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Plans MS-M:0 - 3 JAN 3.0 /018 rvliTeI(� � F 1~ r ' :� � . ieLf MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 20450 SAGEBUILT PLAN 2483 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K4122158 thru K4122164 My license renewal date for the state of Oregon is December 31,2019. <C" PROFFS �NGINEF`9 s/�29 89200PE 4 OREGON R lv� <0 Mk 14, 22 -}- 'L` 0 January 11,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on ontinuous bearing wall DON. 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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-08-05 12-09-11 T ' T 12 2.00 v 3 r+1 M-3x6(5) 0 rh rh 11111111111111111111111111111111111 liz- o ase 0 0 4 M-3x8 I l or ss 1-00 18-06 5;' �NGI EF9 /O2• 44, 9 :9200PE r JOB NAME : 20450 SAGEBUILT PLAN 2483 - Al Scale: 0.4262 WARNINGS GENERAL NOTES, unless othenvise noted: 1.Builder and erection contractor should bd zed of all General Notes 1 This design ibased only upon the parameters shhown end is for an individual 9G "�OREGON I �� Truss: Al and Wag before construction commences. building mp t.Appruelry of design parameters and proper • 2.z4compressionwebbrayngmustbe-stalled where shown.. incorporationr poantistheresponsibilityorthebuildingd ser. 2a� A� 3.Additional• temporary bracing to rico stability a 'ne construction 2 Design assumesthe top and bottomchords to be laterally braced at F s_ is the responsibility of the eraser.Additional permanent bracing of 2'o.c.and at 10' pectively unless braced throughout their length by /O �F 1'4, DATE: 1/11/2018 the overall structure is therebit of the building designer. continuoussheathing hasacing re uiredw renown.TC)andlor drywall(BC). � RIL� responsibilityB g 3.2a Impact brtlging or lateral bracing required where shown*. SEQ.: K412 215 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry corde:on"of use. 5.CompuTrus has no control over and assumes no responsibility for the S D�ewry. gn assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Noeso trussded., January 11,2018 e.chis design is furnished subject to me limitations set roan by e.Plates shall be located on both faces of was,and placed so their center TPIIWTCA in SCSI,copes of which will be furnished upon request. lines coincide oath pint center lines. 0.Dlgde indicate size of plate in inches. MiTek USA.Inc ICompulrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) " This design prepared from computer input by Pacific Lumber and Truss-BC a LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 19 2-10=) -951) 3026 3-10=( -804) 369 BC: 2x9 DF #1613TR SPACED 24.0" O.C. 2- 3=(-2904) 974 10-11=( -680) 1938 10- 4=) 0) 892 WEBS: 2x9 DF STAND 3- 4=(-2082) 180 11- 8=(-1205) 1111 4-11=(-1506) 236 LOADING 4- 5=) -216) 259 11- 6=( -421) 205 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 7=( 0) 0 5- 6=) -179) 81 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -355) 955 TOTAL LOAD = 45.0 PSF 8- 9=( 0) 19 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) Unbalanced live loads have been BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA considered for this design. 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" -96/ 954V -1820/ 1820H 5.50" 1.53 DF ( 625) 18'- 2.5" -111/ 1154V 0/ OH 95.50" 1.85 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 26'- 0.0" -76/ 502V -1820/ 1820H 95.50" 0.80 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 7'- 2.7" Allowed = 0.879" MAX TL CREEP DEFL = -0.379" @ 7'- 2.7" Allowed = 1.172" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" - MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" • MAX HORIZ. LL DEFL = -0.043" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.063" @ 0'- 5.5" ICOND. 3: 70.00 PLF SEISMIC LOAD. Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8£t, TCDL=6.0,BCDL=6.0, ASCE 7-10, 19-06 6-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 7-03 5-07-08 5-05-12 1-01-12 7-06 in the plane of the truss only. T 1' T T ' T 12 Truss designed for 4x2 outlookers. 