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Plans (8) 97,34 sib/ ,Windswept PI MST20 tq•00 353 213.4. RECEIVED 1 SEP 25 2019 CITY OF TIGARD BUILDING DIVISION i ,o, . . 01,,,010 ; , 1111#1 , .-.< ca, %ill r 9i , i i • 9 1 i , i i , / Z f 1 : , , 5 12 . . . I . • . . • , . . . . . . . . . , , . . . . , . . , . , I,. 4:12, H1426424 2 • • -� -S1- 8,12 mit m N ... GARAGE / s � o , , ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS SAGEBUILT 08!09119 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS INFORMATION. FORALL FURTHER umber 22284 SAGEBUILT-MORELAND_ BUILDING DESIGNER/ENGNEER OFR CORD parifi ii..., RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING MORELAND I CHECKED BY: DEIGNER/ENGINEER OF RECORD TO EVIEW AND APPROVE OF R • T R yU■S S COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. MiTek.. MiTek USA, Inc. REG‘EIVED 250 Klug Circle IEV Corona,CA 951 245 95 592880 Re: 22284 SAGEBUILT-MORELAND- SEP 2 5 2019 ROOF DESIGN INFO CITY OF TIGARD BUILDING DIVISION 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: K6675500 thru K6675511 My license renewal date for the state of Oregon is June 30,2021. PROFEss NGINEF9 /o 87022PE v N N 4j,OREGON c �� OS/11eER 'V." 4) A. HE", 121 • September 19,2019 Hernandez,Marcos IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSUTPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1,Chapter 2. This design prepared from computer input by I_ Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" FOND. 2: Design checked for get(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF#1&BTR SPACED 24.0" D.C. • Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 120 mph, h=20.9ft, 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= 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for NOTE: DESIGN ASSUMES SHEATHING BOTTOM CHORD CHECKED FOR OIPSF LIVE LOAD. TOP complete specifications. TO ONE FACE. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-09 4-09 12 12 6177 IM-4x9 .00 Q 6.00 IN f —7 o 4lI 5 • J' l y y 1-00 9-06 1-00 ‹c:c• PROFFss 444 ANGIN4- /0 9 87 2 PE r 4 JOB NAME : 22284 SAGEBUILT -MORELAND- - Al Scale: 0.5461 , r N WARNINGS: GENERAL NOTES, unless otherwise noted 0 �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '9 .' OREGON �� Truss: Al and Warnings before construction commences building component.Applicability of design parameters and proper incorporation O 2.2a4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. �n`,� 3.Additional temporary bracing to insure stability during construction 3_Design assumes the top and bottom chortle to be laterally braced at C MB E R v (�\ is the responsibility of the erector Additionalps permanent bracing of 7 dat10 peaively braced throughout their length by f T_ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/18/2019 the overall structures theresponsibility of thebuilding designer. 3.24 Impact bridging lateral bracing required where shown++ ''+ ^, H eel '�. SEQ.: K6675500 4.No load should be appliedd tany component til after all braang and 4 Installatwnoftruss athe responsiClityofthe reapedvecontractor. A. n • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, • TRANS ID• LINK design loads be applied to any component and are for"dry condition"of use 5.CompuTrus has no oontrol over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES: 06/30/2021 fabricetan,handling,shipment and installation of components. necegsary. ^ 7.DePlates assumes adequate onbotdrainage iopmsisetl. September 19,2019 B.This design u furnished subject to the limitations set forth by B.Plates shall be located on bolo hoes of truss,and placed co their center P TPII TCA in BC5l,copes of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.B(1L)-E to.For basic connector plate design values see ESR-1311,ESR-190s(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-06-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3989) 390 1-9-(-230) 2680 9-2=(-398) 3908 BC: 2x8 DF #2 2-3=(-3989) 340 9-3=(-230) 2680 WEBS: 2x6 DF SS; LOADING 2x6 DF #2 A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 9'- 6.0" V 0'- 0.0" -900/ 3990V -49/ 99H 5.50" 6.38 DF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 