M-1.5x3 J‘ i' > 3-03-12 0-03-12 E� PREF y 1-00 y 3-07-08 y \c��' N�,INE.$. cci 9 �� 89200PE 9r JOB NAME : RT AREA 4 ENGLISH STEP - E2 4401.--5 ;.....,:..Z-__ Scale: 0.6356 _ WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractorshoulc be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an lndNlduel p ,�OREGON ��� Truss• E2 and Warnings before construction cothmences. building component.Applicability of design parameters and proper • 2.2a4 compression web bracing must b Installed where shown+. Incorporation of component is the responsibility of the building designer. A t' �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ''o +j y^ 2.O is the rosponsibilily of the erector.AdQitienal permanent bracing o! 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 Y e+�L DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 2x Impact us sheathing or atcClbh as plywood shred where shown rdrywal4sc). p p aY g grrer. 3.2a Impact bridging or lateral bracing required where shown++ Ft R I IA- SEQ.: K525921B 4.No load should be applied to any wMponent until after all bracing and 4. allationoftruss Isthheresponsibility are to usof the erepotso entbeconrment, fasteners are complete and at no timq should any m 4. ads greater than Design assumes tlesign loads be applied to any component. and are mr"tlry condition'.of use. TRANS ID: LINK 8.CompuTmshas nocontrol over and gssumesnoresponsibility for the 8.Design assumes Ml bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and Installation of components. T.Plates shall b es adequate drainage Is provided. an October 11,2018 8.This design Is furnished subject to the,limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA in SCSI,copies of which Will be furnished upon request. Nees coincide with joint center lines. 9.Digits Indicate size of plate in inches. MTek USA,Inc./CompuTrus Sore 7.8.8(11)-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 11'— 2.5" 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&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=22.2ft, .0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosedosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 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. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. wall UON. complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifRefer to opecifrus gable end detail for ications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 5-07-09 5-07-09 T T T 12 12 I IM-9x4 9.00 7 2 N 9.00 ill f _, d, cr 0 0 1 ti 0 0 1 1 tv N 4 5 <<-,Eo PROFFss 5 GINE b y y y �\ N FR �� 1-00 11-02-08 1-00 • 89200PE 9 • • JOB NAME : RT AREA 4 ENGLISH STEP — F1 • Scale: 0.9255 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 -y n OREGON IQ Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper C` 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chords to be laterally tbtheir eat n IQ 4Y y A 2.°'\0N,* Is the responsibility of the erector.Additional permanent bracing of T .c.and at 10'o.c.respectively unless braced throughout their length by 1 Y continuous sheathing such as required sheathing(TC)ownand/or.tlrywall(BC). 111 -HMO- SEQ.: V DATE: 10/11/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ K5 2 5 9 219 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 Ina non-corrosive environment, and TRANS ID• LINK design loads be applied to any component. ecC or"dry condition"of use. B.CampuTmehas nacontrol over and assumes noresporelbllky or the 6.DDesign or full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, wry' g,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 11,2018 8.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 5.Digits Indicate she of plate In Inches. MiTek USA,Inc,/CompuTnls Software 7.6.8(1 L)-E IO.For basis connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-210) 220 6-2=(-630) 172 BC: 2x4 KDDF #1&BTR 'I SPACED 24.0" O.C. 2-3=(-600) 116 7-8=( -60) 83 2-7-( -40) 360 WEBS: 2x4 KDDF STAND; 3-4=(-600) 133 7-3=( 0) 306 2x6 KDDF #2 A LOADING 9-5=( -9) 109 7-9=( -40) 405 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8-(-630) 228 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 663V -184/ 184H 5.50" 0.45 KDDF (1485) 11'- 2.5" -80/ 663V 0/ OH 5.50" 0.45 KDDF (1485) 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. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" MAX TL DEFL = -0.015" @ 5'- 7.3" Allowed - 0.686" 5-07-04 5-07-04 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.100" MAX TL DEFL - -0.002" @ 12'- 2.5" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.062" @ 8'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 V I I -4X4 N9.00 MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" ✓).0" MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8" 3 a II,_55121,4-3x4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.P, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads rn the plane of the truss only. M-3x9 z 7/- 4p x8 1, -/ 1 , 0 0 1 1 11 , 0 . 1 1 N N GILe 441. * M-1.5x3 M-1.5x3 G:16.00 6.00 12 12 y1-00 y y 5-07-04 5-07-04 ,l' /' y ), k ��� D PR pFFss 11-02-08 ,,,,......44 r__.NGINEF9 /(29 :9200PE r JOB NAME : RT AREA 4 ENGLISH STEP - F2 Scale: 0.3505 /` A.1557 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 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 4// Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must Installed where shown*. incoryoratian of component is the responsibility of the building designer. ) 4 Additional temporary bracing to Incur!stability during construction /�2.Design assumes the top and bottom chords to be laterally braced M 3.Additional IT is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by 'O T f 2P respectively : 10/10/2018 the overall structure is the responsibility of the building continuous sheathing such as plywoodre meed idrere s and/or drywall(BC). P pa designer.n 4.InZo stallation tboif Crus or Mlaterelprecingty oft he respective co to 6-R RIt.� S�'• KrJ2rJ 922 4.Noloadsarelcbe mleeiantot any component until egetsiteater than 5. 4.Designtasufes trusses is Me responsibilitytbe used itherespectosicoetractor. 4' fasteners are complete and at no time should any loads greater than 5.andnsiar assumes are use.ea in a noncorrosive environment, tledgn loads be applied to any component. are for"dry condition"of TRANS ID: LINK 5.ConnpuTss has no oontrei over end ssunmes no raaponsiblflty or the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling.shipment and hlatalliaon o(compth components. T.Pesgneeadedon Roe is trussetl. October 1 1,2018 6.This design Is Nmished subject to thi limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center „ TPIIWTCA in BC51,copies of which1l be furnished upon request. lines coincide with joint center lines, 9.Diggs indicate size of plate In Inches. MiTek USA,Inc./CempoTrus So re 7.6.6(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 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-601) 195 9-5=(-189) 191 9-1=(-468) 165 5-3=( -91) 393 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-601) 165 5-6=( -57) 82 1-5=( -91) 362 3-6=(-468) 188 WEBS: 2x9 KDDF STAND; 5-2=( -3) 306 2x6 KDDF #2 A LOADING LL( 25.0)+OL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TI LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 95.0 PSF 0'- 0.0" -76/ 506V -161/ 161H 5.50" 0.39 KDDF (1985) 11'- 2.5" -76/ 506V 0/ OH 5.50" 0.34 KDDF (1485) '* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.072" @ 8'- 2.7" Allowed = 0.396" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.048" @ 2'- 11.8" Allowed - 0.594" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.009" @ 10'- 11.8" MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8" 5-07-04 5-07-04 T T T 12 12 Design conforms to main windforce-resisting 9.00 IIM-4x4 Q 9.00 system and components and cladding criteria. 4.0" Wind: 190 mph, h=22.2ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 2 ,�, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ID load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 ..404111111111111LM-3x4 1 6 .. �O M-5x8 Q� -/ a 0 0 I I ti II 0 0 I I N 4I,# I �N M-1.5x3 M-1.5x3 /6.00 6.00 p '. 12 12 1 ) b y 5-07-09 5-07-04 y �yceO PROp 11-02-08 0QLNE9 2 Wo Q� =92 OP 9 JOB NAME : RT AREA 4 ENGLISH STEP - F3 Scale: 0.3528 WARNINGS: GENERAL NOTES, unless otherwise noted: O 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 bran indnidual L'' Truss: F3 and Wamings before construction commences. building component.Applicability of design parameters and proper �• J1_OREGON A. 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �I� A. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at �O �YO is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectnely unless braced throughout their length by 14, continuous sheathing such as plywood sheathing(TC)anNor drywall(BC). /A�_ DATE: 10/10/2018 the overall sbucture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required Mere shown++ •I ii R ILA- SEQ.: L� SEQ.: K5 2 5 92 21 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 noncorrosive environment. TRANS ID: LINK design Imbibe applied to any component. and are or drycondition"oruse. 5.CompuTnre hes no control over and assumes no responsibility for the 8 necessary. assumes Nil bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of cum ry e p components. 8.Design shall be lc ted oneoth face is provided. OCtover 11,2018 6.This design k famished subject to the limitations set forth by 8.Plates shall be located an both faces of turas,and placed so their cantor TPVWTCA in SCSI,copies of Milch will be furnished upon request. lines coincide with joint center tees. 9.Digits indicate size of plate In inches. MiTek USA,IDcJCompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TO: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-2296) 2275 6-2=( -959) 636 BC: 2x4 KDDF #141315 SPACED 29.0" O.C. 2-3=(-1787) 1915 7-8=(-2296) 2275 2-7=(-1615) 1884 WEBS: 2x4 ROOF STAND; 3-4=(-1787) 1915 7-3=(-1039) 1303 2x6 KDDF #2 A LOADING 9-5=( -9) 109 7-4=(-1615) 1884 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=( -959) 636 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 95.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -561/ 960V -2000/ 2000H 5.50" 0.66 KDDF (1985) 11'- 2.5" -581/ 9BOV -2000/ 2000H 5.50" 0.66 KDDF (1985) 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. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" • MAX TL DEFL = -0.092" @ 5'- 7.3" Allowed = 0.686" 5-07-04 • 5-07-04 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.100" MAX TL DEFL = -0.002" @ 12'- 2.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 9.00 F7 N9.00 MAX HORIZ. LL DEFL = 0.052" @ 0'- 2.8" 4.0" MAX HORIZ. TL DEFL - -0.059" @ 0'- 2.8" 3 IN COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main w2000.00Lresisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ""M-4x4 r�lldIIIIIIIII1111m_4.4 z �"� �0. -5x8 ii 1 i ot I A , 0 0 I i N N 6I\L4 4. M-3x4 M-3x4 .. 16.00 6.00 12 12 y1-00 y 5-07-04 y 5-07-04 yl-Oo y � �EpPROFFs b 11-02-08 y �� v.NGINEc�/42 ;9200PE 9r JOB NAME : RT AREA 4 ENGLISH STEP - FDRAG . Scale: 0.3505 WARNINGS: I`` GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor shot/VI be advised of all General Notes 1.This design is based only upon the parameters shown end is for en lndsldual -7 OREGON 40 Truss: FDRAG and Warnings before construction corhmences. building component.Applicability of design parameters and proper Pr �� t 2.h4 compression web bracing must b!Installed where shown*. incorporation of component is the responsibility of the building designer. L� 11 �O ��,` 3.Additional temporarybracing to Insure debilityduring construction 2.Design assumes the top and bottom chords to be throughoutty braced at �O / '1 A is the responsibility of the erector.Ad�l8anal permanent bracing of 2'o.c.and at 10'o.c.rsuch a plywood ly unless braced their length by Y'f DATE: 10/10/2018 the overall structure is the responsibility of the buildingdes 2 Impact bridgingsheathing or suchasacog required where con-i.r all(BC). p , designer. 4.In iofueiors lateral bracingresponsibility required where the contractor.o*a FR R`��,, SE K5259222 4.No load should be complete and to any component until after al bracing and 4.Installation of str is the retonai used ol[he reapeIXNe `l 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be In a noncorrosive environment, design loads be applied to any component. end are assumor"dryes condition"of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and essumesnaresporebllryfor the 6.Design assumes full bearing at ell supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. wary. T.Designsshall b assumes adequate tothlfage is trosised October 11,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. M)Tek USA,Ino./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 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=(-135) 978 6-3=(-148) 229 BC: 2x9 KDDF #1&BTR; SPACED 24.0" O.C. 2-3=(-1324) 163 6-7=(-168) 1111 3-7=(-320) 186 • 2x6 KDDF #1&BTR B1 3-9=( -990) 159 7-8=( -55) 85 7-9=( -16) 656 WEBS: 2x9 KDDF STAND; LOADING 4-5=( -930) 149 7-5=( -66) 615 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-640) 179 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"01. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -171/ 1210V -131/ 177H 5.50" 1.99 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 536.0 LBS @ 2'- 3.5" 13'- 6.0" -93/ 672V 0/ OH 5.50" 0.45 KDDF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL a* For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.015" @ 7'- 10.7" Allowed = 0.629" MAX TL DEFL = -0.033" @ 7'- 10.7" Allowed = 0.839" 7-10-12 5-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f 3-00-08 4-10-04 5-07-04 MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" f ,r ,/ MAX HORIZ. TL DEFL = 0.031" @ 13'- 3.2" 12 12 IIM-4x9 Desi 9.00 I-7 N 9.00 gn conforms to main oree-resisting system and components andd cladding criteria. 4.0" 4 p Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, J^ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 � 7 3 a� M-3x9 M-5x6 a� _,0 0 , ,-4-,,, ,7_ 04-0-11-00t 1 6 *8 O M-3x4 M-5x6 M-1.5x3 G16.00 6.00 12 12 l . isr b y 1-00 2-09 5-01-12 5-07-04 dop PRcOFE y 13-06 y �� ``�`,�GINc�,C s/p2 Q� 8 200PE 9 JOB NAME : RT AREA 4 ENGLISH STEP - G1 � Scale: 0.3117 WARNINGS: GENERAL NOTES, unless otherwise noted: © M 1.Builder and erection contractor should be advised of MI General Notes 1.This design is based only upon the parameters shown and is loran individual •y�G "�OREGON L(/ Truss: G1 and Warnings before construction commences. building component.Applicabili of design ryg pay of the proper A. 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. 1^ 3.AddXional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be lateraly braced at <0 '.1/' 1 • 2o\ f� Is the responwbllty of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by ,(� (/ DATE: 10/10/2016 the overall structure is the responsibility of the building designer. continuous sheathing such as plywooding(TC)and/or drywall(BC). 3.2x Impact bridging or the rel bracing requiredyof where shown++ �� �` SEQ.: K5 2 5 92 2 3 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are ro dryeanaition^Druce. 8.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or.dge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary.7. q p 7.Design assumes adequate drainage Is provided. Oc;ouef 11,21V 8.ThIs design is furnished subject to the limitations set forth by 8.Plates shall be bested on both faces of trues,and placed so their center TPIM/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 9.Digits indicate stye of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR ',I LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-6=(-290) 602 3-6=(-221) 160 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-812) 167 6-7=(-279) 686 3-7=(-205) 196 WEBS: 2x6 KDDF 8STAND; 3-9=(-796) 187 7-8=( -57) 89 7-9=( -61) 473 2x6 KDDF #2 A � LOADING 9-5=(-778) 190 7-5=( -66) 504 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-560) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"01. UON. I TOTAL LOAD= 95.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 751V -131/ 178H 5.50" 1.20 KDDF ( 625) 13'- 6.0" -93/ 595V 0/ OH 5.50" 0.90 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.015" @ 7'- 10.7" Allowed = 0.629" 7-10-12 5-07-04 MAX TL DEFL = -0.026" @ 7'- 10.7" Allowed = 0.839" f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-09 5-01-12 5-07-04 f MAX HORIZ. LL DEFL = -0.015" @ 13'- 3.2" ( MAX HORIZ. TL DEFL = 0.025" @ 13'- 3.2" 12 12 I I M-4x4 9,00 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 9 ,(7,_,7.7( In Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. , j$ PL14 .AadllIllIllIllIl 0I004,-1 AIIPPI/A KOIMMEIMIIIIIPW o M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 12 12 J, y y y y �� D PROPe 1-00 y 2-09 5-01-12 5-07-04 ), �[�� NU`INE S"/O 13-06 V /�+ IL C� 89200PE -9r, JOB NAME : RT AREA 4 ENGLISH STEP - G2 -1allr�� Scale: 0.3292 - ' WARNINGS: GENERAL NOTES, unless otherwise noted: CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G 4,OREGON D„ pi Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.AdeonAto compression web bracing must be Installed where shown+. Designasumesorporation of ompopant istttmhe spordsto be latethe rally braedsigner. A,I 2 `tia�� 3.274 clonal temporary bracing to must b stability during wher shownction 2.Design assumes the[op and bottom chords to be IaleralN breced at <0 T 1 A O is the responsibility f the erector.Additional t bracing of 7 o.c.and at ea o.c.respectively unless braced throughout their length by Y p ty o permanent continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). N. DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bradng required where shown++ FR R t_ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K5259224 fasteners are complete and at no time should any bads greater than 5.Design assumes trussesaretobeusedInanon-coneameenvironment, TRANS ID: LINK design mads be applied to any component. and are fosufull be n•g use. 5.CompuTrus has no control over and hsaumesnoresponsibility forthe 8.Design assumes full bearing at all EXPIRES: 12-31-2019 ry. .1 p fabrication,handling,shipment and lgstallatbn of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to thk limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .I October 1 r20IO TPI/WTCA in 6151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Inn./CompuTrus Software 7.6.8(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC , LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #10070 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-403) 641 3- 6=(-268) 290 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-810) 159 6- 7=(-453) 718 3- 7=(-209) 196 WEBS: 2x9 KDDF STAND; 3- 9=(-823) 236 7- B=(-122) 160 4- 7=) 0) 180 2x6 KDDF #2 A LOADING 9- 5=(-572) 250 7- 5=(-361) 644 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-551) 290 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) __= LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 751V -115/ 229H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 13'- 6.0" -93/ 595V 0/ OH 5.50" 0.40 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DEFL = -0.003" @ -1`- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 8'- 0.0" Allowed = 0.629" MAX TL DEFL = -0.039" @ 8'- 0.0" Allowed = 0.839" 7-11-11 5-06-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' ' 1 2-09 5-02-11 5-06-05 MAX HORIZ. LL DEFL - -0.019" @ 13'- 3.2" ,r 1' MAX HORIZ. TL DEFL = 0.024" @ 13'- 3.2" 12 M-9x6 Desi g 9.00 17- M-3x4 system andfcomponentsrandl cladding criteria. 4 a 5 4p Wind: 140 mph, hts), ft,En TCDL-osed, L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M-3x4ATIAN o 0 iilll 1 Mx12 0 AL I 1 6 **B o M-3x4 M-5x6 M-1.5x3 44:16.00 6.00 12 12 b 1 b b y �E0 PROE 1-00 2-09 5-01-12 5-07-04 y 13-06 y ����NGINE�c�>o :9200PE v1 JOB NAME : RT AREA 4 ENGLISH STEP - G3 O Scale: 0.3242 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 Me parameters shown and Is for an individual Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper -�G ,OREGON ��(/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 9 3\ �• 3.Additional temporary bracing to Insure stability during concurction 2.Design assumes the top and bottom chords to be laterally braced at /� l9 y 14 "1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,such as ety unless braced throughout their length by s ,S DATE: 10/10/2018 the overall structure is the res onsibiAof the buildingdesigner. 20Impacontinut sheathing such as plywood required sheathing(TC)shownand/0r tlrywall(BC). All)" SR R L�-{JV1 P tY g 3.2x Impact bridging or literal bracing where ++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is theresponsibiltyoftherespectivecontractor. SEQ.: K5259225 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, deal ds W applied to a M. and are for"dry condition"of use. TRANS ID: LINK design pp ie rycampene S.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrua has no control over and assumes no responsibilhy for the necessary. p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. October 11,20.1 1 8 e.This design S furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPVWTCA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. Welt USA,Int./CotnpuTrus Software 7.6.8(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 71 2- 7=(-407) 666 3- 7=(-2B1) 242 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2- 3=(-810) 183 7- 8=(-457) 745 3- 8=(-178) 166 WEBS: 2x4 KDDF STAND; 3- 9=(-823) 306 8- 9=(-120) 158 4- 8=( 0) 180 2x6 KDDF 02 A LOADING 4- 5=( 0) 0 8- 6=(-410) 685 LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 4- 6=(-572) 293 6- 9=(-551) 338 TC LATERAL SUPPORT <- 12"OC. 8.10N. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. 110N. I• TOTAL LOAD = 45.0 PSF • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC DON. FOR 0'- 0.0" -109/ 751V -115/ 230H 5.50" 1.20 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -99/ 595V 0/ OH 5.50" 0.40 KDDF (1485) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF 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 = -0.002" @ -1'- 0.0" Allowed - 0.100" ** For hanger specs. - See approved plans MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.034" @ 8'- 0.0" Allowed = 0.629" 9-11-11 3-06-05 MAX TL DEFL = -0.039" @ 8'- 0.0" Allowed = 0.839" T ' f SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-09 5-00-11 2-02 3-06-05 4 / / ' f MAX HORIZ. LL DEFL - -0.021" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.025" @ 13'- 3.2" 8-00 ,r Design conforms to maln windforce-resisting 5 system and components and cladding criteria. 12 9.00 I Wind: 140 mph, h=22.9ft, TCUL=6.0,BCDL-6.0, ASCE 7-10, -4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 End vertical(s) are exposed to wind, 6 -/ Truss designed for wind loads #1111111111117.61g in the plane of the truss only. i 4- M-3X4 �� O �B o rillill M 5x12 o -, At 1 1 = •9 M-3x4 M-5x6 M-1.5x3 .a 6.00 6.00 p 12 12 b l b y y 4,$ ?\ PROFFss 1-00 2-09 5-01-12 5-07-04 y 13-06 y �� NGINE�19 /qt.. �$9200PE JOB NAME : RT AREA 4 ENGLISH .._________..,, STEP - G4 Scale: 0.2741 �� WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON to Truss: G4 and Warnings before construction cc nmences. building component.Applicability of design parameters and proper t,, Z 244 compression web bracing must me Installed where shown,. incorporation of component is the responsibility of the building designer. 11 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me fop and bottom chortle to be laterally braced at T d is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ee o.c.respectively unless braced throughout their length by /O 1-T f O DATE: 10/10/2018 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such l b apcvg re aired where sown) .tlrywall(BC). ponsi ty g 3.rax Impact bridging or lateral bracing required of the where shown++ ilfFR R 1 Lt- SEQ.: K5259226 4.No load should be applied to any component until after 0bracing and 4.5. llation of truss is assumestrussehe sar bebulsedInanespective rosiveatm enr. vironment, fasteners are complete and at no time should arty loads greater thanDesign design loads be applied to any component. ane are for"dry condition"of use. TRANS ID: LINK 5.CompuTushas nocontrol over and assumes noresponelbll yforthe 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 nemscary. } k� q p fabrication,handling,shipment and installation of components. 7.Design assumes adequate rainage is provided. October 11,2 1 0 8.This design is furnished subject to M limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPW4TCA in BCSI,copies of which II be furnished upon request. lines coincide with jolts centerlines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTms S1 Miare 7.6.8(SL)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC . LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&ETR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 71 2- 7=(-391) 679 3- 7=(-287) 234 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-810) 201 7- 8=(-490) 760 3- 8=(-162) 150 WEBS: 2x9 KDDF STAND; 3- 4=(-823) 323 8- 9=(-118) 156 4- 8=( 0) 180 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-417) 717 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6-(-578) 302 6- 9=(-551) 900 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -121/ 751V -115/ 231H 5.50" 1.20 KDDF 625 ) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -153/ 595V 0/ OH 5.50" 0.40 KDDF (1485) --= REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 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 M-1.5x9 or equal at non-structural MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" vertical members (uon). MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.090" @ 8'- 0.0" Allowed = 0.629" "• For hanger specs. - See approved plans MAX TL DEFL = -0.039" @ 8'- 0.0" Allowed = 0.639" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11-11-11 1-06-05 MAX HORIZ. LL DEFL = -0.021" @ 13'- 3.2" 1' 4' 4' MAX HORIZ. TL DEFL - 0.026" @ 13'- 3.2" 2-09 5-00-11 4-02 1-06-05 4' 4' 4' 4' 4' Design conforms to main windforce-resisting system and components and cladding criteria. 8-00 T 'r Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 5 (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), load duration factor=l.6, 9.00 7 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 4 M-3x4 11111111111111117" 6 -�<r0M-3x43 1 ,,,,„„ o �p e �o M-5x12 0 Ali o M-3x4 M-5x6 M-1.5x3* B Q 6.00 6.00 �QVD r R 0P�12 12 �' GWEF �6/J, ), y ), y _,� AN ,9q 291-00 2-09 5-01-12 5-07-04 )' y y 19200PE r 1-00 13-06 JOB NAME : RT AREA 4 ENGLISH STEP - G5 /� Scale: 0.2446 t - _- ' WARNINGS: GENERAL NOTES, unless otherwise noted: Q AC 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 1G 4, GON ,C(/ Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper ty 2.2s4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. Alad `"- 3.Additional temporary bracing to hrsure stability during construction 2.Design assumes the top and bosom ass to be laterally braced at 'O lfr 1 4 2P\ ��� is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at ea o.c.respectively plywood unless braced throughout their length by 1 �w DATE: 10/11/2018 the overall structure Is the responslbltty of the building designer. continuous sheathing such as sheath iters)and/or dryvrall(BC). 