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Plans S- G1Cs cLs 1 :3 C4 Lt M111 MiTekt MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 20817 SAGEBUILT 2101 ASH CREEK RECEIVED ROOF DESIGN INFO MAX 7 2018 CITY OF TIGARD BUILDING 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: K4499431 thru K4499438 My license renewal date for the state of Oregon is December 31,2019. cc PROFFS �� �NOI NEF9 s/O29 89200PE r 4Z" OREGONN 4 t‘ 4 ' 14 S°c?›P'{' April 16,2018 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. 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I TC: 2x9 DF' #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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"00. UON. LL( 25.0)IDL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall ION. -1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. 1 f 12 " 3.00 0 .11 • 0 0 3 4 1-00 17-00 ��iktD P_QF As ,5.? 40NGINF�c'I' /02. :9200PE 9 JOB NAME : 20817 SAGEBUILT 2101 ASH CREEK - Al Scale: D.9588 '� • � WARNINGS: GENERAL NOTES, unless otherwise noted, O irr t Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is Or an individual 9/ 4, OREGON �to Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper 4 , 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 14 20A♦ 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom chords M be laterally braced at �O Ili Y is the responsibility of the erector.Additional permanent bracing of 2.o.c.and at 1 O o.c.respectively unless braced throughout their length by DATE: 4/15/2018 the scowl structure is the responsibility of building Wagnerontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). apont M o re gner. 3.2x Impact bridging or lateral bracing required where shown++ FR R 1Lk- SEQ.: K 4 4 9 9 4 31 A 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 N any component. and are or'Dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 awry. fabrication,handling,shipment and installation of components. 7.Designl sshallassumes adequate toth Noe is provided. April 16,2018 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both latae of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. f. S Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E rD.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'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) -31) 1 8- 9=(-129) 787 2- B=( -279) 193 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3") -117) 93 9- 6=(-208) 1173 8- 3=( -931) 231 WEBS: 2x4 DF STAND; 3- 4=)-1093) 192 3- 9") 0) 460 2x6 DF #2 A LOADING 4- 5")-1266) 282 9- 4") -.172) 195 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6") -76) 170 5- 6=(-1481) 373 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 27 BC LATERAL SUPPORT <= 12"OC. ION. TOTAL LOAD = 42.0 PSF LETINS: 0-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -156/ 824V -186/ 62H 5.50" 1.32 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17'- 0.0" -157/ B36V 0/ OH 5.50" 1.34 OF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) 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 = -0.093" @ 11'- 4.4" Allowed = 0.804" MAX TL CREEP DEFL = -0.220" @ 11'- 4.4" Allowed = 1.072" MAX LL DEFL = 0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.013" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.020" @ 16'- 6.5" 5-08 5-08 3-08-12 1-11-04 Design conforms to main windforce-resisting T T T T T system and components and cladding criteria. 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 M-1.5x3 a 3.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- load duration factor=1.6, y End vertical(s) e exposed to wind, Truss designed forwind loads M-3x9 in the plane of the truss only. 0 oda -1.5x3 M-4x4 iiiii aller -1 A 0 cm m I I o 8 9 �6 : M-3x4 M-3x4 M-4x8 y 8-06 * 8-06 y AED PR OFF y yy �� 1-00 17-00 1-0o �� 9�5N8G200PE19°6/a2r JOB NAME : 20817 SAGEBUILT 2101 ASH CREEK - A2 Scale: 0.3338 04111011111111.11;77 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 a for an individual 'pG "�OREGON t‘ lei Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown.. incorporation of component is the responsibility or the building designer. 