2x4 let-ins • 2.00 - M-3x4 of the sameand grade asstructural top 7 chord. Insurer tight fit at each end of let-in. 5 Outlookers must be cut with care and are M-5x12(5) 0.25" permissible at inlet board areas only. • 9 • M-1.5x9 *OKM-3x4 oG M-3x6+ • • 6 � M-3x6 -"' _ M-3x6 3 ti 2 " 8 IIIVS �'/I,M,, • • • 0 i1 f o M-3x8 =M-4x4 M-3x6(S) M-3x8 o M-3x8 ), PROFF 10-00-12 y 8-01-12 ), 7-09-08 y ��,Eo s y y y Ca'� `GINE siA_ 1-00 16-00 26-00 10-00 1-00 • LI v` �� lo ti._...89200PE 9r JOB NAME : 20450 SAGEBUILT PLAN 2483 - Bl '� • Scale: 0.2420 t/ ft WARNINGS: GENERAL NOTES, unleasotherwisenoted: 7, ,�OREGON t oto 1.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 V\ �� Truss: B1 and Waminge before construction commences. building component.Applicability of design parameters and proper /0 4)' .. 2.2x4 P web b geast be installed here sh incorporation (component' theresponsibility of the building tlespner. 4 3.Additional temporary bracing to insure during 1 t o cn 2.D ig sou th tap nd bottom chords to be laterally braced at c and at 10'o.c.respectively braced throughout their length iii • t R O- ie the responsibility f thecredo,Additional permanent bracing of continuous sit tit'g an as Awed h tong(TC)and/dr aryw.o(ec).DATE: 1/11/2018 the easel)structure the resPonuality ofne building designer. 3.2x Impact bridging or lateral bracing required where shown 4-i- SEQSEQ.: .: K 412 215 9 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than B.Design assumes trusses are to be used in a nen-errosive environment, and are for"dry condition"or EXPIRES: 12-3 Qi 1-201 9 TRANS I D: LINK design loads be applied to any component. st al G OompuTnus has no control over and assumes no responsibility forme 6.Design assumes NII bearing el all supports shown.Shim or wedge if January 11,2018 nommen fabrication,handling,shipment end installation of components. T.Design assumes adequate drainage Is provided. B.This design is furnished subject to the limitations set forth by B.Plates shall be located on beth faces t es of truss,and placed so thein center TPIhVICA in SCSI,copies of which Goll be furnished upon request. lines coincide with pint center lines. G Digits indicate size of plate in inches. MiTek USA.Inc./CompaTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 19 2-13=)-1067) 9705 3-13=(-359) 227 BC: 2x9 DF #16BTR SPACED 29.0" O.C. 2- 3=(-9819) 1035 13-14=) -988) 9121 13- 9=) 0) 405 WEBS: 2x9 DF STAND; 3- 4=(-9483) 909 19-15=(-1203) 3923 4-19=(-898) 109 2x9 DF #16BTR A LOADING 9- 5=(-3367) 899 15-11-(-1486) 9748 14- 5=(-106) 711 LL( 25.0)-IDL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-3143) 880 14- 6=(-669) 313 TC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=) -239) 98 6-15=( -28) 517 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 45.0 PIE 6- 7=(-4127) 1155 7- 8=(-157) 156 8- 9=( 0) 0 15-10=(-529) 288 LL = 25 PSF Ground Snow (Pg) 7-10=(-4384) 1296 OVERHANGS: 12.0" 12.0" 10-11=(-4861) 1528 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 11-12=( 0) 19 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX BORE BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'= 00" =171/ 1290V -2/ 710 5.50" 2.06 DF ( 625) Unbalanced live loads have been 26'- 0..0" -235/ 1290V 0/ OH 5.50" 2.06 DF ( 625) considered for this design. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.925" @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -1.100" @ 13'- 0.0" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.079" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.140" @ 25'- 6.5" Design conforms to main n windforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=20.801, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 19-06 6-06 Truss designed for wind loads T I 1' in the plane of the truss only. 5-04-07 3-08-15 4-00-07 3-08-15 1-05-0 1-01-09 5-04-07 T T T T T T T 1z 1-01-1 12 2.00 o M-3x6 0 2.00 M-5x6(5) -ANe 9 M-5x16 s 0.25" M-1.5x3ill Q9 hey '= M-3x6 � M-3x4 0 m O � 13 19 15 - O I oM-3x12 M-3x4 0.25" M-3x4 M-3x12 1 M-5x8(S) AEp PROFF�+ ), > ), ), )' _`GINE � A- 7-03-12 5-08-09 5=08=09 7=03=12 1-00 26-00 'C -15.1.%C .' 2 1-00 ' ` ("I :900PE v9re JOB NAME : 20450 SAGEBUILT PLAN 2483 - B2 , Scale: 0.2420 O Q" WARNINGS: GENERAL NOTES, unless otherwise noted: -7, "�OREGON b �to 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 ` 20&, �1 Truss: B2 and Warnings before construction commences building component.Apploabilityofdesign parameters and proper /2) 4114 0 204 compression web bracing must be installed where shown.. incorporation of component is Me responstbikty of the building designer. 