3. Impact bridging or lateral bracing required where shown*+ FR R i LL SEQ.• K5259227 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 mads be applied to any component. and are kr"dry condition"of use. B.Com Trus has no control over assumes no re B.Design assumes MI bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu sponsibility for the ssary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 0 ctolDer 11,2018 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCom uTrus Software 7.6.6 1 L- 9.Digits indicate sae of plate In inches. p ( )E 10.For basic connector plate design values see EBR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-5262) 724 1- 7-( -684) 4496 7- 2=( -408) 2874 10- 5=(-110) 30 BC: 2x6 KDDF#1&BTR 2- 3=(-2444) 396 7- 8=( -680) 4458 2- 8=(-2786) 520 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-1482) 356 8- 9=(-1552) 2662 8- 3=( -178) 1282 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 196 9-10=(-1552) 2662 8- 4=( -562) 3642 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6=( -14) 14 9- 4=( -272) 1596 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF Li.( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 15'- 5.5" V 4-10=(-5208) 848 BC LATERAL SUPPORT <= 12"OC. VON. ADDL: BC CONC LL+OL= 1967.0 LBS @ 13'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -671/ 4559V -2000/ 2000H 5.50" 7.29 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 15'- 5.5" -994/ 6062V -2000/ 2000H 5.50" 9.70 KDDF ( 625) Full height blocking is required at right bearing BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. CONS. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. Attach 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 nails staggered: MAX LL DEFL = -0.040" @ 6'- 1.1" Allowed = 0.727" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL DEFL = -0.080" @ 6'- 1.1" Allowed - 0.969" 9" oc in 2 row(s) throughout 2x6 bottom chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 1 row(s) throughout 2x4 webs. 0-02-12 ff MAX HORIZ. LL DEFL = -0.016" @ 0'- 5.5" 12-00-11 3-04-13 MAX BORIZ. TL DEFL - -0.024" @ 0'- 5.5" 6-02-13 5-0 -13 1-07-051-08-12 IC OND. 3: 2000.00 LAS SEISMIC LOAD. Design conforms to main windforce-resisting 12 M-4x6 system and components and cladding criteria. 9.003 --M-8x8 M-1.5x3 Wind: 140 mph, h=23.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, /0 �D'��� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. (40/0/3X6 /11 411111 II o t : M-5x12 \1111114 %: 14111111111‘ Il Mil''. iniM1111, ,' 1�'. ] 8 9 X10 I M-3x8 j M-8x9 M-3x8 =M-4x4 > . > *19678 x ��REp PROFF`S,S' 6-01-01 5-07-13 1-09-011-11-08y !NU`1 NE 2, /O) y 15-05-08 , ,/ V ,T 9 9200PE �' JOB NAME : RT AREA 4 ENGLISH STEP - GGIRD : '.. Scale: 0.2383 WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder end 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 De Iti Truss: GGIRD and Warnings before construction dmmences. building component.Applicability of design pe ame e s and proper 2.254 compression web bracing mud be Installed where shown e. incorporation of component Is the responsibility of the building designer. A �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chortle to be laterally braced at O 9 k 1 A, 2 by is the responsibility of the erector.Additional permanent bracing of c nt.and at 10'hin.such as ply unlessod eethinraced(TC)an throughout their dq,ll B). M Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/10/2018 the overall structure G the responsibility of the balding designer. 3.2a Impact bridging or lateral bracing required where shown e o R R`1..\-• 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: KS 2 5 9 2 2 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, and TRANS ID: LINK design loads be applied to any component. Degn>ssumesfullea g pal get S.CompuTrushas nocontrol over and assumes noresponsibility tor the 8.necessary, full bearing teAsu supports f EXPIRES: 12-31-2019 .l .1 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 1 X20 l0 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 TPVWFCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sue of plate In inches. MTek USA,Inc./CompuTres Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(M7ak) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2268) 317 1-6=(-368) 1686 6-2=( -130) 1056 BC: 2x6 KDDF #1&BTR 2-3=(-1232) 218 6-7=(-366) 1665 2-7=( -957) 217 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -222) 252 7-8=(-216) 863 7-3=( -280) 1784 2x9 KDDF #1&BTA A LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 0 3-8=(-1639) 347 TC SNIP LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -234) 199 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.9 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. 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) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -306/ 2107V -169/ 334H 5.50" 3.37 KDDF ( 625) Single member as shown. 12'- 1.0" -403/ 2107V 0/ OH 5.50" 3.37 KDDF 625) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-01-12 3-10-10 3-08-14 0-03-12 MAX LL DEFL = -0.028" @ 4'- 0.0" Allowed = 0.558" f T .'T MAX TL DEFL - -0.050" @ 4'- 0.0" Allowed = 0.744" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 M-1.5x3 5 9 -, MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.013" @ 11'- 7.5" l Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x6 End verticals) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. e° 0( A u-, , M-3x6 °' A•Al 0 0 I •• M® N; l''''''' 6 +* g O M-5x12 M-3x6 ::1M-6x6 M-7x6 b ), y y 4-00 3-08-14 4-04-02 y ���Ep PROE6-, y 12 0l � 0NGWFF9 /02 :9200PE pt JOB NAME : RT AREA 4 ENGLISH STEP - HGIRD Scale: 0.3159 ...011_ WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised of all General Notes I.This design k based only upon the parameters shown and is for en Individual 7, 4,OREGON zti Truss: HGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2z4 compression web bracing must be installed where shown+. Incorporation of component re the responsibility of the building designer. A O♦ ��� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O Y 14 •` is the responsibility of the erector.Additional permanent bracing of 2'continuous and at ea o.c.00109 asNety unless braced throughout their length by the overall structure is the responsibility of the building designer. sheathing each plywood required where shown s tlryv211 BC. A i� DATE: 10/10/2016 ( ) e{�, 3.25 Impact bridging or lateral bracing ++ R R 1 L SEQ.• K5259229 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 nanconosive environment, TRANS ID: LINK design loads be applied roany component. andaerordrvcondmo of 5.campeTreahes nocontrol over and assumes nareaponemddyfor the S.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, "eLG rv' ed subject shipment installationel:m of components. 7.Design assumes adequate drainage is provided. October 11,2018 6.This design Is furnished to the limdations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTms Software 1 7.6.6 L-E 9.Digits indicate sae of plate In Inches. p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 5'— 9.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #166TR • LOAD DURATION INCREASE = 1.15• Design conforms to main windforce—resisting BC: 2x9 KDDF #16BTR • SPACED 29.0" O.C.• system and components and cladding criteria. WEBS: 2x4 KDDF STAND • LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=l5ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), iTOTAL LOAD = 45.0 PSF load duration factor=l.6, I End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind 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. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. • 5-05—04 0-03-12 f f T 12 4.00 17 M-1.5x3 4 —/ 3 al • N 1 O 1 N • 2 Nlill1 o MIMII-3x9 M-155x36 • • y * y BEV PROFF 1-00 5-09 0„..• NGWEF�s�o2 JOB NAME : RT AREA 4 ENGLISH STEP — I1 „....0/ - i • ,,.. Scale: 0.6345 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 rt 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 '`/w OREGON <L/ Truss: Il and Warnings before construction cpmmences. building component.Applicability of design parameters and proper ?/ % A �� 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. yr i 3.Additional temporary bracing to ins4re stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et /O 14 a O Q• is the responsibility of erector.Addkional 1 bracing f 2'o.c.and at 1D'o.c.respectWey unless braced throughout their length by p ity o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/10/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v v FR R I I.A- 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respectte contractor. SEQ.: KS 2 5 9 2 3 0 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applidr any component aedgfeasssumes condition” a at e.supports wedge 5.DompeTrushas namntrolover and aammesnoresponsibility for the 6.Design full bearing tagw rtsahawn.Bhlmprwed f EXPIRES: 12-31-2Q19 necessary. fabrication,handling,shipment andinstallation of components. 7.Design assumes adequate drainage is provided. October 11,2018 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 .. TP W,'ICA in SCSI,copies of whlcti All be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CotnpuTrus S)1ftWane 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-7988(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) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-79) 67 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 411V -22/ 68H 5.50" 0.66 KDDF ( 625) LL = 25 PDF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" • • MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed - 0.315" MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.972" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" MAX HORIZ. TL DEFL - 0..000" @ 5'- 5.2" 5-05-04 0-03-12 f T T 12 Design conforms to main windforce-resisting 4.00 V system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 9 Truss designed for wind loads 3 in the plane of the truss only. Ell N • N O I N un I ro p ," I 2 *+ 5 - 0 M-3x4 M-1.5x3 y y 5-05-04 0-03-12 r 1-00 5-09 'f D P�OI'�:n (..,: F,NGINEF� �/� 2 Qt :9200PE 9r JOB NAME : RT AREA 4 ENGLISH STEP - I2 Scale: 0.5970 ap.„0,0500-. • / WARNINGS: GENERAL NOTES, unless otherwise noted: Q [}'+ Truss12 1. uilder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual -TL 40 OREGON to • and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mull be Instated where shown+, incorporation of component is the responslbllay 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 /O 9 r 14, 2. �4 Is the responsbllity of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.rsuch es ply unless braced throughout their length by Y s ,as DATE: 10/10/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(Tc)reshown and/or 0rywall(BC). NV 3.Sr Impact bridging or lateral bracing required where shown++ FR R 10_ SEQ.: 05259231 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. anaaremrary ondhion"or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing atall supports shown.Shim orwedge If EXPIRES: 12-31-2019 necefabrication,handling, spry. yy L1.�� .1.1 .1 p shipment and the limitations s setforth by components. 7.Design assumes adequate drainage is provided. O CLOUer I I,20 1 O B.This design Is furnished subject to limitations forth by B.Plates shall be located on both feces of truss,and placed so their center TPIAN1CA 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,Ina./CompuTrus 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 4'- 9.0" IOC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 1-2=( O) 37 2-5=(-29) 33 3-5=(-15B) 109 BC: 2x4 KDDF #1&BTR SPACED 24.0" O-C. 2-3=(-65) 46 WEBS: 2x4 ROOF STAND 3-4=( -7) 3 LOADING TO LATERAL SUPPORT <= 12"00. UON. I LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. CL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 10'- 0.0" -47/ 372V -18/ 57H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.0" -31/ 204V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. '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'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.9" Allowed - 0.244" MAX TC PANEL TL DEFL = -0.027" @ 2'- 5.1" Allowed = 0.366" A 4-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL - 0.000" @ 4'- 5.2" 4.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1-6, End vertical(s) are exposed to wind, Truss designed for wind loads iin the plane of the truss only. N o I I , -,EME=IMINIMIMPAI In o 2P.--=!01.. ** 5 0 M-3x4 M-1.5x3 y Y ), 4-05-04 0-03-12 1' b l 1-00 4-09 • • ��EO PROpFss �� 0NGINEFR /�29 �' :9200PE r JOB NAME : RT AREA 4 ENGLISH STEP - I3 , 4 Scale: 0.6099 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractorsheald be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual OREGON piTruss: I3 and Warnings before construction commences. building component.Applicab ey of design parameters and proper A 2.2x4compreasion web braGng must be installed where shown*. incorporation ofcomponent isthe responsibility of the building designer. ♦ �� 3.Additional tem bracing to insure stabil dud construction 2.Design assumes me top and totem unlchoess braced to be laterally braced at temporary g °g 7 o.c.and at 1a o.c.respectively unless throughout their length by /O a O(1 Is the responsibility of the erector.Addltlonal 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. 