9'- 6.0" V 9'- 6.0" -900/ 3990V 0/ OH 5.50" 6.38 DF ( 625) BC UNIF LL( 450.0)+DL( 306.0)= 756.0 PLF 0'- 0.0" TO 9'- 6.0" V ( 2 ) complete trusses required. II�� Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FOND. 2: Design checked for net(-5 pnF) uplift at 29 "no spacing. nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 6" oc in 2 row(s) throughout 2xB bottom chords, BOTTOM CHORD CHECKED FOR DDPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.042" @ 9'- 9.0" Allowed = 0.572" 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.031" @ 2'- 9.2" Allowed = 0.269" MAX HORIZ. LL DEFL = 0.005" @ 9'- 0.5" 4-09 4-09 MAX HORIZ. TL DEFL = 0.008" @ 9'- 0.5" T '1 1 12 12 Design conforms to main windforce-resisting 8.00 M-4x6 Q8.00 system and components and cladding criteria. 24.0" Wind: 120 mph, h=20.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1111S load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. AllillA1411 11111111&, /- plum II mail'ini ME OD CO 1► 9 110. 1 -8x14 M-3x12 M-8x14 I l l 4-09 4-09 y 9-06 y ' ��ED PRQFFss io9 87022P, `� JOB NAME: 22284 SAGEBUILT -MORELAND- - A2 Scale: 0.5129 - cli WARNINGS: GENERAL NOTES, unless otherwise noted: , s 1.Builder and eredion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .9 NV" OREGON 2 4N Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper O 2.2x4 compression web bracing moat be installed where shown�. incorporation of component is the responsibility of the building designer. /� 3.Additional temporary bating to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��„"O M&E R .\ ' �� is the responsibility f the erector.Additionalpermanent bredn ( 7 oc.and at f O o.c.respectively unless braced throughout their length by _ sponsi yogo continuous sheathing such as plywood sheathing(TG)and/or drywall(BC). \' DATE: 9/18/2019 the overall structure is the responsibility piffle building designer. 3.2s Impact bridging or lateral bracing required where shown 4 4 A. He `, SE K667 5 5 01 4 No load should be applied to any component until alterradth ell bng and 4.Installation of truss is e responsibilhy of the respective contactor. 4•• fasteners are complete and at no See should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK s.compuTruatwanocontrolover.naasaumesnorespdnsibrtyforae 6.Design assumes full beari�gatall supports shown.Shim orwedge if EXPIRES: 06/30/2021 fabrication,handling.shipment and installation of components. scary. '.necessary. gnhacumelcedonedral othfageioprosisea September 19,2019 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both hoes of truss,and placed so their center t+ TPINVICA in SCSI,copies of which will be furnished upon request lines coincide with joint center Dines. 9.Digits indicate size of plate in inches. M WTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-7988(MiTek) This design prepared from computer input by 1_ Pacific Lumber and Truss—BC A: LUMBER SPECIFICATIONS TRUSS SPAN 10'— 8.0" OND. 2: Desitin checked for net(-5 psf) uplift at 24 "cc spacino. TC: 2x4 DF#1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF#1913TR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 120 mph, h=21.lft, 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= 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I=1 Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for NOTE: DESIGN ASSUMES SHEATHING complete specifications. TO ONE FACE. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-04 5-04 12 12 8.05 V I 1M-4x4 D8.00 814444444444444444444444444444 co o o 4 5 y 1-00 y 10-08 y 1-00 y � �.,D PRO • 441 Q 87022P� `� JOB NAME : 22284 SAGEBUILT -MORELAND- - B1 Scale: 0.5123 - � WARNINGS: GENERALNOIES, unless otherwise noted'. ".' �0 ^N 'V i.Builder and erection contractor should be advised of all General Notes 7.Thitl sig -based only upon thW [ shown and is for an individual 9A .a OREGON <-1,() l4, Truss: Bi and Warnings before construction cum building s. Dcomponent.po o ppl 0'I ty ttl g p M melereaproper • O2incorporation f component is responsibility t the building t r. I 41/, 1 .2s4 pr web b g at beinstalled he h .. 