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and Whom lass bracds toed be laterally braced at /O 1 y 14 20 P} is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10.o.c.respect ly unless braced throughout their length by DATE: 4/15/2018 the overall structure is the responsibility of the bulli deo 20Impact sheathing suchrl bs plywoodg required isheathing(TG)(r shown anmor erywan(Bc). c VV1 spnnci p re fiacin 3.l s tmptio brkfging or thterel aadng respe contractor.a `R R L�, SEQ.: K4499432 4.Nalends areltlbe entoono comp anent untafter elleatei thantl 5.Designtasion ufes ristes are to be useaoof the n-corosnviron fasteners are complete and at no time should any loads greater than s.and ass.or"dry trusses are m be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for condition muse. 5.CompuTrua has no control over and assumes no responsibility kr the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrion.handling,shipment and installation of components. necegssry. cati T.Design haassumes boadequate oth face is trssea. April16,2018 0 This design is furnished subject to the limitations set forth by S.Plates shall be located on both hoes of truss,and placed so their center TPIHWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate site of plate in inches. MiTek USA,Inc./CompuTrus Software T6.8(1 L)-E 1g.For bask:connector plate design values see EBR-131f,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=) -33) 2 8-10=) -4) 27 8- 2=( -787) 217 5-13=) -4) 93 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=) -393) 180 9-11=(-214) 1327 8- 9=( -158) 236 12-13=) 0) 24 WEBS: 2x4 DF STAND; 3- 4=( -419) 196 11-13=(-940) 2017 2- 9=( -166) 796 13-14-( -165) 764 2x6 DF #2 A LOADING 4- 5=(-1418) 288 12-14-) -21) 97 10- 9=( 0) 40 13- 6=( -262) 1227 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2002) 458 19- 7=(-172) 791 9- 3=( -274) 129 19- 6=( -322) 96 TC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -14) 21 9- 4=(-1049) 206 6- 7=(-1006) 231 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 POE' 4-11=) 0) 327 11- 5=( -684) 230 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 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) M-3x4 where shown; Jts:2,4-5,8,11,14 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -157/ 820V -180/ 63H 5.50" 1.31 DF ( 625) ** For hanger specs. - See approved plans 16'- 9.0" -109/ 711V 0/ OH 5.50" 1.19 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.061" @ 13'- 5.9" Allowed = 0.792" MAX TL CREEP DEFL = -0.139" @ 13'- 5.9" Allowed = 1.056" MAX HORIZ. LL DEFL = 0.036" @ 16'- 3.5" MAX HORIZ. TL DEFL = 0.059" @ 16'- 3.5" 2-03-12 5-06 5-07-12 1-04-12 1-10-12 Design conforms to main windforce-resisting T - T T T f system and components and cladding criteria. 1 12 a 3.00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /- M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ae load duration factor=1.6, End vertical(s) are exposed to wind, iptit o rn .101111111111111100._ :„, 11I1C ��1/,I �I -_ o s s11 /- �o 8 10 to 12 19 ** 7 0 M-5x8 M-1.5x3 M-6x10 M-1.5x3 M-5x8 b > b 1- ). ) 2-03-12 5-09-08 5-06 1-03 1-10-12 y 1 y ) y 2-05-08 11-00 3-03-08 1-00 ��ED PR OPe, 1 16-09 y ro5� OAGINEF9 % 2 ,e 89200PE 9< JOB NAME : 20817 SAGEBUILT 2101 ASH CREEK - A3 Scale: 0.3263 O Oar��" • WARNINGS: GENERAL NOTES, unlessothenwice noted: 1.Builder and erectcontractorshould b advised of all General Notes t Thdesign based only upontheparameters shown and is m individual OREGON Truss: A3 ndWanirgsbfo ction ces bildngcopo t.Applicablty fel ignparametersandp pe �/ I�_ �p��[�4 2.2s4 compressionb bracing must be-stalled where shown* incorporation I portent-the of the building designer. LI �(� 2 .\ 3.Additionaltempo ry bg to instability during construction 2.Design a 1h top anelbolt hortlstobe throughout d 1 v�O �y 4 O by is the responsibility of the erector.Additional permanent bracing of continuoust and atrespectively unlessbraced(TC)and/or their length). Wreathing or suchr l bs plywood re u reds swn o tlrywall(SC). MFR IR I�� DATE: 4/15/2018 the overall structure re the responsibility of the building designer. 