3.Additional temporary bracing to insure stability during construction 0 Design assumes the top and bottom chords to be laterally bared at a� 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 C R I 1 ` DATE: 1/11/2018 the overall strecture Is the responsibility able building designer. continuous0Itsheathingingor laterallateh bracings ag d where s own.r drywall(BC). 1r r 3.I s tmpto bridging is te reoning required eshown. SEQ.: K 412 216 0 4 No load should be applied b any component until after all bracing and 4 Designlas of truss h the responsibility of the respective e environment, fasteners are complete and at no time should any loads greater than 6. assumes busses are to be used inanon-corrosive environment, EXPIRES; 12-31-2019 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 a responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if ne fabrication,handling,shipment and installation of components. sigsary. January 11,2018 7.Design assumes adequate o ed ne othifage is prosises. fi.This design is furnished subject to the limitations del forth by B.Plates shall be located on both has of truss,and placed so their center TPI/WCCA in BCSI,capes 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(1L)-E 10.For bask connector plate deign values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC a LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 'oc spacing TC: 2x9 OF #1,8BTR LOAD DURATION INCREASE = 1.15 Design conforms to m ) wi ndforce-resisting BC: 2x9 DF #16 BTR SPACED 29.0" O.C. system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+1)1( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=20.8ft, TC DL=6.0,8C DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) n the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Gable end truss On continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 19-06 6-06 9-00-12 10-05-04 6-06 1 T T 4 12 12 2.00 v 4 v2.00 M-3x6(S) VA100000001111111111111111111111111111111111111111111111111111111111111111111111111 3 M-3x9+ --1:::' akIMMIIImmmmmmmmmmmm n 2 5 n m 3 _ MIN ii i. 6 0 M-3x88 M-3x6(5) M-3x81 D PRipFs13-00 13-00 ,` s > y crc �NGINcFq /O 1-60 L1-0o 26-00 �' 9r� 89200PE idip JOB NAME : 20450 SAGEBUILT PLAN 2483 - B3 Scale: 0.3170 Q [}* WARNINGS: GENERAL NOTES, unless otherwise noted: '7 "�OREGON t., <` 1.Builder and erection contractor should be advised of all General Notes 1.Tha design is based only upon the parameters shown and is for an individual 2�� �� Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper <o Ry 14 2.2x4 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. 3.Additional temporary OrenArg to insure stability duringconstruction2.Design assumes the lop and bottom chords to be laterally braced atiti is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at la c.c.respectively unless braced throughout their length by FR R I��- DAT E: 1/11/2018 the overall structure is the responsibility of building deo 2x continuous sheathing such as plywood required in ere s and/or tlrywall(BC). sponst M o sig goer. 3.2x Impact bridging or lateral bracing requiretl where shown•• SEQ.: K 412 2161 4.No load should be applied to any component until after all bracing and 4.Installation of truss the responsibility w la ility of the respectivecontractor.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, EXPIRES; 12-31-2019 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.�ceg�N mea NII bearing at all supports drown.Shim or wedge if January 11,2018 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainageis plodded. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located n both ace o russ,and placed so their center TPINQTCA in BC51,copies of which will be furnished upon request. lines coincide oath Joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 76.8(1L)-E 10.For basic connector plate desgn values see ESR-1311,ESR-1Sag(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 DF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&23TR 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"CC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 TOTAL LOAD= 92.0 PSF load duration factor=l.6, Truss designed for wind loads 9.00 in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3 -/ Gable end truss on ontinuous 