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Pi z ;,0 F GARAGE 18'-6" r 7'-11 1/2" 1 ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS SAGEBUILT 01/11/18 TCEMENT ONLY.REFER TO R SS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: DRAWINGS FOR ALL FURTHER 20450 SAGEBUILT PLAN 2483 INFORMATION.DESIGNER/ENGINEER OF RECORD cifikil DETRUSS LEFOR A OFRECORD b PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 2483 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ASH CREEK 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 6 ,. mi MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 20450 SAGEBUILT PLAN 2483 ROOF DESIGN INFO JAN 1 8 ?O1 CiTY Of I P vi; w .4I ,;...0NE'.'F irt, i0', 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. �EPROF �/ 4GtNE \ 89200PE r flct- pG 4t OREGON 4./ /O -9y 14, 2a 4 'La ,iL�-0 R 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. TC: 2x9 DF 81dHTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1SBTR 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. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=20.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=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 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 IOPSF 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 rn M-3x6(5) p 0 1111 v mM 2 I 1 0 k _se O0 M-3x8 9 1-00 18-06 ,c_,0 .. G E4-4,��/Q ew 2. :9200PE 9r' JOB NAME : 20450 SAGEBUILT PLAN 2483 - Al "" Scale: 0.4262 WARNINGS: GENERAL NOTES, unless otherwise noted' O /}. I Builder and erection canlrecorshould beadvised atall General Notes I.This design is based any upon the parameters shown and is tor an individual v-'7, 4OREGON !d Truss: Al and Warnings before construction commences building component Applicability of design parameters end proper } 2.2x4 compression web bating must be installed where shown♦ 2.Design assumes the lop and bottom chords m be laterally braced at �� './ incorporation el component is the responsibility el the building tlesgner � s�t` 3.Additional temporary bracing to insure stablily during construction 4....) � A1Vl?'+1‘ N Is e responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by DATE: 1/11/2018 the overeuMmMumwthe re Nr nnebwMi sealcominuouaaheamingeucnaaprywaodsheatn'mgreslrallorarywao(Bc). el aponsn cion n9 designer 3.2x Impact bridging or lateral bracing required where shown a a SEQ. : K4122158 4.Na Pad should be applied to any component until after all bracing and 4.Installation or suss lathe responsibility of the respective contractor . �R�� fasteners are complete and at no time should any loads greater than E Design assumes trusses are to be used in a noncorrosive environment, TRANS design mads be applied team' and are for"dry condrhon"of use. n • ID: LINK 5.CosmpuTrushasnocontroloverraandassumesnoresponsibilityforthe 8.Desgnass es dill bearing stall supports shown.Shlmorwedgeit EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Design eshssumeloctedan drainage iatprovided. January 11,2018 6.This design Is furnished subject to the lmltatbns set by B.Platesshall be Isadetl cebothracesof trues,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request Ilnes coincide whh joint center lines. 9.Digits indicate was of plate in Inches. MITek USA,Irrc./COmpuTrus Software 7.6.8(1 L)-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 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 19 2-10=) -451) 3026 3-10=( -804) 369 BC: 2x4 DF #168TR SPACED 24.0" O.C. 2- 3=(-2904) 474 10-11-) -680) 1938 10- 4=) 0) 892 WEBS: 2x4 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"00. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 7=( 0) 0 5- 6=) -179) 81 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -355) 455 TOTAL LOAD = 95.0 PDF 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/ 18200 5.50" 1.53 OF ( 625) 18'- 2.5" -111/ 1159V 0/ OH 95.50" 1.85 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0" -76/ 502V -1820/ 18200 95.50" 0.80 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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" 'COND. 3: 70.00 PLF SEISMIC LOAD. 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, 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, j 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. 12 Truss designed for 4x2 outlookers. 