3.2a Impact bridging or lateral bredig required where shown**SEQ.: K 4 4 9 9 4 3 3 4 No load should be applied to any component until after all bracing and 4.Installation of truss s 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 m any component. and are for"dry condition"of use. a CompuTruahas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearingelall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necefabrication,handling,shipment and installation or components. �ry. .I Q r� p prthey 7.Plates la shallassumes boaadequate both face is provided. April 16,2 18 8.This design is furnished subject to the limitations set forth by S.Plarea shall be located on both faces of truss,and placed so their center TPIIWFCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19s8(MiTek) • I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF #19BTR LOAD DURATION INCREASE = 1.15 1-2=( -31) 1 7-8=(-138) 770 2-7-( -279) 192 BC: 2x9 DF #19BTR SPACED 29.0" O.C. 2-3=( -117) 93 8-6=(-297) 1098 7-3=( -911) 229 WEBS: 2x4 DF STAND; 3-9=)-1050) 205 3-8=( 0) 436 2x6 OF #2 A LOADING 4-5-(-1195) 301 8-4=( -140) 184 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -26) 9 5-6=(-1342) 326 TC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT G= 12"01. UON. TOTAL LOAD = 42.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 0-00-00 1-09-01 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -157/ 820V -181/ 63H 5.50" 1.31 DF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 9.0" -109/ 711V 0/ OH 5.50" 1.14 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5oc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g psf) uplift at 24 •' spacing. 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 = -0.097" @ 11'- 4.4" Allowed - 0.792" MAX TL CREEP DEFL = -0.236" @ 11'- 4.4" Allowed = 1.056" MAX HORIZ. LL DEFL = 0.012" @ 16'- 3.5" MAX HORIZ. TL DEFL = 0.019" @ 16'- 3.5" Design conforms to main wi ndforce-resisting system and components and cladding criteria. 5-08 5-08 3-08-12 1-08-09 1' T T T ' Wind: 140 mph, h=21.7ft, TC0L=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 M-1.5x3 -,=,3.00 load duration factor=1.6, 2 End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. M-3x9 e e o M- 1.5x3 N 9 r'' iminFakliMmi.3T �N f 7►_ S ** 6 O M-3x9 M-3x4 M-6x10 1 1 b 8-06 8-03 13 y 1-00 l 16-09 y S���NGWEz-sib i� 2 . 89200PE 9r JOB NAME : 20817 SAGEBUILT 2101 ASH CREEK - A4 '/ � Scale: 0.3513 , le ' WARNINGS: GENERAL NOTES, unless otherwise noted' O 1.Builder d erect' contractorshould b advised of all General Notes 1.This design-based M parameters shown and is for individual I /i` Truss: A4 only p yL , OREGON �,(� and Warnings baro construction s. building component.[.Applicab'I'ry r design parameters and props 2.2 4 compression b bracing must be stalled where shown+. incorporation r component-Mresponsibility of the building designer. �� ring construction 2.Design assumesM t p and boll chords to be laterally braced 1 3.Additional temporary bracing toinsurestability du /O 1 14 O is the responsibility of the erector.AdtlManal permanent bracing of 2 ..and al 10 on.respectively unless braced throughout their length by DATE: 4/15/2018 the overall structure is Mere dl r the building designer. 2x Impact sheathing such as plywood required in ere s and/or drywall(BC). responsibility o g poet. 3.2a Impact britlgi or lateral bredrp required where shown++ P R 1 SEQ.: K 4 4 9 9 4 3 4 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1st fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"or use. TRANS I D: LINK design loads be applied to any component. s.compurrus has no control over elle assumes no responsibility for the 6 Design assumes fun bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. T.Design assumes ao edeneothaeioprovided. April 16,201$ 6.This design is furnished subject to the limitations set forth by e.Plates shall be bated on both facest of trues,and placed so their center TPrWrCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. B.Digits indicate size of pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DE #1bBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #16BTR SPACED 24.0" O.C. Design conforms to m ) indforce-resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSE load duration factor=1.6, Truss designed for wind loads LL = 25 POE' 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. 