3.2x Impact bridging or lateral bracing required where shown++ R R`L4 SEQ.: K5259232 4.No load should be applied to any component anti after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no tree should any bads greater than B.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. andareassumor es °andbeaingatai 5.CompuTrua has no control over an4 assumes no responsibilty for the 6.Design assumes NII bearing at all supports shown.Shim or wetlga t EXPIRES: 12-31-2019 necessary. ,1 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.6. October.1 I �2�I O N.This design Is famished subject to tie limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPVWICA In BCSI,copies of whicft will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inn jCowpuTrus SOware 7.6.8(1 L)-E 70.For basic connector plate design values see ESR.t311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS 4-00-00 MONO HIP SETBACK 2-03-08 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 4-00-00 GIRDER SUPPORTING 11-02-08 1-2=(-491) 90 1-4=(-81) 362 4-2=( -7) 155 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-362) 83 4-5=(-22) 39 9-3=( -67) 371 WEBS: 2x9 KDDF STAND 3-5=(-284) 117 LOADING TC LATERAL SUPPORT 24"00. LION. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. TO UNIF LL( 50.0)+11,( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 3.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC UNIF LL( 53.6)+IL( 21.5)= 75.1 PLF 2'- 3.5" TO 9'- 0.0" V 0'- 0.0" -112/ 663V -20/ 90H 5.50" 1.06 KDDF ( 625) BC UNIF LL( 0-0)+DL( 21.5)= 21.5 PLF 0'- 0.0" TO 9'- 0.0" V 4'- 0.0" -142/ 575V 0/ OH 5.50" 0.92 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 115-1)+DL( 92.1)- 207.2 PLF 0'- 0.0" TO 4'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 29.7)+DL( 9.9)= 34.5 LBS @ 2'- 3.5" ICONS. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 .+ For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = -0.003" @ 2'- 0.0" Allowed = 0.159" MAX TL DEFL = -0.004" @ 2'- 0.0" Allowed = 0.206" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. / 1-11-11 2-00-05 A .134.50# f Wind: 140 mph, h-19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 9.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 M-3x4 .‘" 4L!Ioo I OM= A T "-- ► 4 4 7 5 0 M-5x16 M-3x4 M-1.5x3 b i, l `a` n 1-09-11 4-00 2-02-05 y \c,��f{ GAEL,�061 VN '9 2 'Z 89200PE 9r JOB NAME : RT AREA 4 ENGLISH STEP - IGIRD A. Scale: 0.5878 _ , WARNINGS: GENERAL NOTES, unless otherwise noted: li CC 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: IGIRD and Warnings before conslmcson commences. building component.Applicability of design parameters and proper OREGON 2.2x4 compression web bracing must be installed where shown«, incorporation of component k the responsibility of the building designer. �p 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -7,, 4/�-7 1A 2'' ��� is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1!Y o.c.respectiuety unless braced throughout length by Y n structure is the responsibility of building desi continuous sheathing each as plywood aheathing(TC)end/ortlrywall(BC). DATE: 10/10/2018 the overall s P ty o B gner. 3.2x Impact bridging or lateral bracing required where shown.+ `C.ifriFi R i l-k- SE Q.: K5 2 5 9 2 3 3 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 S Design assumes busses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for•INcondition"of use. 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge 7 EXPIRES: 12-31-2019 wry. shipment and Installation of components. fabrication,handling, r� p 7.Design assumes adequate drainage is provided. October 1.1 I,LD V 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which wig be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate In Inches. MiTek USA,Ins./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS i TRUSS SPAN 2'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF#1&BTR 1 LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. SON. I LOADING BC LATERAL SUPPORT <= 12"OC. UON. 1 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -49/ 315V -18/ 67H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -21/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 2.0" -25/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" I MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.9" Allowed - 0.063" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.9" Allowed - 0.083" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ l'- 10.9" 12 9.00 177 Design conforms to main n windforce-resisting system and components 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. 0 0 1-1III o ,_ ti I •••0001111111111111 0 M-3x4 y 1-00 ' 2-02 i- 01/41) P�CoFF ° :9200PE 9r JOB NAME : RT AREA 4 ENGLIS STEP - IJ1 Scale: 0.6862 '� ®� WARNINGS: GENERAL NOTES, unless otherwise noted: li 1.Builder and erection contractor sh be advised of MI General Notes 1.This design Is based only upon the parameters shown and is for an individual ga OREGON �t Truss: IJ1 and Warnings before construction ' mences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mull a Installed where shown+. Incorporation of component is the responsibility of the building designer. tI A� 3.Atldtiional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at T is the responsibility of the erector.A[dltlonal permanent bracing of 2.o.c.and at 10. respedbely unless braced throughout their length by ,O 14, O� DATE: 10/10/2018 the overall structure is the res oneb f the permanent Cert continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p Ny o ng designer. 3.Zit Impact bridging or lateral bracing required where shown++ �� �� SEQ.: K5259234 4.No load should be applied to any componentuntil after MIbracing and 4.innstallationoftruss isthherespoblbbly used tthenenrespective entwlreonment, fasteners am complete and at no time should any loads greater than Design assumes assign loads be applied to any comporrent, and are for"Cry condition-TRANSof use. ID: LINK 5.CompuTrushas nacontrol over and[assumes noresponsibility or the 6.Design assumes MI bearing at all supports sho WM Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment ponen necescary smeec toltelmeaitinslotf components. 7.Design laess shall eladequate bothfagelo provided. October 11,2018 e.This design is furnished subject to We limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIM?CA In SCSI,copies of which INH be furnished upon request. lines coincide with jolts center lines. ' 9.Digits indicate she of plate In Inches. MITek USA,InoiCornpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) fir_ This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 2-4-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X9 KDDF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL = lOpsf TOTAL LOAD = 35psf 12 6.36 M-3x6(S) M-3x6 M-3x6 I PROVIDE SUPPORT @ 48" O.C. AND AT END o M-3x6 �+ 4 P�i� 23-00-13 I _ c 0 y Y y 1-08-09 3-00-07 �ei'0) PROFFss �NGINEF9 >�2 4:-.44 � 89200PE r JOB NAME : RT AREA 4 ENGLISH STEP — IR '/ � Scale: 0.2396 ,_ WARNINGS: GENERAL NOTES, unless otherwise noted: D 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown end is for an Individual 7L/ 4,OREGON b, pi Truss: IR and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown e. incorporation of 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 O 'I 14 n0 �� is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by (+ /� DATE: 10/11/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood ing(TC)antl/ordrywell(BC). :lel' - N 3.2x Impact bridging or lateral bracing required where shown++ ''' `` V S E Q.• K5 2 5 9 2 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D: LINK design beds be applied m any component. and are for dry condition-Dress. • • 5.CompuTruahas no control over end assumes no responsibility for the 8.Design assumes full beefing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Design hassumes ctedon othfaceiotprovided. s,an October 11,2018 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 TPIIWrCA In BEST,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,InciCompuTms Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONSTRUSS SPAN 2'- 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 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-67) 33 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -52/ 319V -18/ 67H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -34/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 1'- 11.7" -21/ 45V 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/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL - 0.001" @ 1'- 0.1" Allowed = 0.072" I SEASONED LUMBER IN DRY SERVICE CONDITIONS f '1 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" '• MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 9.00 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=1.6, 3 -/ Truss designed for wind loads in the plane of the truss only. FP 0 0 0 F i o / 2 4 K o - M-3x4 y 1-00 y 2-00 y '' ` PROFF / 4LN4\9� .19,- - JOB NAME : RT AREA 4 ENGLISH STEP - ISJ1 Scale: 0.6862 -' 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 �Gt' Truss: ISJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must*.installed where shown+. incorporation of component Is the responsibility of the building designer. 2 ♦0.�� 3.Additional temporary bracing to in re stability during construction 2.Design assumes the top and bottom chords to be laterally braced al A 14 is the responsibility /the erector. dftbnal t bracing f 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �''/ p dy o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). c DATE: 10/10/2018 the overall structure Is the responsi Illy of the bulling designer. 3.2x Impact bridging or lateral bracing required where shown++ 6-R RIO- SEQ.: K5259236 4.No load should be applied to any panent until after all bracing and 4.Installation of truss Is the responslbisly of the respective contractor. 4" fasteners are complete and at no ti a should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, m ant. and are for-dry condition'of use. design loads be applied to any ca TRANS ID: LINK �°" 6.Design assumes full bearing ateAwppo sshown.Shimorwetlgeil EXPIRES: 12-31-2U19 5.CompuTrus has no control over an assumes no responsibility for the necessary. I.� ,I p fabrication,handling,shipment and nstallatlon of components. 7.Design assumes adequate drainage is provided. October X20 18 6.This design is furnished subject to[he limitations sat OM.by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in SCSI,copies of whit will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTnus Bplbware 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting 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.O,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 95.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. f —/ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. • 4-10 9-10 '( T 1' 12 12 9.00 I IM-9x4 9.00 2 ille..N 0 i 411 'kill i 0 o r 0 f 5 'S<AO PRO Pen co 1-00 9-08 y 1-00 l �� .9200PE 9 JOB NAME : RT AREA 4 ENGLISH STEP - L1 Scale: 0.4870 -' .. 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 yG 4,OREGON Ob Litt Truss: L1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2s4 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[op and bottom chords to be laterally braced at Y AO\ is the responsibility of the erector.Additional permanent bracing of 2'ob.and at 10'o.c.respectively unless braced throughout their length by (�' ///��� DATE: 10/11/2018 the overall structure is the responsibility of the buildingdesi continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). A-/� i�i �� designer. 3.2x Impact bridging or lateral bracing required where shown++ 'V� a� �\ V SEQ.: K5 2 5 9 2 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. H 1/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are or'dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, necessary. anmmemandmatatetlonrcomponenta. T.Design assumes adequate donbodrainage istruss,provided. OcLoLJe�1,2018 6.This design h furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPII WICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-131 t,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-09-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 'i LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( -8) 108 6-7=(-1890) 2094 6-2=(-2322) 338 BC: 2x6 KDDF #1&BTR 2-3=(-2516) 372 7-8=(-1890) 2094 2-7=( -572) 2432 WEBS: 256 KDDF #2; LOADING 3-4=(-2516) 372 7-3=( -370) 2208 2x4 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4-5=( -8) 108 7-4=( -572) 2432 TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 4-8=(-2322) 338 TC LATERAL SUPPORT <= 12"OC. CON. BC UNIF LL( 297.1)+DL( 257.7)- 554.8 PLF 0'- 0.0" TO 9'- 8.0" V BC LATERAL SUPPORT <= 12"OC. 