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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY 0 0 r+1 2 o o C, IIIIIII,""""""""""""'i 4 M-3x4 1 ��Ep PROFFs y 1-00 y 3-06 ��`�� NGINEF�9 �'/02 92 0 9< JOB NAME : 20450 SAGEBUILT PLAN 2483 — Cl Scale: 0.9391 WARNINGS: - GENERAL NOTES, unless otherwise noted: O Q- 1.Ranaerand erection contractor should beadvised ofall General Notes 1.This design is based onhupon the parameters shown and isfor anindividual -7 ,�OREGON � L Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper ,� 2.204 compression web bracing must be installed where shown•. incorporetion 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 chord to be laterally braced at /O -7 y A iO �� is the responsibility of the erector.Additional permanent bracing of 2'oo.and at 10'o.c.respectively unless braced throughout their length by Y t �a DATE: 1/11/2018 the overall structure is the responsibility of formai designer. continuous Sheathing such as plywood sheathing(TC)andbr drywall(BC). el aponr ity a sip gner. 3.20 Impact bridging or lateral bredng required where shown v v FI R I I SEQ.: K4122162 4.No baa should be applied to any component until after all bracing and 4.Installation of truss is me responsibility of respective contractor. 1r fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, and are for"dry condition"of use. • assign toads be applied to any component. TRANS ID: LINK 6 Dam aTuehean000nlreldver.Massumesnare 6.Design assumes full bearngatall supports shown.Shim orwedge if EXPIRES: 12-31-2019 p apponenldy for the �,y, fhisdein,handling,shipment an meal lationofcomprthby. 7.pl adequate January 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 TPIAV1CA 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,Ina./CompuTrus Software 7.6.8(1L}E 10.For bask connector plate design values see ESR-1311,ESR-19813(MiTek) .. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-5=(-97) 53 3-5=(-149) 163 BC: 2x4 OF #1&BTR SPACED 29.0" O.C. 2-3=(-130) 120 s WEBS: 2x4 OF STAND 3-4=( -15) 7 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 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 = 92.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 311V -47/ 96H 5.50" 0.50 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 139V 0/ OH 5.50" 0.22 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 1'- 9.3" Allowed = 0.222" 3-02-04 0-03-12 MAX BC PANEL TL DEFL = -0.009" @ 1'- 9.9" Allowed = 0.172" MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 9.00 1 Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 3 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration All End vertical(s)aare rexposed to wind, Truss designed for wind loads in the plane of the truss only. N 0 o o rd O C O / OMEN WESNs _ 1 M-3x4 M-1.5x3 • l .1 y 3-02-04 0-03-12 )- l y 1-00 3-06 ,00 PROFFss ��5 �NGINFF9 �O 4 , 89200PE 9r JOB NAME : 20450 SAGEBUILT PLAN 2483 - C2 Scale: 0.5919 ,� WARNINGS: GENERAL NOTES, unless otherwise ofd. Truss C2 CC 1 Builderand N contractor should badvised of all General Notes 1.Thisdesign is based only upon thp rsshownandisfora individual 7 "�OREGON D& „to and Warnings before co building mp 1.Applicability of design parameters and proper 2.2x4 compression b bracing must be installed he shown« incorporation f component is the responsibility of the building designer. Y4 �O1` �� 3.Add't' temporary b g to insure stability tl g construction 2.Design assumes the top and bottom chords to be laterally braced al /O is the responsibility of the Adrift Ip anent bracing of 2 and at 19 ..respectively braced throughout their length by DATE: 1/11/2018 the overall structure a the responsibility of the build designer. continuous ah IKng such as plywood sheathing(TC)angor drywen(Bc). ng g 3.2x Impact bridging or lateral bracing required where shown«« 4747i1:111..