12 D 3.00 2 N 3 4 I. 1-00 16-09 Cck I A� S1 NGINEF9 /O29r 89200PE JOB NAME : 20817 SAGEBUILT 2101 ASH CREEK — A5 Scale: 0.9695 WARNINGS: GENERAL NOTES, unless othenvise noted: 1.Builder and erection contractor should be advised of all General Notes t.This design u based only upon the parameters shown and is for an individual 17, Ds OREGON �lv Truss: A5 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. 2 s\ � 3.Additional temporary bracing to insure stability during construction 2.Design assumes IM tap and bottom chortle to be leMrelly braced al Y14 W the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length bycon /O e DATE: 4/15/2018 the overall structure is the responsibility of the buildingdeo 20 mptuous ridgingianng ltehabacing re uiredwere sho) wn drywail(BC). apn component designer. 3. Impact bridging or lateral bracing Ot the where she co t a ���'1 SEQ.: K4499435 4 No leadshould complete atltoono untily afterageater thanane 4 Deigntasufos tristes responsibilityto buitaonpectoscontrsctor. fasteners are complete and at no time should any loads greater 8.and are assume.trusses are toe.used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are ror"dry condition.'of use s.compunra has no control over and assumes no responsibility for 8.Daeign assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handing,shipment and installation of components. gsury. QQ rr�� ..It pp 7.Design auumelca adequate drainagetfis truss, April 1V,GO 1 0 6.This design is famished subject to the limitations set forth by S.Plates silo))be located on both hoes of trues,antl placed so their center TPIANICA 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 LISA,Inc./CompuTrus Software 7.6.S(1L)-E IO.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 TRUSS SPAN 33'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTA 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.9ft, 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), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 16-06 16-06 T T T 12 IIM-4x9 12 4.003 "`,:74.00 NN 2 ,—I 'I,f/l y s, oo o M-3x6(S) M-3x4 M-3x4 y y ..S, G NE Opt 16-06 16-06 GG !_` I� A_ 1-00y 33-00 ,�`J v`_ �1'00 O"14 89200PE 9r JOB NAME : 20817 SAGEBUILT 2101 ASH CREEK - B1 Scale: 0.2552 . _ / WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and reummmnlraaorshould beadvised ofall General Notes 1.This desgnisbased only upon the parameters shown and broranindividual "$2 ,�OREGON Ix to Truss: BI and Warninsbefore construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilityof the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle m be laterally braced al #64Y 14, 20 �: is the responsibility of the erector.Additional permanent bracing of 2'pc.and at 112 o.c.respectively unless braced throughout their length by DATE: 4/15/2018 the overall structure m me responsibility of building eeai continuous eneathmg such as plywood sheathing(TC)armor arywan(ec). �`• R I�� le eponr ry o ng gner. 3.2x Impact badging or lateral bracing required where shown+. S E Q.: K 4 4 9 9 4 3 6 4.No Ned 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 loads be applied m any component. and are for y conditionmuse. 5.CompuTrus has no control over and assumes no responsibility car the 8.Designaewnoshdibearingatausupportash�wn.shimorwetlgeif EXPIRES: 12-31-2019 necefabrication,handling,shipment and installation of components. �ry. .I p 8.This designfurnished subject to the limitations set forthb 7.Designassumesbeelcded onedrainagetle truss provided. April 16,200 n Ierequest. 8.Plates coincide with on ter lines. 