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) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -505/ 3435V -2000/ 2000H 5.50" 5.50 KDDF ( 625) 9'- 8.0" -505/ 3435V -2000/ 2000H 5.50" 5.50 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Attach 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. - nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /�/ 9" oc in 1 row(s) throughout 2x6 top chords, /X\/X\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL - -0.000" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL DEFL - -0.000" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. NAX TL DEFL = -0.019" @ 9'- 10.0" Allowed = 0.563" MAX LL DEFL = -0.000" @ 10'- 8.0" Allowed = 0.100" MAX TL DEFL = -0.000" @ 10'- 8.0" Allowed = 0.133" 4-10 4-10 MAX TC PANEL LL DEFL = 0.044" @ 2'- 9.2" Allowed - 0.333" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 M-4x6MAX HORIZ. LL DEFL - -0.004" @ 0'- 2.7" 9.00 V 9.00 MAX HORIZ. TL DEFL - -0.004" @ 0'- 2.7" 4.0" 3 ICOND. 3: 2000.00 LBS SEISMIC LOAD. (� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End Vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 iddidill 0 ,M o M-3x8 M-7x10 M-3x8 • y l y y 1-00 y 4-10 .'�, 9-08 4-10 y 1-00 y C'J'<<, l EF volf, ' 89200PE r JOB NAME : RT AREA 4 ENGLISH STEP - LGIRD Scale: 0.3995 WARNINGS: GENERAL NOTES, unless otherwise noted: ci cc 1.Builder and erection contractor shouid be advised of all General Notes 1.This design is based only upon the premiers shown and is for an individual w OREGON Dr 41 Truss: LGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper '/s 2.2r4 compression web bracing mus(be Installed where shown+. incorporation ofcomponent athe responsibility of the building designer. ��%�t' 14 AO� �� 3.Additional temporary bracing to instre stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r 2 is Na responsibility of erector.Additional permanent f 2.o.c.and at Ino.c.respectively unless braced throughout their length by (1 p ty o permanen g o 11 continuous sheathing such as plywood sheathing(TC)and/or drywall/BC). *p ` �/ DATE: 10/10/2018 the overall structure is ne responsnilly of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ `17 R 1 L`' 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K5259238 fasteners are complete and at no time should any mads greater than 5.Design assumes busses are to be used In anon-corrosiveenvironment, design baits be applied to any component. and are for'dry condition"of use. TRANS ID: LINK s.Csignlous bsnocontroloveranponeamasnoresponsibilryrortna 8.Deessignassumes full bearing atalsupparisshown.Shim orwedge if EXPIRES: 12-31-2019 ry I 1p fabrication,handling,shipment an Installation of components. 0.Design assumes atlequate drainage is provided. October r2o 18 8.This design is famished subject to he limitations set forth by 8.Plates shell be located on boM faces of truss,end placed so their center TPUWICA in BC Si,copies of whit will be furnished upon request. lines coincide wkh joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Int./CofnpuTrus oltrare 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 9.0" ICONS. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&HTR 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: 190 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), Unbalanced live loads have been TOTAL LOAD= 95.0 PSF load duration factor=l.6, 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 CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 4-10 4-10 T T T 12 12 I IM-4x4 12.007 2 N12.00 111100sisiiiiiiiiiiiiiiiiiiiis /- 1111111111111111 -, N n 0 0 - 411h1 9 5 '�5,Eo PRQp y y y y �� �NGINEF'v X0i. 1-00 9-08 1-00 89200PE c' JOB NAME : RT AREA 4 ENGLISH STEP — N1 / " "__Th, Scale: 0.9245 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr.) n'+' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -yL ",OREGON Truss: N1 and Warnings before construction commences. building component.Applicability of design parameters and proper t 2.2a4 compression web bracing must be Instaletl where shown a, incorporation of component is the responsibility of the building designer. N 3.Additional temporarybracing to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at �O �Y A �O� �� g cons T c.c.and at 10'o.c.respectively unless braced throughout their length by Y e ,S is the rcapona tility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `` NV DATE: 10/11/2018 the overall structure Is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown+♦ �` R 1�� SEQ.: K52 5 9 2 3 9 4.No load should be applied m 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 mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads beapplied toa t and are for"dry condition"of TRANS ID: LINK 6.ComnTmahasnoon of any 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu responsibility for the necessary. .1 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCLy .t.tO I. 1 I,20IV 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPI/WTCA in BC51,copies of which 9,111 be furnished upon request. lines coincide wah joint center lines. 9.Digits indicate size of plata in inches. MiTek USA,Ino./CompuTrss Software 7.6.8(114-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -12) 144 6-7=(-230) 245 6-2=(-592) 175 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-461) 99 7-8=( -53) 73 2-7=( -22) 217 WEBS: 2x4 KDDF STAND; 3-4=(-477) 99 7-3=( 0) 256 2x6 KDDF #2 A LOADING 4-5=( -12) 144 7-4=( -57) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-592) 213 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" - LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -72/ 615V -204/ 204H 5.50" 0.41 KDDF (1485) 9'- 8.0" -72/ 615V 0/ OH 5.50" 0.41 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans �, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.100" 4-10 4-10 MAX TL DEFL - -0.002" @ 10'- 8.0" Allowed = 0.133" f f ' MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9" Allowed = 0.382" 12 I 12 MAX TC PANEL TL DEFL = 0.141" @ 2'- 9.1" Allowed = 0.573" M-4xt SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00N 12.00 9 0"'' MAX HORIZ. LL DEFL = 0.006" @ 9'- 5.2" 3 ' MAX HORIZ. TL DEFL = 0.010" @ 9'- 5.2" tilDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4pat M-3x4 4fr58A!. . 1o1 f -/ k 1r M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 y 1-00 )' 4-10 b 4-10 y 1-00 1 �Ep PROpe y 9-08 y ����G,INEF�W0,1, �� =92 OP 9r JOB NAME : RT AREA 4 ENGLISH STEP - N2 . - . Scale: 0.3531 WARNINGS: 1 GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor shs ldbeadvisedofallGeneralNotes t.This design is based only upon the parameters shown and M for an individual - OREGON �� Truss: N2 and Warnings before construction oommencea. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of Me building assigner. 1' 2 �1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at L1O T 1 A i T� by is the responsibility of the erector.Addhonel permanent bracing of 2'nsn and at 10'hin.respectively ply wood s braced throughout their length). Y contlnuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE: 10/10/2018 the overall structure is the responslolOy of the building designer. 3.2x Impact bridging Sr lateral bracing required where shown** lifR R 1 a�, SEQ.: K52592 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and areror"m hdlbearofata. 5.Compurrushas nocontrol over andassumes noresponsibility for the 6.°esceis�ss°m`sNIIC"rmeatansuvpodsahown.snimorweageg EXPIRES: 12-31-2019 7. ,1.1,2r�010 .1 p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October I 1 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 TPINJfCA in BCSI,copies otwhkh will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-462) 101 4-5=(-192) 203 4-1=(-405) 146 5-3=( -28) 266 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-473) 125 5-6=( -50) 72 1-5=( -23) 219 3-6=(-405) 171 WEBS: 2x4 KDDF STAND; 5-2=( 0) 256 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -67/ 435V -170/ 170H 5.50" 0.29 KDDF (1485) 9'- 8.0" -67/ 435V 0/ OH 5.50" 0.29 KDDF (1485) ** For hanger specs. - See LL = 25 POE Ground Snow (Pg) p approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.153" @ 6'- 10.9" Allowed = 0.382" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.048" @ 2'- 7.1" Allowed = 0.573" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.006" @ 9'- 5.2" 4-10 9-10 MAX HORIZ. TL DEFL = 0.010" @ 9'- 5.2" 1' 1' 12 12 Design conforms to main windforce-resisting M-9x6 12.00 7 12.00 system and components and cladding criteria. 2 4.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, Al. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 � M-3x4 5 /- . M-5x8 Q° -, N N 1 r- Ai , o p , f _, ** M-1.5x3 M-1.5x3 ** Q 6.00 6.0D 12 12 b b .) y 4-10 4-10 y �(.$ED PR OF ,, yn 9-08 ,,,,......44 -37___GNGINEF'T /ale :9200PE r JOB NAME : RT AREA 4 ENGLISH STEP - N3 �� Scale: 0.3533 WARNINGS: GENERAL NOTES, unless otherwise SONS O CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: N3 �L ,�OREGON ��/ and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. incorporation of component H the responsibility of the building designer. 3.Additional temporary bracing to insure etabilily during construction 2.Design assumes the lop and bottom chortle to be laterally braced at /O 9 Y 14 AO �� N the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectNel unless braced throughout their length by Ge DATE: 10/10/2018 the overall structure N the responsibility the buildin designer continuous sheathing such as plywood sheathing(TC)where 0 055 s tlrywall(BC). ofg gesin 3.20 Impact bridging or lateral bracing required shown** -1,}R 1�� SEQ.: K5259241 4.No load shouklbe applied toany component until after allbracingand 4.Installation of truss is the responsibtly of the respectNe contractor. e 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 deNgn loads be applied to any component. and are for"dry condition"of use. 5.CompuTruahas iwcontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES'. 12-31-2019 necessary. fabrication, shipment and installation of components. N ee,handling, 1, .1 p 7.Design assumes adequate drainageprovided. October 11,20.1 18 8.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines 9.Digits icoeof plate in inches. MITA USA,Inc./Com uTrus Software 7.6.8(1L)-E 10.For Nis connector plate design inc val ues see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -12) 199 6-7=(-2233) 2262 6-2=( -994) 794 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1630) 1361 7-8=(-2233) 2262 2-7=(-1441) 1609 WEBS: 2x9 KDDF STAND; 3-9=(-1630) 1361 7-3=(-1028) 1298 2x6 KDDF #2 A LOADING 9-5=) -12) 199 7-9=(-1441) 1604 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=( -994) 749 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -688/ 1002V -2000/ 20000 5.50" 0.67 KDDF (1485) 9'- 8.0" -688/ 1002V -2000/ 2000H 5.50" 0.67 KDDF (1485) 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. li BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.100" 4-10 4-10 MAX TL DEFL - -0.002" @ 10'- 8.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.152" @ 6'- 10.9" Allowed = 0.382" 12 12 MAX TC PANEL TL DEFL - 0.141" @ 2'- 9.1" Allowed = 0.573" M-4x: SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 12.00 7 N12.00 3 4.0" MAX HORIZ. LL DEFL = 0.040" @ 0'- 2.7" MAX HORIZ. TL DEFL = -0.049" @ 0'- 2.7" VVI 'COND. 3: 2000.00 LBS ;::;::;°T Wind: 140mphh=222ftTCDL=6OBCDL=60, , load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 NM M-3x4 ziiiiiiiiiiiiiiiiiiiiiiiiiiiii 7� � M-5x8 -/ N 'n r-I I e- A • r 0 0 1IFF 6 Q1 dy M-3x4 M-3x4 Q 6.00 6.00 12, 12 12 b y )' b 1 1-00 9-104-10 1-00 �Ep ppO y 9-081 y co-,NGINEE�6 �� 89200PE- .- JOB NAME : RT AREA 4 ENGLISH STEP - NDRAG Scale: 0.3531 WARNINGS: GENERAL NOTES, unless otherwise noted: er 1.Builder and erection contractor shoud be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual "�OREGON G� ��i Truss: NDRAG and Warnings before construction commences. building component.Applicability of design parameters and proper Ix 2.2z4 compression web bracing must Installed where shown v. incorporation of component Is the responsibility of the building designer. / 11 2ON �# 3.Additional temporary bracing to ins*stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / 1 d Is the responsibility of the erector.AQdifonal permanent bracing of 2'o.c.and at ICE o.c.respectively unless braced Throughout thee length by O •-T f DATE: 10/10/2018 the overall structure Is the res ons161Gofthe buildingdesigner. continuous sheathing such as plywood required sheathing(TC)andior drywall(BC). ` p b g 3.In Impact bridging or lateral bracing where shown++ FR R I L�- S E' K5 2 5 9 2 4 2 4.No load should be applied to any bite should until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4'' fasteners are complete and at no tine should any loads greater than 6.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"thy condition"of use. TRANS ID: LINK E.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ullbearingatagwppo sshown.Shim orwedge if EXPIRES: 12-31-2019 soa, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. p 8.This design Is furnished subject to the litigations set forth by B.Plates shall be located on both faces of truss,and placed so their center October 11,2018 TPWQTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. ' 9.Diggs Indicate owe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)"E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-09-09 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-158) 202 9-5=(-280) 992 1-9=) -159) 69 2-6=(-1938) 949 BC: 2x6 KDDF #1&BTR 2-3=(-158) 202 5-6=(-280) 992 4-2=(-1938) 946 6-3=( -154) 69 WEBS: 2x4 KDDF STAND LOADING 5-2=( -959) 3172 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 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 297.1)+DL( 257.7)- 554.8 PLF 0'- 0.0" TO 9'- 8.0" V - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -599/ 3020V -283/ 283H 5.50" 9.83 KDDF ( 625) _,.'-- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.0" -599/ 3020V 0/ OH 5.50" 9.83 KDDF ( 625) ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. nails staggered: ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. XX9" oc in 2 row(s) throughout 2x6 top chords, /X\/X\ 0" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = -0.021" @ 9'- 10.0" Allowed - 0.938" ** For hanger specs. - See approved plans MAX TL DEFL - -0.038" @ 9'- 10.0" Allowed - 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.5" 4-10 4-10 MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.5" f f Design conforms to main windforce-resisting M-1.5x3 M-3x8 M-1.5x3 system and components and cladding criteria. 1 2 3 -/ Wind: 140 mph, h=23.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), V Endd duration arerex.o, lEnd verticas)) are exposed to wind, Truss designed for wind loads in the plane of the truss only. �� o m v, WI IIII mr JI 4** 5 6 M-4x8 M-3x8 M-4x8 ) ) ) 4,0\ PROFFss 9-10 9-10 y y �� �NGINEF9 /�2 9-08 :9200PE 9r JOB NAME : RT AREA 4 ENGLISH STEP - NGIRD � ��� �� Scale: 0.3208 �_ WARNINGS: GENERAL NOTES, unless otherwise noted: O Ctw 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: NGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 9 , fir_OREGON A�J 2.W4 compression web bracing must be installed where shown t.. incorporation of component Is the responsibility of the building designer. -a7 �O� �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at /O M y 14 is the responsibility of the eredor.Additional permanent bracing of 2'a.c.and at 10'o.c.respectively unless braced throughout their length by - w DATE: 10/10/2018 me overall structure Is the responsibility f me building tlesi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R 1 L\,NV ponsi M o g gner. 3.2s Impact bridging or lateral bracing required where shown.. SEQ.: K5 2 5 92 4 3 4.No load should be applied to any component untilbracing and 4.Installation of truss is be responsibiity of the respede contactor. fasteners are complete and at no lime should any loads loads greater than 5.Design assumes trusses are to be used in a noncorr osive environment, I applied t and are for"dry condition"of use. TRANS ID: LINK design loads beto any 8.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES.. 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the necessary. .1.I r� p fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October I I rL0 CJ 6.This design Is furnished subject to the limitations sat forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate Sue of plate In Inches. MiTek USA,InofCompuTfus Software 7.6.8(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND; Design conforms to main windforce—resisting 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=15ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. 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) End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x4 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1BPSF LIVE LOAD. TOP Note:Truss design requires continuous Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. complete specifications. 6-04-07 5-08-09 T T 1' 12 9.00 M-1.5x3 4 —7 I i M-3x6 0 • • 4111i1L , O 1 M-10 55x3 ail M-3x6 M-3x9 y 6-02-11 y 5-10-05 y ���E� PROFFss y y y C.'\ 4"�NGINEF9 /D 1-04 12-01 �kJ 89200PE 29 JOB NAME : RT AREA 4 ENGLISI STEP — P1AFW .ems;, Scale: 0.2739 WARNINGS: GENERAL NOTES, unless otherwise noted: I.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 yOREGON t/ Truss: P1AFW and Warnings before construction commences. building component.Applicability of design parameters and proper o6A. 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibilityof the building designer. 3.AddIlonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be latera o braced at Is the responsibility of the erector.Additional permanent bracing of 2'Ac.and at 10 o.c,respectively unless braced throughout their length by /O 14 a O w DATE: 10/11/2018 the overall structure is the res onsidili f the building des 2u continuous sheathing such l b apcwg reood aired he shown ownandl+tlrywall(BC). yVs p p o g near. 3.2x Impact bridging or the h lateral brassie required where shown++ FR R 10-- TRANS K5259244 4.Noene load sane cod mplete applied atnraanronemuloadntil after anbaorgand 4.ander for"drrtyconssion"of responsibility nmerespective on �oeNeen ironment, fasteners are complete and at no!inns should any loads greater than B design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.6.CompuTmshas nocentrolover antlassumesnoresponaibilyforthe Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 nOMawry. {{..�� .1.1 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October I 1 r2o�V 6.This design Is furnished subject to ins Imitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center TPWVFCA In SCSI,copies of which'iwih be furnished upon request. Ines coincide with joint centerlines. 9.Digits indicate aye of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-I 311,ESR-I 988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC - LUMBER SPECIFICATIONS TRUSS SPAN 20'— 11.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 810BTR LOAD DURATION INCREASE — 1.15 COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND; Design conforms to main windforce—resisting 2x9 KDDF #1&BTR A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD — 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=29.9ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD 45.0 PSF (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2x9 BRACING AT 29"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 M-1.5x9 or equal at non—structural AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. vertical members (uon). Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for complete specifications. 0-09 pr 2-09-11 6-08-10 11-04-11 T T T T 2-05-11 6-08-10 0-04 5-04-09 5-08-01 T TT TT T 1' 2-08 11-03 T 1' T 1' 12 12 9.00 VM-4x62 3 4 M-7x6 ''' :19.00 !f At M-3x9 IIS 1 11111111111111111-3x6 Oki .1 i 0 1 c6 1 A I IN-7x8 0 imiimalmmmmmmmmmmommigimmommmiiiimmilmmmmmmmmmmi -/ o no e M-Rx8 0.250 M-31x6 12 SRO PROFS IIM-4x9 M-5x6(S) IIM-4x4 / y y / y 0NGINE`c92 /� 2-03-15 7-09-15 5-09-09 5-04-09 -7 / 20-11 y 89200P t' JOB NAME : RT AREA 4 ENGLISH STEP — P1BFW Scale: 0.1819 1 4111111!44005;77 WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised 01 all General Notes 1.This design Is based only upon the parameter:shown and is for an Individual Truss: P1BFW and Warnings before construction commences building component.Applicability of design parameters and proper yG OREGON mak/ • 2.244 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 9Y 14 '10\ Op.Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by Y 10- and ``I 1 DATE: 10/11/2018 the overall swdureisthe resonsiblli of tleslSttconepoussheamingsuchasacingrdaheathing(TC)antl/ortlrywall(BC). MRRIL�- p responsibility o 8 finer. 3.24 Impact bridging or lateral bracing required where shown++ SEQ.: K5259245 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is me repanaRil ty 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. adore Mr"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ampsamfabrication,handling, ry. (�t} b1r��py� q 8 edismancanamslmitaonsfet luSh by 7.Designassumesbelcated usothifage is truss,roan October 1V 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of and placed so their center TPIM//GA In 6101,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 1 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. [COND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND Design conforms to main windforce—resisting LOADING system and components and Cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=l5ft, 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, M-1.5x4 or equal at non—structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span DON. 3-06 T T 12 9.00 7 M-1.5x3 All. 0 0 2 i M cz:, _ ,_, . , ERO11111111111111111 of W. A —7 0 4 M-3x4 M-1.5x3 1 ei3O PROF4.S y 1-04 ' 3-06 y ��\�' ONGINEF9 s/go_ 9r . 2200PE C' JOB NAME : RT AREA 4 ENGLISH STEP — P1CFW Scale: 0.6263 '� ®R� WARNINGS: I GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual . OREGON &� Truss: P1CFW and Warnings before construction commences. building component.Applicability of design parameters and proper �� pe L 2.2x4 compression web bracingmust be Metalled there shown incorporation of component is the responsibilityofthe al5brg designer. 2.°N0,0",` pression 2.Design assumes the top and bottom chords to be laleralty braced at �O qY 14 3.Additional temporary bracing to insure stability during construction 2'o.c.and at la' respectNety unless braced throughout their length by W the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andbr drywall(BC). DATE: 10/11/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��,R R`L\- SEQ. KS 2 rJ 92 Q 6 4.No load should be applied to any component until after all bracing and 5.Installation of trussnddsehe responsibility beboseE nhenon non-corrosive a emlronmen( •s fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are far"dry condition"of use. TRANS ID: LINK 5.CompuTmshas nocontrol over and assumes noreaponsibil y orlhe 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 scary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to tlpe limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center October 11,2018 TPWVfDA in 0151,coples of which'iwgl be furnished upon request. lines coincide with joint center lines. ` B.Digits indicate size of plate In inches. MiTek USA,Int./CompuTrus Spllware 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 of 2400F LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"OC. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=15ft, TCDL=6.S,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, ALL FLAT TOP CHORD AREAS NOT SHEATHED Truss designed for wind loads 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. M-1.5x9 or equal at non—structural Note:Truss design requires continuous vertical members (uon). BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Gable end truss on continuous bearing wall CON. Refer to CompuTrus gable end detail for complete specifications. 15-10-03 5-03-10 15-10-03 T T T T 7-11-12 7-03-15 0-06-08 5-03-10 0-06-08 7-03-15 7-11-12 T T T T T T T T 15-06 15-06 f f 1' 1' 12 M-4x65 6, M-6x6 12 9.00 � IFF. M18HS-7x85I ,41iIL4ii T 1r Io M-1.5x3 M-3x8 M-3x6 M-1.5x3 o M-4x6 M-3x6(S) M-4x6 y y y y b b y 7-10 7-03-15 y 6-09-15 7-02-03 7-10 �Q,ED PROFFs y y 17-00 20-00 y y C?<0 �NGINE�cR cS/0 1-04 37-00 1-04 �: :9200PE JOB NAME : RT AREA 4 ENGLISH STEP - P2FW /E�/ Scale: 0.1876 Z , �_ ' 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 Truss: P2FW yL , OREGON pi and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 comprasalon 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 lop end bottom chords to be N braced at a/O �Y y A �0� €� Is the responsibility of erector.Additional t bracing ( T o.c,and at 10'o.c.respectively unless braced throughout their length by 1 Y spo" aye pemranen go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). {.Vee DATE: 10/11/2018 the overall structure is the responsibility of the building designer. 3.at Impact bridging or lateral bracing required where shown++ ER R I LN- S E Q.: K5 2 5 9 2 4 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atall supports shown.Shim orwedge i/ EXPIRES: 12-31-2019 fabrication,handling. necessary. fabrication, shipmentand Installation of components. 7.Design assumes adequate drainage is provided. October 11,2018 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 TPI/W7CA 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./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-DO FROM 26-00-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-4356) 432 1-10=(-274) 3326 10- 2=( 0) 230 7-14=( -650) 3654 BC: 2x6 KDDF #1&BTR 2- 3=(-3954) 500 10-11=(-274) 3324 2-11=( -366) 194 14- 8=(-1042) 222 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3780) 544 11-12=(-228) 3072 11- 3=( -94) 228 8-15=) -116) 1304 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3000) 446 12-13=(-302) 3600 3-12=( -450) 270 TC LATERAL SUPPORT 6= 12"00. UON. TC UNIF Li( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-4048) 638 13-14=(-534) 4856 4-12=( -286) 2086 BC LATERAL SUPPORT 6= 12"OC. CON. BC UNIF L ( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-5074) 782 14-15=(-720) 5674 12- 5=(-1476) 328 BC UNIF L ( 95.8)+DL( 96.7)= 192.5 PLO 26'- 0.0" TO 37'- 0.0" V 7- 8=(-6284) 930 15- 9=(-722) 5690 5-13=( -224) 1206 B- 9=(-7396) 1010 13- 6=( -428) 2858 J,- ( 2 ) complete trusses required.q ADDL: BC CONC LL+DL= 2819.0 LBS @ 25'- 9.0" 13- 7=(-3330) 660 Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) /yVy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -273/ 29625 -235/ 235H 5.50" 4.74 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. 