2x4 let-ins 2.00 v M-3x4 of the same size and grade as structural top 7 chord. Insure tight fit at each end of let-in. 5 Outlookers must be cut with care and ar e M-5x12(S) 0,25^ permissible at inlet board areas only. 4 M-3x4 M-1.5x9 �� M-3x6+ 6 46,..... M-3x6 3 rn vaiv in _ M-3x6 2 o I --+.1 ese b'N -- W i.e.- 9 10 o M-3x8 --14-4x4 M-3x6(S) 11 M-3x8 o M-3x8 y 10-00-12 y 8-01-12 y 7-09-08 tiRtio PRapee, y y 16-00 10-00 b (11+C.3. ' �NGINFF9 �'/�2 00_ 26-00 1-o0 ? , . ..89200PE 9r JOB NAME : 20450 SAGEBUILT PLAN 2483 - B1 y Scale: 0.2420 DO 1:t 4110P. WARNINGS: GENERAL NOTES, unless otherwise noted. +y, //_OREGON �to 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 BVI �O'� �� Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper v�O '41r 2 2x4 incorporation fcomponent'the responsibility of the building designer. pr web bracing must be installed where shown > 3.Additional temporary bracing to insure during construction 2.Design assumes the top d bottomchords 1 be laterally braced at /� is the responsibility f theerector.Additional permanent bracing of 2 and at 10. respectivelysuch braced throughout theirny length). /^.D R t j DATE: 1/11/2018 the overall structure is thereb of buildingdesiner. cont usedsheathing h Bary asheathing(TC)heresand/or drywall(BC). ilei, (� L✓ responsibility o 9 3.2a Impact DMging Sr lateral bracing required where shown.• SEQ.: K 412 215 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads -s greater than 5.Design assumes trusses are to be used in a nenorrosve environment, EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 8.Desicegn assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. N. January 11,2018 7.Design assumes adeqne drainage is provided. N.Thin design is furnished subject to the setlimilalbPo ns rth by 8.Plates shall be boated o etl on both faces of truss,and placed se their center TPIM/ICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate Sze of plate in inches. MiTek USA,Ina./CompuTrus 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 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 19 2-13=(-1067) 4705 3-13=(-359) 227 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4819) 1035 13-14=( -98B) 4121 13- 4=( 0) 405 WEBS: 2x9 DF STAND; 3- 4=(-4483) 909 14-15=(-1203) 3923 4-14=(-898) 109 2x9 DF #16BTR A LOADING 4- 5=(-3367) 899 15-11=(-1486) 9798 19- 5=(-106) 711 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-3143) 880 14- 6=(-664) 313 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM.CHORD = 10.0 PSF 5- 8=( -239) 9B 6-15=( -28) 517 BC LATERAL SUPPORT 4= 1290C. DON. TOTAL LOAD = 45.0 PSF 6- 7=(-4127) 1155 7- 8=(-157) 156 8- 9=( 0) 0 15-10=(-524) 288 LL = 25 PSF Ground Snow (Pg) 7-10=(-4384) 1296 OVERHANGS: 12.0" 12.0" 10-11=(-9861) 1528 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11-12=( 0) 19 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -171/ 1290V -2/ 71H 5.50" 2.06 DF ( 625) considered for this design. 26'- 0.0" -235/ 1290V 0/ OH 5.50" 2.06 DF ( 625) 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 = -0.425" @ 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 indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=6.0,BCGL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 19-06 6-06 load duration factor-1.6, Truss designed for wind loads 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 12 1-01-1 12 2.00 v M-3x6 0 2.00 M-5x6(5) -,'7 5 M-5x16 I 5 0.25"4 M-1.5x3 4 M-3x6 �9 M-3x9 3 e!e 0 FII c+1 ,-4 2 '-'1111111111111.1r1" llb..'4111111111,.PIIII 11 i ,a la IS I M-3x12 M-3x4 0.25" M-3 x9 M-3x12 oo 0 M-5x8(S) cQ`�0 PRP OFFS ), ), ), y O 7-03-12 5-08-04 5-08-04 7-03-12 .. tiNGINFF9 �i 1-00 26-00 1-00 mak , 89200PE 29 r OP JOB NAME : 20450 SAGEBUILT PLAN 2483 - B2 -.(:)7 �• , w Scale: 0.2420 O }'yr WARNINGS: GENERAL NOTES, unless otherwise noted: -�4- Truss: A_OREGON `�"G• Truss: B 2 I Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and a for an individual 4- P�1 } and Warnings before construction commences. building component.Applicability of design parameter;and proper 2� 2.254 compression web bracing must be installed where shown.. incorporation of component is the responsibility at the building tlesigner. /Q ,a.l l G (� 3.Additional temporary bracing to insure stability dunng construction 2.Design assumes the top and bottom chards to be laterally braced at �`_ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'o.c.respectively unless braced throughout their length by ����'�` DATE: 1/11/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as sang nad sheathing(TG)and/or erywall(BC). 