9. truss,and placed so their inter TPIhV(CA in BC51,copies of which will be furnished upon lines indicate with joint center 9.For asi cofplatedesign values MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 70.For basic connector plate deign values see ESR-1377,6SR-1958(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-590) 3068 3-10=(-295) 183 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-3320) 683 10-11=(-454) 2599 10- 4=( 0) 441 WEBS: 2x4 DF STAND 3- 9=(-3034) 599 11-12=(-474) 2599 4-11=(-767) 229 LOADING 4- 5=(-2140) 493 12- 8=(-609) 3068 11- 5=(-161) 1031 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+UL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 493 11- 6=(-767) 229 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3034) 599 6-12=) 0) 441 TOTAL LOAD = 42.0 PSF 7- 8=(-3320) 683 12- 7=(-295) 183 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -204/ 1500V -80/ 800 5.50" 2.40 DF ( 625) BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP 33'- 0.0" -204/ 1500V 0/ OH 5.50" 2.40 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 •'oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/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 = -0.207" @ 16'- 6.0" Allowed = 1.604" MAX TL CREEP DEFL = -0.487" @ 16'- 6.0" Allowed = 2.139" MAX LL DEFL = 0.002" @ 34'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 34'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.070" @ 32'- 6.5" MAX HORIZ. TL DEFL = 0.116" @ 32'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 16-06 16-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' T T load duration factor=1.6, 5-11-15 5-02-03 5-03-15 5-03-15 5-02-03 5-11-15 Truss designed for wind loads r in the plane of the truss only. 12 12 4.00 M-4x6 - 19.00 4.0" s l`'l 41140,0 M-3x4 3.0„ M-3x4 4 6 M-1.5x3 ir M-1.5x3 3 ,ncsoaaact� in 4, I 1 2.!4 o MM a..__\ rn 12 Ii M-3x8 M-3x4 0.25" M-3x4 M-3x8 0 0 M-5x8(S) y 8-07-14 y 7-10-02 y 7-10-02 y 8-07-14 y \C,�ANGIN& /O 1-00 33-00 1-00 �/� `(j :9200PE �r JOB NAME : 20817 SAGEBUILT 2101 ASH CREEK - B2 411110,/5.0-., Scale: 0.1927 - WARNINGS: GENERAL NOTES, unlessothenviss noted Ct 1.Budder 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 - "�OREGON t �leii Truss: B2 and Warnings before construction commences. building component.Applicebility of design parameters and proper 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 constructwn 2.Design assumes the top and bottom chorda to be laterally braced at 'O y 14 2� ,K. is the responsibility of are erector.Additional permanent bracing of 2 oz.and at 16 o.c.respectively unless braced throughout their length by �S DATE: 4/15/2018 the overall structure is the responsibility f the building det 2s Impact sheathing or ater l b plywood aired in ere shown and/or drywau(BE). NV appy po g gao:n 4.InImptiobridging s thteralbracingly of a respreecontractor. n�'1 SEQ.: K4499437 4.NoeneMad s areldmbe lee tentoono Sshoal any after alleater than 5. 5.Deignlasuftrs Irises are to yoftaerespectiveco environ n 1 fasteners are complete and at no See should any bads greater s.and are assumes trusses are to be used in a nantorrerve environment, TRANS ID: LINK design bas be applied to anyoumponant. and arefor"dry condition'of use. G CompuTrus has no control over and assumes no responsibility for the B.Design assumes lull bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Pltenassumes Oaedoneothfageiopresisa. April 16,2018 6.This design is furnished subject to the limitations set forth by 8.Plates mall be located on both faces of truss,and placed so Their center TPINRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate tee 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-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 33-00-00 GIRDER SUPPORTING 16-09-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x6 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-(-16124) 3386 1- 8-(-3168) 15210 8- 2=( -348) 1914 11- 6=(-2882) 638 BC: 2x6 DF 2400F WEBS: 2x9 DF STAND; LOADING 2- 3=(-13220) 2812 8- 9=(-3156) 15144 2- 9=(-2882) 638 6-12=( -348) 1914 2x6 DF ST A 3- 4-(-10182) 2194 9-10=(-2544) 12362 9- 3=( -544) 2710 • LL = 25 PSF Ground Snow (Pg) 4- 5=(-10182) 2194 10-11-(-2544) 12362 3-10=(-3488) 774 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 33'- 0.0" V 5- 6=(-13220) 2812 11-12-(-3156) 15144 10- 4=(-1288) 6118 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 