37'- 0.0" -716/ 5272V 0/ OH 5.50" 8.43 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 = 0.087" @ 25'- 11.0" Allowed = 1.804" i MAX TL DEFL = -0.211" @ 25'- 11.0" Allowed = 2.406" I SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.061" @ 36'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-06 10-00 13-06 ,f T T f Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 5-11-12 5-04-12 2-01-08 5-00 5-00 2-01-08 5-04-12 5-11-12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), q ' ' 4' 1' ,f 4' 4' j' load duration factor=l.6, 12 12 Truss designed for wind loads M-5x6 M-3x4 M-5x61 n the plane of the truss only. 9.00 g 5 6 Q 9.00 6► ZM-3x4M-3x6 5 t; +� M-3x4 -1-% Z 0 13 19 15 9 0 - I 1 M-4x4 M-1105x3 M-3x4 11 10.25"0 .25" "'"' M-7x6 M-1.5x3 M-3x8 1 o M-7x8(S) M-7x8(S) 2819# �(AO PROF�ss y y y y y y y �c. GNG W EF9 /09 5-10 5-03 2-06-12 9-08-08 2-06-12 5-03 5-10 y � y 37-00 89200PE (" JOB NAME : RT AREA 4 ENGLISH STEP - P3GIRD '1 Scale: 0.1789 - WARNINGS: GENERAL NOTES, unless otherwise noted: ii Ctv 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 to Truss: P3GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper �G �� /` 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. 1' A �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bodom chords to be laterally braced at /O T 14, a •GO is the responsibility of erector. ddibonal t bracingf 2'oc.and at 10'o.c.respectively unless braced throughout their length by '4 (1,. p Ityo permanent o continuous sheathing such as plywood sheathing(TC)andror drywall(BC). ` Ni, DATE: 10/10/2018 the overall structure is the responsi ifdy of the building designer. 3.2x Impact bridging or lateral bracing required where shown v v �R R 1 U- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K5 2 5 9 2 4 8 fasteners are complete and at no tie should any loads greater than 5.Design assumes trusses are to be used in a non-errosive environment, design loads be applied to any co portent. and are for'dry condition'of use. TRANS ID: LINK 5.CompuTrushasnocontrolover tiassumesnorebin for B oecessaassumes full bearing etaAsupporisshown.Shim orwedge if EXPIRES: 12-31-2019 responsibility necessary. .I p fabrication,handling,shipment and/installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to he limitations set fodh by e.Plates shell be located on both faces of truss,and placed so their center .l October 1 I r201V TPIAN1CA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plata design values sea EBR-1311,ESR-1986(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 17 8- 9=(-405) 389 8- 2=(-1237) 360 6-11=(0) 273 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=( -413) 279 9-10=( -99) 624 2- 9=( -299) 1033 WEBS: 2x4 KEEP STAND; 3- 9=( -308) 253 10-11=(-170) 1052 3- 9=( -83) 131 2x4 KDDF #1&BTR A LOADING 4- 5=( -685) 307 11- 7=(-169) 1053 9- 9=( -765) 287 LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=( -999) 322 4-10=( -94) 392 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PEE 6- 7=1-1485) 274 10- 5=( -68) 257 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PSF 10- 6=( -504) 244 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -175/ 1144V -343/ 208H 5.50" 1.83 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 25'- 3.2" -179/ 1149V 0/ OH 5.50" 1.84 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. 0-04 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.034" @ 11'- 7.5" Allowed = 1.218" -03-04 9-06 - 13-06 MAX TL DEFL = -0.058" @ 11'- 7.5" Allowed = 1.624" 1' - 1 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-04 4-09 4-09 6-06-09 6-11-07 , '1' 1 f f f MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.8" 12 12 MAX HORIZ. TL DEFL = 0.024" @ 24'- 9.8" 9.00 7 .9.00 Design conforms to main windforce-resisting M-5x6 M-3x4 M-5x6 system and components and cladding criteria. 3 4 5 QF a� Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, �f ' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 N45. ti ,-, A ti m ti _ ee 11111111111111„16�_ ID B 9 10 11 0 _ M-1.5x3 0.25" M-1.5x3 M-3x4 0 M-3x8 M-5x8(S) k k k b )' ��Q,V P R QFFss 2-05 9-02-08 6-10-01 6-09-11 Ca k k 0G INEF9 /G,A- 25-03-04 2 c' =92 OP 1- JOB NAME : RT AREA 4 ENGLISH STEP - P4 Scale: 0.2195 � ..."....." WARNINGS: GENERAL NOTES, unless otherwise noted: Q C" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual •� Truss: P4 and Wamings before construction commences. building component.Applicability of design parameters and proper /� /'�_ (OREGON t„ V 2.2x4 compreeslon web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. Y� ,` 3.Additional temporary bracing to Insure stability tludng construction 2 Design assumes the lop and bott3 chords to be laterally braced at �O 9 y y 4 2° �� Is the responsibility of the erector.Additional permanent bracing of c o.c.and at f 0'o.c.respectively unless braced throughout their length by DATE: 10/10/2018 the overall structure Is the responsibility of the Wilding deli continuous sheathing such as plywood sheathing(TC)where and/or tlrywall(BC). �A ponsi ty g gner. 3.2s Impact bridging or lateral bracing required shown++ ''! � ��� SEQ.: K5 2 5 92 4 9 4.No load should befeteapplied to any component until 11 bracing and 4.Installation of truss is the responsibitity used a non-corrosive contractor. fasteners are complete and at no ume should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. end are fordry candulo bearing at of 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes lull bee ring at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, wry. shipment and of components. 7. esign assumes adequate drainage is provided. October 11,2018 e.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPUWICA 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 to.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #15BTR SPACED 29.0" 0.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) equal at non—structural Truss designed for wind loads M-1.5x4 or 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. Gable end truss on continuous bearing wall UON. Note:Truss design requires continuous I Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 13-09 9-06 13-09 1' T T T 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 4 I 4 1 T 4 T 12 12 9 00 M-5x6 M-3x4 M-5x6 N9.00 4 5 6 /4 W M-3x6 +9/ M-3x6 3 44111111 +, p I 2 ' mi o- of 1/ to 110.25" 0.25"lz 13 I o M-1.5x3 M-1,5x3 0 M-4x6 M-5x8(S) M-5x8(S) ' - y y y y y \' GINEF`r�/� 7-00-11 6-10-01 9-02-08 6-10-01 7—'.1 y 1 �i b 1-04 37-00 1-04 9 Q 89200PE r JOB NAME : RT AREA 4 ENGLISH STEP - P5FW ��,e...:„_,, Scale: 0.2251 WARNINGS: GENERAL NOTES, unless otherwise noted: Cli 1.Builder and erection contractor shod be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual OREGON 1� �� Truss: P5FW and Warnings before construction mantes. building component.Applicability of design parameters and proper A yl 2.264 compression web bracing must a lnstalied where shown+. Incorporation of component is the responsibility of the building tleslgneG 2 ' a 3.Additional temporary bracing to insu stability during construction 2.Design assumes the top and bottom chords to be laterally braced at en L'O ( 14 O t5s Is the responsibility of the erector.A tlftional permanent bracing of 2'o.c.and at 10'o.c.rsuch a ly unless braced throughout their length by Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). c DATE: 10/11/2018 the overall structure is the responsl Sty of the building designer. 3.2v Impact bridging or lateral bracing required where shown++ `R R i 1A- SEQ,: K5259250 4.No load should be applied to any coponent until after all bracing and 4.Installation of truss Is thehresponsibility espobbusysnthenenpctrosenttWcton. fasteners are complete and et no ti a should any mads greater man Design assumes design loads be applied to any comaenent. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTushas nocontrol over anNassumesnoreaponsibilRyforthe 6.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES: 12-31-2019 fabrication,handing, necessary. y s� ,t p shipment and ilei latlon ofcomponents' 7.Design assumes adequate drainage is provided. October 11,218 6.This design is furnished subject to tie Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sOe of plate In Inches. MI f ek USA,ln0./CompuTNS Syftw are 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" (COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. (COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND NOTE:Design assumes moisture content does LOADING not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 29"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main windforce-resisting TOTAL LOAD = 95.0 PSF system and components and cladding criteria. M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Wind: 140 mph, h=20.eft, TCCL=6.0,BCDL=6.0, ASCE 7-10, vertical members (uon). (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=l.6, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Truss designed for wind loads BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP in the plane of the truss only. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 4-01 9-01 ' 1' T 4-09 9-09 • T T T • 12 12 SEE STANDARD MITEK DRAG PIGGYBACK I IM-9x4 9.00 Q 9.00 DETAIL FOR CONNECTION TO BASE TRUSS 3 q p rr DATED 9/10/2016 ..- � PIGGYBACK �!�lIVIIIII DRAG(150p1f) O N I .1 NI O to I o co I M 411111h111 'IN m 6 M-3x9 M-1.5x3 M-3x9 STRUCTURAL TRUSS BELOW REFERENCE SEQ.:K5259251 and K5259256 b b 1 9-09 9-09 ED PROF 0-02-03 8-02 0-02-03 �\c ' ,,GINEF�O y 9-06 y �� :9200PE 9r' JOB NAME : RT AREA 4 ENGLISH STEP - P5FWCAP Scale: 0.5170 WARNINGS: GENERAL NOTES, unless otherwise noted: ti i:r Truss: P5FWCAP and Warnings before construction commences. building component.Applicability of design parameters and proper44, 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 � 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,I74, �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /O `s O DATE: 10/11/2018 the overall structure is the responsibility of building deal DrcoImpact sheathing such as plywoodsheathing(TC)required ema and/or arywan(Bc). aa�� pons ty o g gner. 3.2x Impact bridging or lateral bracing wbem shown 0+ �K L� SEQ.: K5259251 4.No load should be applied to any component until after all bracing and 4.Installation of truss is sshe are tosi used of the non-corrosive respective nmlronrment, •eee���, fasteners ere complete end et no time should any loads greater than Design assumes design mads be lied to an component. and are for"dry ondition"of use. TRANS ID: LINK 5.Co puTas has applied al over ssumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary.um { .1.1 .1 p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 1 1,20 IU 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 TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. Mi Tek USA,Ino./CompuTrus Software+7.6.9(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(Weft) 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) 95 2-10=(-270) 1790 10- 3=( 0) 279 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2317) 402 10-11=(-271) 1789 3-11=(-508) 240 WEBS: 2x4 KDDF STAND 3- 4=(-1821) 435 11-12=(-235) 1443 4-11=(-133) 707 LOADING 4- 5=(-1326) 417 12-13-(-271) 1711 11- 5=(-255) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=(-1326) 417 13- 8=(-270) 1712 5-12=(-254) 112 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-1821) 435 12--6=(-133) 707 TOTAL LOAD = 45.0 POE 7- 8=(-2317) 402 12- 7=(-508) 240 OVERHANGS: 16.0" 16.0" 8- 9=( 0) 95 7-13=( 0) 279 LL - 25 POE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT 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" -259/ 1825V -264/ 264H 5.50" 2.92 KDDF ( 625) 37'- 0.0" -259/ 1825V 0/ OH 5.50" 2.92 KDDF ( 625) ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.007" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL - 0.085" @ 18'- 6.0" Allowed = 1.804" MAX TL DEFL - -0.142" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = -0.007" @ 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 - -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL - 0.075" @ 36'- 6.5" 13-09 9-06 13-09 Design conforms to main windforce-resisting 1' '' ' 1' system and components and cladding criteria. 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 f f T '( 1' T T Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-3x4 M-5x6load duration factor=l.6, 9.00 174 5 6 . -,19.00 Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 ,± ZE. 0 0 ti 8 p '1 10 11 'r 12 3 - 1 M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 -M-4x4 I Ep P R p o M-5x8(S) M-5x8(S) o �f l :eS y y y y y y �NGINEFR /e J, b 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 y b 9 1-04 37-00 1-04 �� AO /O. �' JOB NAME : RT AREA 4 ENGLISH STEP - P6 77/ - . Scale: 0.1626 I WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon me parameters shown and is for anindividual "9� J OREGON ��� Truss: P6 and Warnings before construction c¢mmences. building component.Applicability of design parameters and proper (� 2.2x4 compression web bracing must p Installed where shown+, Incorporation of component is the responsibility of Me building designer. / .A �O� �� 3.Additional temporary bracing to insu stability during construction 2.Design andoftassumes the top and bottom chords to be throughoutaterally bated at S. Y 14 is the responsibility of the erector.A dr:onal permanent bracing of 2'o.c. at10'o.c.respectively unless braced their length by DATE: 10/10/2018 the overall structure is the res ensi of buildingdesigner. 