1� 3.25 Impact bridging or lateral bracing required where shown t SEQ.: K Q 12 2 1 6 0 4 Na load should be applied to any component until alter all bracing and 4.Installation of truss a the responability of the respective contractor - fasteners are complete and at no time should any loads greater than 5 Design assumes bm c trusses are to be used a noncorrosive environment, TRANS ID: LINK deaigntoads be applied foany mmpanent. and are for"dry eande:an'erase EXPIRES: 12-31-2019 s.compurrua has no control over arta sames no responsibility for the 6.Design assumes full bearing at all supports shown.shim or wedge if fabrication,handling.shipment and installation ofcomponents. '"°" January 11,2018 T.Design acmes adequate drainage is provided. 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANfCA In BM.copies of which will be furnished upon requestlines coincide with loin center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" ICOND. 2: Design checked for net(-5 ps f) uplift at 24 "oc spacing.I TC: 2x9 DF #1aBTR LOAD DURATION INCREASE = 1.15 Design conforms to mln wi ndforce-resisting BC: 2x9 OF #16 BTR SPACED 24.0" O.C, system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT H- 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=20.8ft, TCDL=6.0,BCOL=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 = 45.0 PSF load duration factor=l.6, Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss onContinuous 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 4 T 1' 9-00-12 10-05-04 6-06 T T 1' T . 12 12 2.00 v 4 0 2.00 M-3x6(5) M-3x4+ I B8 i 2 5 0 I 8 I O M-3x8 M-3x6(S) M-3x8 0 0 PRR,c I 13-00 13-00 ��5'���NGIN,J� 1.961�'/O, 1-00 26-00 w 1-00 , , 89200PE < JOB NAME : 20450 SAGEBUILT PLAN 2483 — B3 — "`..„, Scale: 0.3170 WARNINGS: GENERAL NOTES, unless otherwise noted- -7j ,,OREGON I, pi t.Builder and erection contractor should be caused of all General Notes 1.This design is based only upon the parameters shows and is for an individual 4 �� Truss: B3 and Warnings before construction nstrun commences. buildingcomponent Applicability of design parameters and mope: <O '1y � i �O\ 2.284 compression web bracing must be installed where shown•. incorporation et component is the resporoibilily of the building designer. s 3 Additional temporary bracing to lnsu re arability during construction 2.Design assumes the lop and bottom chords to be laterally braced atili is Me responsibility of the erector.Additional permanent bracing of P o c.end el h.c.such as ply unless braced throughout their length). R R �\ continuous sheathingidginsuch as plywood required tlrywall(BC)- 77 DATE: 1/11/2018 the overall structure A the responsibility of the building designer 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: K 412 2 1 61 4.No mad should be applied to any component until after all bracing and 9.Installation of truss s the responsibility ohne respective contractor. Fasteners are complete and at no time should any wads greater than 5.Design assumes trusses are to Be used in a nen-corrasve environment, EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. and are hr"tlry condition.of use. 8.De 5 CompuTrus hac no control over end assumes no responsibility for to coeg assumes NII bearing at g ryt all supports shownShim or wedge if January11,2018 fabrication,handling,shipment and installation of components. T.Dee adequate drainagesided. 6.This designis furnished subject to the Imitates set forth by9^assumes a duo is truss, 1 8.Plates coincide with located cebethhoes of turas,and plated so their center TPIM/ICA in SCSI,copies of which will be furnished upon request. lines coincitle with taint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(silt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" ICON)]. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 DF #1&BTR 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"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIF Wind: 190 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 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, 9.00 7 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 3 -7 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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY N r•1 2 o o o C, IIIIIII,""""""""""""'i 4 M-3x4 4PROFFS y 1-00 y 3-06 y r›. > NGINEF9 s/Q2 9240yr JOB NAME : 20450 SAGEBUILT PLAN 2483 — Clid Scale: 0.9341 WARNINGS: GENERAL NOTES, unless otherwise noted: 4 TTllSS• Cl 1.Bulderand erection contractor should beadvised ofall General Notes 1.This design isbasedonlupo theparameters shown and isbr anindividual �/ OREGON and INamings before construction commences. building component.Applicability tdesign parameters and properA1.- 2.244 compression web bracing must be installed where Mown e incorporation of components the responsibility of the building designer �/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bodam chords to be laterally braced at /O -4/k y 1 • 2 is the responsibility of the erector.Additional permanent bracing of 2'o.c.dna at f 0 o.c.respectively unless braced throughout Meir kngM by (�1 G '3 DATE: 1/11/2018 the overall structure is the responsibility f the building designer continuous Meaning such as plywoodsheathing(TC)Miredes ownand/+r arywan(fic). spay p o g fiacr. 4.In Impact bridging rus or lateral bracing required respre.ve contractor a ['� I j SEQ. K4122162 4.No badsarechould be leteatl1oanycomponentunlllloadafter alleacingant 4.andareionofwasisthe of use. eoftherespectivej'1 sty 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 deapnloads beapgisdto any component . anaaremrary�onakion°orae. 5.Cam Trus tae no contrel over antl assumes no S.Design assumes full beanng at all supports Mown.Shim or wedge if EXPIRES: 12-31-2019 CompuTrus responsibility for the fssry fabrication,handling,shipment and installaben of component'. 7.Design assumes adequate drainage is provided. J a n Mary 11,201 8 S.This design is furnished subject b to the limitations set ah by 5.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with pint center lines. 9.Digits indicate me of plate in inches. MiTek USA,Inc/Compulrus Software 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 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 ' TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 68 2-5-(-47) 53 3-5-(-149) 163 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-130) 120 WEBS: 2x4 DF STAND 3-9=( -15) 7 • LOADING • TC LATERAL SUPPORT <= 12"0C. 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 - 42.0 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 REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, IL-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" f 1' < MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 9.00 7 Design conforms to main windforce-resisting M-1.5x3 4 system and componentsand cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads o o in the plane 4) the truss only. N O M O 11111111111111111111 • , N X305 1 M-3x4 M-1.5x3 l * 1 3-02-04 0-03-12 y l b 1-00 3-06 • <-''' . `�kc PROFESS ����5 0NGINEF/9 /Q�9 89,200PE r` JOB NAME : 20450 SAGEBUILT PLAN 2483 - C2 Scale: 0.5919 °0e'� WARNINGS: GENERAL NOTES, unless otherwise noted'. 1.Builder and erection contractor should beadvised ofall General Notes t.This design is based onryupon the parameters ahownand isfor anmeividual - /�OREGON �� Truss: C2 and Warnings before construction commences. building component Applicability of design parameters and proper A� 2.2s4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building tlesignar. 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top arid bottom chorda to be laterally braced at /O r O is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 15 o.c.respectively unless braced throughout(heir length by 1 �y DATE: 1/11/2018 the overall structure is the responsibility f the building tlasi continuous sheathing such as plywood sheathing(TC)and'or drywall(BC). 1Q apity o g gner. 3.2k Impact bridging g or lateral bracing required where shown•t v r �'1 S E Q.: K412 216 3 4 No load should be applied to any component until ager all bracing and 4.Installation of truss is 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-corrosive environment, TRANS ID: LINK design loads beapplied toany componem and Des9n erdryconadion°Dross. 5.CompuTrus has no control over and adorned no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 neceseary. fabrication,handling,shipment and installation of components. 