\- SEQ.: 4 1 1 4.Na load should be applled to any component until after all bracing and 4.Installation of trues W the responsibility of the respective contractor. /1 �r y S E Q.: K 412 216 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are m be usein a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and.re for"dry conditionof use 8.Cam Trus 8.Design assumes full bearing al ail supporta shown.Shim or wedge if EXPIRES: 12-31-2019 pu ponsibility for the wary fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. January 11,2018 6.This design is furnished subject to the limitations set forth by E Plates shall be located on both faces of truss,and placed so their center TPIANECA in SCSI.copes of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Ino./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311.ESR-19913(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&HTR LOAD DURATION INCREASE = 1.15 1-2=(-19) 68 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-48) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -62/ 294V -16/ 65H 18.00" 0.39 DF ( 625) 12 1'- 5.2" -17/ 90V 0/ OH 1.50" 0.06 DF ( 625) 9.00 V LL = 25 PSF Ground Snow (Pg) 1'- 6.0 -16/ 19V 0/ OH 0.00" 0.00 DF ( 625) Full height blocking is required at right bearing 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(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1.- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.000" @ 1'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 5.2" Design conforms to mai n windforce-resisting -- 7 system and componentsand cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads n the plane of the truss only. NON O O I4 /43 -3x4 � PROP * 1-00 y 1-06 y �� (.\)‘°NGINEF�/�2 89200PE 9< JOB NAME : 20450 SAGEBUILT PLAN 2483 - C3 i Scale: 1.0952 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor Mould be advised We all General Notes I.This design is based only upon the parameters shown and is for an individual 9L 4 1 OREGON Di' C, Truss: C3 and Warnings before construction commences building component.Applicability of design parameters and proper tn 2.zea compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. �O q r 1 4 `O� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom moms to be laterally braces at 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 a DATE: 1/11/2018 the overall structure is the responsibility of the buildingdesigner. conlinuoun sheathing such as plywood sheathing(TC)and/or tlrywall(BC). aponsi ity 3.2a Impact bridging or lateral bracing required where shown.. FR R 10- SEQ.: K412 216 4 4.No load should be applied to any component until after all bracing and 4.Installation otruss MISS.fsthe nesarepo siildy of e in respective s erste contractor.4. e fasteners are complete and at no time should any dads greater than Designassumes and are for"dry condition"of use. s TRANS r n: LINK design loans be applied to any component. 5 CompuTrvs has w contra)over and soothes ro responsibility for the a Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31- 019 arty fabrication.handling.shipment and installation of components. 7.Design assumes cedon drainageisIslesen January 11,2018 6.This design is furnished subject to the limitations sal forth by S.Plates shall be located on both faces of Truss,and placed so their center TPIMuTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in incites. MiTek USA.Inc./CompuTrus Software 7.6.8(1L)-E tO.For basic connector plate design values see E5R-1311,ESR-1966(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) Damage or Personal Injury E = Dimensions are in ft-in-sixteenths. ilk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS 9 g,is always required. See BCSI. „ 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I o bracing should be considered. 111.1 O 3. Never exceed the design loading shown and never Et 101110, teil ;_ stack materials on inadequately braced trusses. lkilPA4. Provide copies of this truss design to the building CS-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- ' �'from outside C7-8 C6-7 O 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated b symbol shown and/or SYP represents values as published specified. �/ bytext in the bracingsection of the by AWC inthe 05/2012 NDS SP represents ALSO 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■MO reaction section indicates joint I.M.11 ill number where bearings occur. =I_ 17.Install and load vertically unless indicated otherwise. r._ Min size shown is for crushing only. 0 18.Use ofreen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for BracinM111 is not sufficient. BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ivi jTQr k®BCSI: ANS RPI 1 Quality Criteria. Installing&Bracing of Metal Plate _ Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013