2x continuous sheathing such as bating re aired wheres ownsdrywall(BC). p t lily oe 3.In Impact bridging or lateral baring required shown++ R R f LL S E Q.: K5 2 5 9 2 5 2 4.No load should be applied to any co(nponent until after greatll er ng and 4.Installation assumes trus the are be used lk of there naive environment, contractor. fasteners are complete and at no tirrle should any loads greater than Design assumes f use. TRANS ID: LINK design loads be applied toany over s.oesarerorarv`ulib condition" etaltsu supportsif 5.CompuTas has no control over and.assumes no responsibility for theneceDesign assumesg e ppo riga EXPIRES. 12-31-2019 ry1 1 p fabrication,handling,shipment andlhsbllation of components. 7.Design assumes adequate drainage is provided. OCtoLl P.r I I,Z��V 6.This design M furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which VON be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. i ; TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 • BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. NOTE:Design assumes moisture content does WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 29"OC. UON. DL ON BOTTOM CHORD = 10.0 P50' system and components and cladding criteria. TOTAL LOAD = 95.0 PSE Wind: 190 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. SEE STANDARD INDUSTRY PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS AS APPLICABLE, OR CUNSULT QUALIFIED BUILDING DESIGNER. 4-01 4-01 T '1 T 4-09 4-09 T T T 12 12 IIM-4x9 9.00 177 Q 9.00 39.0" 111 . O re N I O 1 O re I r"1 2111h11111111166. 9 rlill X /- M-3x9 M-165x3 M-3x4 <\:), o PRoFFs y 4-09 y 4-09 y C�� t,NGINE ,Q W 02 0- 2-03 8-02 0-0 -03 c- :92 OP ,% JOB NAME : RT AREA 4 ENGLISH STEP - PCAP4P. • Scale: 0.5181 WARNINGS: GENERAL NOTES, unless otherwise noted: © Ct 1.Builder end erection contractor should be advised of all General Notes 1.This design is based onyupon the parameters shown and is for anindNldual -9L OREGON �t i Truss: PCAP and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. �f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at /O -7 y 1 A 20 �� is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c.rospedively unless braced throughout their length by Y w continuous sheathing such as plywood sheathing(TC)and/or arywall(BC). ��� 11.- - SEQ.: �VV1 DATE: 10/11/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S E Q.: K5 2 5 9 2 5 3 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respedNe 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 mads be applied to any component. and are for"dry mndkmn'ar use. 6.CompuTruahas necontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 nemfabrication,handling,shipment and Installation of components. sr 7.Design assumes adequate ondrainage is truss, October 11,2018 8.This design b famishes subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ine./CompuTrus Software+7.6.9(1 L)-E 7o.For basic connector plate design values see ESR-1311,ESR-1588(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 #16BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 95 2-10=(-270) 1790 10- 3=( 0) 279 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2317) 402 10-11=(-271) 1789 3-11=(-508) 240 WEBS: 2x4 KDDF STAND 3- 4=(-1821) 435 11-12=(-235) 1443 4-11=(-133) 707 LOADING 4- 5=(-1326) 417 12-13=(-271) 1711 11- 5-(-255) 112 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6-(-1326) 417 13- 8=(-270) 1712 5-12=(-254) 112 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-1821) 435 12- 6=(-133) 707 TOTAL LOAD = 45.0 PSF 7- 8-(-2317) 402 12- 7=(-508) 240 OVERHANGS: 16.0" 16.0" 8- 9-( 0) 95 7-13-( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1825V -264/ 264H 5.50" 2.92 KDDF ( 625) I 37'- 0.0" -259/ 1825V 0/ OH 5.50" 2.92 KDDF ( 625) 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 = -0.007" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.804" MAX TL DEFL = -0.142" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL - -0.007" @ 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 = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL - 0.075" @ 36'- 6.5" 13-09 9-06 13-09 Design conforms to main windforce-resisting 1' T ' 1 system and components and cladding criteria. 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 f '( 'f T 1' T T Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 00 M-5x6 M-3x4 M-5x6 9.00 load duration factor=l.6, 9 5 6 Truss designed for wind loads a. in the plane of the truss only. M-3x4 M-3x4 3 :x3111144441444411111111SINISsis. A-. 11 12 5 0.25 -M-4x4 o �Q`E� p'�AFF M-5x8,5) M-5x8(5) Y y b b y 44/ � . 0.1 F�si(2* y b 7-00-11 6-10-01 9-02-0e 6-10-01 7-00-11 y l IpP 1-04 37-00 1-09 ct :9200PE JOB NAME : RT AREA 4 ENGLISH STEP - PHIP ,` 7®G� �. Scale: 0.1626 WARNINGS: GENERAL NOTES, unlessotherwlse noted: 0 47 1.Bullde,enderectionsonbadorehouldbeadvisedatallGeneralBates I.ThisdesignisbasedonlyupontheperemetereshownendisforenmdMdual OREGON 4// Truss: PHIP and Warnings before construction°eminences. building component.Applicability of design parameters and proper z.2v4 compression web bracing must be Installed vinare shown ii. incorporation is me responsibility of building designer. Y 2 ' �t 3.Additional temporary ionaltempobraemgtamauieAlabnlryconstruction 2.Design assumes the top and bottomchomatobelaterallybracedatneorporanon ocomponent Y d ,` 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the roeponsibiliry of the erector.AEIdklonal permanent bracing of 'O 9 •-T e O DATE: 10/10/2018 the overall structure is the resonsibf of the building designer. continuousImpactbridging orng wchasacnlg re aired inereshown++vall(BC). p Gly g goer. 3.2x bddging or leterel bracing required where shown++ 4/ -R 1311-� SEQ.: 5 2 5 9 2 5 4 4.No load should be applied to any component until alter all bracing and 5.4.Installation of truss iss the e respo be ullsed nthe nospectbe a neeatorrment, fasteners are complete and at no ems should any loads greater thanDesand e a issue es sses re to b. TRANS I D: LINK design loads be applied to am component. 6.Design assumes inn bearing at et supporta shown.Shim or wedge if S.CompuTrus has no control over and assumes no responsibility for the mmwary. .I .EpXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. f'S A B5 f I�,2�1 V 6.This design Is furnished subject to the limitations set forth by S.Plates shell be boated on both faces of truss,and placed so their center TPWJTCA In BCSI,copies of which will be furnished upon request. lines coincide ash Joint center toes. 9.Digits Indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(1 L)E to.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by x Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 n assumes moisture content does NOTE:Design 2x4 KDDF #1&BTR SPACED 29.0" O.C. g WE85: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Design conforms to main windforce—resisting BC LATERAL SUPPORT <= 29"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 95.0 PDF __= Wind: 190 mph, h=20.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ALL FLAT TOP CHORD AREAS NOT SHEATHED load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. considered for this design. SEE STANDARD INDUSTRY PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS AS APPLICABLE, OR CUNSULT QUALIFIED BUILDING DESIGNER. 3-02-03 1-09-10 3-02-03 T T T T 3-06-11 0-03-08 1-09-10 0-03-08 3-06-11 T T T T T T 12 12 9.00 V Q 9.00 M-4x6 M-9x6 /— f 4 5 3 6 ZOO NN o � N o i O ("9 I p cw I 2 2-08-03 I I r . .1-, i lII /— 9 10 M-3x4 M-3x6 M-3x6 M-3x4 ) l b y �4 O PRQp 3-04-15 2-08-03 3-04-15 y y y y �„. ,.‘4GNEF9 /a 0-02-03 8-02 0-02-03 �� 89200PE r JOB NAME : RT AREA 4 ENGLISH STEP - PHIPCAP jr,,,,,---.Scale: 0.5420 „.._ WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr t.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for anindaidual 7), "1 OREGON b �� Truss: PHIPCAP and Wxmings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the bulking designer. 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 y A Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at tG o.c.respectively unless traced throughout)heir length by 1'# w DATE: 10/11/2018 the overall etraaare Is the responsibility of building dell continuous sheathing such as plywood required rlrore)and/or drywell(SC). NV p ty o g gner. 3.2x Impact bridging or lateral bracing where shown++ R UI 10- SEQ.: K5 2 5 9 2 5 5 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the ran rrse contractor. n fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for—dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes mil bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, ryp edi50 subject teslmiaionsfcompoheyts. 7.Designassumesbe lc ted on baths face isprovided. October 11,2010 6.This design Is furnished subled to the limitations set forth by 8.Plates shall be located an bath(aces of truss,end placed so their center TPIMRCA in SCSI,copies of welch will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.9(1 L)-E 10.For basic connector plate design values see ESR-1371,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=( -5) 130 10-11=(-5505) 5533 10- 2=(-2350) 882 7-14=( -617) 492 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2468) 882 11-12=(-3617) 4552 2-11=(-1261) 2369 14- 8=(-1261) 2369 WEBS: 2x4 KDDF STAND 3- 4=(-2078) 555 12-13-(-2450) 3314 11- 3=( -617) 492 8-15=(-2350) 862 LOADING 4- 5=(-1155) 427 13-14=(-3617) 4552 3-12=(-1123) 964 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=(-1155) 427 14-15=(-5504) 5533 4-12=) -378) 904 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2078) 555 12- 5=(-1438) 1343 TOTAL LOAD = 45.0 PSF 7- 8=(-2468) 882 5-13=(-1438) 1343 OVERHANGS: 16.0" 16.0" 8- 9=) -5) 130 13- 6-( -379) 904 LL = 25 PSF Ground Snow (Pg) 13- 7=(-1123) 964 M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -848/ 2406V -5550/ 5550H 5.50" 3.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -848/ 2406V -5550/ 5550H 5.50" 3.85 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.005" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.006" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.083" @ 23'- 3.0" Allowed = 1.804" MAX TL DEFL = -0.127" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = -0.005" @ 3B'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.006" @ 38'- 4.0" Allowed = 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.129" @ 36'- 10.3" MAX HORIZ. TL DEFL = 0.147" @ 36'- 10.3" 13-09 9-06 13-09 k'OND. 3: 150.00 PLF SEISMIC LOAD. 7-00-04 6-08-12 4-0• 4-09 6-08-12 7-00-04 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-5x6 M-4x4 M-5x6 9.00 S 6 9.00 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 �� (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(D1 r), load duration factor=l.6, 11111111 311 1r End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 Pri 1 Ili o Mi 4x6',I'I 1111111110110.:-4x.6 - o 1�..._ 'I,cwci/ '�cl�cAl 0011 1 o N101. nnom1 M-3x8 0.25" 0.25"3 M-3x8 M-5x6 els �N R0PR Or�n M18HS-7x8(S) M18HS-7x8(S) '\� GINE- fi y ), ), b b b c;.. 0E4%4 ; 6-08-12 7-02 9-02-08 7-02 6-08-12 , 29y b b l 1-04 37-00 1-04 ' � JOB NAME : RT AREA 4 ENGLISH STEP - RH24FW " QIII - Scale: 0.1376 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 Truss: RH24FW and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown t. Incorporation o!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 L/O r 1 A 2 O � Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10' respectively unless braced throughout their length by Y DATE: 10/10/2018 the overall structure Is the res onsiblof the building designer. continuousImpactbddging sheathing suchlateral b plywoodceg requiredsheathing(TC)ereshown ar drywall(BC). P 6p 9 9acin 3.4.In Impact oftru g or sis thbracing where shown contractor.ctive �� �� S E Q.: KS 2 5 9 2 5 6 4.Na mag aneum be applies ro any component emit arter en brecmg and 6.and allrbon ar tru tiussshs ereto bebursed Inty of thenoncortoslve en onment, fasteners are complete and at no time should any mads greater than Design assumes design loads be applied to any component. and are for•m conditlon'or use. TRANS I D: LINK 5.CompuTrus hes 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,shipment and Installation or components. 7.Design necesssumes adequate drainage Is provided. October 11,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces truss,and placed so their center TPIIWFCA In SCSI,copies of which will he furnished upon request. lines coincide with joint center Ines. 9.Digits indicate sloe of plate In Inches. MiTek USA,Ino./CompuTras Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MRek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Miff4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. ihrmik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q'116" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 11.1M3114 may require bracing,or alternative Tor I 31.1r.7illt O kL\Illiiiike p bracing should be considered. rp U O= 3. Never exceed the design loading shown and never Oa All U stack materials on inadequately braced trusses. I— d O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 cs-s designer,erection supervisor,property owner and plates 0- 'lid'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in"--'.° SYP represents values as published specified. lects,equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■ENIO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. `' Min size shown is for crushing only. INN NEI 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TRI l: 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. MI1 is not sufficient. et BCSI: Building Component Safety Information, hi'ie 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 v