7.Design assumes eduneothifaeiopmsis,an Ianuary 11,2018 6.This design is furnished subject to the limitations set kith by 6.Plates shall be located oon both faces of truss,end placed so(heir center TPI1WICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Diggs indicate size of plate in inches. MiTek USA,Ina./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #168TR LOAD DURATION INCREASE = 1.15 1-2=(-14) 68 2-4= BC: 2x9 OF #16BTR SPACED 24.0" O.C. 2-3=(-48) 25 (0) 0 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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 = 42.0 PSF 0'- 0.0" -62/ 244V -16/ 65H 18.00" 0.39 DF ( 625) 12 1'- 5.2" -17/ 40V 0/ OH 1.50" 0.06 DF ( 625) o 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. ICOND. 2: Design checked for net(-5 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 = 0.003" @ -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 main windforce-resisting 11F/1:111.111.3 -/ system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads ' in the plane of the truss only. N O 2 f P 0 4 M-3x9 1 Ess PROF y 1 00 1 1-06 b C..,... GINE. F�/_,, 89200PE -7_,. JOB NAME : 20450 SAGEBUILT PLAN 2483 - C3 Scale: 1.0952 4011111P111"001 . AL AO- >'"". WARNINGS: GENERAL NOTES, unlessothenvisa noted: O A-• I.Builder and erection coMncorshould beadvised ofall General Notes 1.This design "7".. t„nisbasedonlyupontheparametersshownandistoranindividual 4 OREGON 4C/ Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2s4 compression web bracing must be instated where shown.. incorporation of component is the responsibility of the building designer 3.Additional temporary orating to insure stability during construction 2.Design assumes the top and bosom chortle to be braced at ,/ �/ y no\ 4A. is the responsibility of the erector.Additional permanent bracing of T Sc.. and at 19 o.c.respectively unless braced throughout their length by O 1 y G DATE: 1/11/2018 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) the overall srudure is the responsibility of the building designer. 3 24 Impact bridging or lateral badrg required where shown 8•. , IFI R ILA'l SEQ.: K 412 216 4 4 No load should be applied toany • component until after all testi g antl 4.Installation oI truss te Me responsibility of the respective contractor 71 fasteners are complete and at no olds 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 componentand are for"dry condition"ar use 5 Campurrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supporta ehawn.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling.shipment and installation of components. necesssry Platenassumes.dedaneothfageotrssetl. January 11,2018 8.This tlesipn is tumishM cabled la the limitatfona set fodh by 8.Desig NaII he locetetl atn bath tecea of Iroviduss,and placed so their center TRANTCA in SCSI.copies of which will be furnished upon requestlines coincide with joint center lines. 9 Digits indicate see of plate in inches. MiTek USA.Inc/CcmrpuTrus Software 7.6.8(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) a Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 " Center plate on joint unless x,y 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. illik 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-brawn diagonal TOP CHORDS g,is always required. See BCSI. „ 2. Truss bracing must be designed by an engineer.For O-1116" wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I MigiM_ lilipi,21p, O bracing should be considered. ■_ O 3. Never exceed the design loading shown and never O d stack materials on inadequately braced trusses. H O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'hd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 ' 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ bytext 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, 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. t=0 reaction section indicates jointLW1.11 111 RI 17.Install and load vertically number where bearings occur. —_ unless indicated otherwise. Min size shown is for crushing only. s 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 Bracing. is not sufficient. BCSI: Building Component Safety Information, Ill 20.Design assumes manufacture in accordance with • Guide to Good Practice for Handling, ANSUfPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013