189.4)+DL( 145.4)= 329.8 PLF 0'- 0.0" TO 33'- 0.0" V 6- 7-(-16124) 3386 12- 7-(-3168) 15210 10- 5=(-3488) 774 BC LATERAL SUPPORT <= 12"OC. UON. 5-11=( -544) 2710 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP 0'- 0.0" -1366/ 6497V -75/ 75H 5.50" 9.70 DF ( 670) XXnails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 33'- 0.0" -1366/ 6497V 0/ OH 5.50" 9.70 DF ( 670) 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.321" @ 11'- 5.6" Allowed = 1.604" MAX TL CREEP DEFL = -0.758" @ 11'- 5.6" Allowed = 2.139" MAX HORIZ. LL DEFL = 0.099" @ 32'- 6.5" MAX HORIZ. TL DEFL = 0.167" @ 32'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 16-06 in the plane of the truss only. 16-06 T 6-10-07 4-10-10 4-08-14 4-08-14 4-10-10 6-10-07 12 4.00 M-4x8 12 x4.00 4.0" 11 M-3x8 M-3x8 3 �1 ,M-9x9 M-4x9 2 6 R No M-5x16 n M-5x16 1 m 8 .� 9 10 'I 111 :,, 12 �7 o o M-3x4 M-3x6 M-5x6 0.25" M-5x6 M-3x6 M-3x4 M18HS-8x10(S) y 6-08-11 y 4-08-14 y 5-00-06 y 5-00-06 y 4-08-14 y 6-08-11 l ikto II!I \ GPNE FFss� 33-00 y ���` `G.9200PE • o29r JOB NAME : 20817 SAGEBUILT 2101 ASH CREEK - B3 Scale: 0.2192 /� ;(.�L� WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: B3 1.Builder and erection contractor should beadssedofall General Notes 1.This deapnis based onlupon the parameters shown and isfor anindividual -yL 4"OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper b, tli 2.244 compression web bracing must be installed where shown.. incorporation of component is The responsibility of the building designer. I 1� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at /O Y l 4y V` �# is the responsibility of the erector.Additional permanent bracing of 2'o.e.and elle o.c.respectively plywood a braced throughout their length by 1 b DATE: 4/15/2018 the overall structure u me responsibllily of the building designer. continuous sheathing such es plywood required sheathing(TC)and/or drywall(BC). 3.In2Impact boil trueng or th lateral porwbt req fthe wherepeshowncot 4 ��� I t\ SEQ.: K4 4 9 9 4 3 8 4.No load should be applies to any component until after all bracing and 4.Installation of trot u the responsibility of the respective contractor. 1/ fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corosve environment TRANS ID: LINK design toads be applied to any component and are for ary condition"of use. 5.CompuTrushas nocontrol over and asaumeanoresponsibility for the 8.Desiassumes shim or orwatlgeit EXPIRES: 12-31-2019 fabrication,handling,shipment �sssry' c pp pmemarkinIlmetionofcomponenh. 7.Design assumes adequate drainage is provided. April 16,2018 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 TPIAARCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,InclCompuTrus Software 7.6.8(1 L)-E S.Digits indicate sin of plate e,inches. 10.For bask connector plate design values see ESR-1311,E511-1988(MiTek) Symbols Numbering System General SafetyNotes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property " Centerplate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths p y 13/4 Y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. Mr Dimensions are in ft-in-sixteenths. Ilipb‘, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'I/16 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I Allp bracing should be considered. O _ 2 F 3. Never exceed the design loading shown and never I � U � stack materials on inadequately braced trusses. CD 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O c�-s C6-7 cs s designer,erection supervisor,property owner and plates 0 '+�'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. gsuitably protected Design assumes trusses will be 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 40pIndicated s mbol shown and/or SYP represents values as published specified. by Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, 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. h=10 reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 101111111111 _. a 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSBCSI: Design n StaComdardponent for Bracing. iTe k® BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013