2D B m to top and bottom chords t be laterally braced at3.Additional temporary bracing t re stability during construction Or, BER is the po 'b lily/the erector Additionalp tbracing oI T d tla .. pedvely braced throughout then length by DATE: 9/18/2019 the Il structure'the f thebuilding d 'g r. 3 24 Impact bridcontinuous ging M plywood sheathing(TG)here s ownand/•tlrywell(BC). W tr 9 lateralpre grequiredrespe shoctive wn c •ontractor. A. He SEQ.: K6675502 4 NOload sareldbe npietean any Scomponent .sholdntil yload greatll er hantl 4.Inention uf esr-ssaretonehsy 0af non-corrosive 111+ fasteners are mmptete and at no time should any loads greater man s.Designrassumesotrusses are to be used in anon-correaive environment, TRANS I D• LINK design loads be applied b any component. and are for condition"of use 5 CompuTrus has no control over and assumes no reepsesibiltly for the 6.Design assumes full bearing et all supports shown.shim or wedge if EXPIRES: 06/30/2021 fabrication,handling,shipment end installation of components. Dece�ry. ' Designassumesesadedon drainage iotprovided. September 19,2019 8.This design is furnished subject to the limitations set fonts by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon rogues Ines coincide with joint center lines. 9.Digits indicate she of plate in Inches. MiTek USA,Int./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-08-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4046) 396 1-9=(-270) 3136 4-2=(-400) 9496 • BC: 2x8 DF #2 2-3=(-4046) 396 4-3=(-270) 3136 WEBS: 2x6 DF SS; LOADING 2x6 DF #2 A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 10'- 8.0" V 0'- 0.0" -499/ 9480V -55/ 55H 5.50" 7.17 DF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 10'- 8.0" V 10'- 8.0" -499/ 4480V 0/ OH 5.50" 7.17 DF ( 625) BC UNIF LL( 950.0)+DL( 306.0)= 756.0 PLF 0'- 0.0" TO 10'- 8.0" V ( 2 ) complete trusses required. II__ Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ' 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 •• 6" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.056" @ 5'- 4.0" Allowed = 0.650" 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.046'' @ 3•- 1.0•' Allowed = 0.316'' MAX HORIZ. LL DEFL = 0.006" @ 10'- 2.5" MAX HORIZ. TL DEFL - 0.011" @ 10'- 2.5" 5-04 5-04 1' 'l T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 V M-4x6 Q 8.00 Wind: 120 mph, h=21.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, •I 9.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • 2 �� load duration factor-1.6, Truss designed for wind loads • in the plane of the truss only. Agilill 111 NMco co I111111 o/ - 1�® 4 -1 M-10x14 M-3x12 M-10x14 y )' 'Jr 5-04 5-04 y 10-08 y ���ED PRQFFss ���� ANG NEF9 /�?� P e 8702 PE 1 / JOB NAME : 22284 SAGEBUILT -MORELAND- - B2 Scale: 0.4698 N WARNINGS: GENERALNGTES, unleuponme arameed/ �..a Cil CV OREGON O �N t.Builder and erection contractor should be advised of all General Notes 1.This debgn is based only upon the parameters shown and Is for an individual �?/ q Truss: B2 and Wamings before construction commences. building component.Applicability of design parameters and proper O 2.2a4 compression web bracing must be installed where shown*. incorporation es th top is the responsibility of the building designer. �\s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at C�0 MB E R 1\' b is the responsibility of the erector.Additional permanent bracing of Y and a1 10'c.c.respectively unless braced throughout their length by S _`1 continuous sheathing such as plywood uieathing(TC)and/or°rywall(BC). N_ DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown*r AHe. 4.No load should be applied to any component until after all homing and 4 Installation of truss is the responsibility of the respective contractor. SEQ.: K6 67 5 5 0 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design tootle be applied Many component. and are for"dry condition"of use. TRANS I D: LINK 5.ComWTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2021 mcemly. fabrication,handling,shipment and installation of components. .Pesenassumes adequate oraMageioprovided. September 19,2019 6.This design iehetl subpM ct the limitations pt forth by 6.Plates shall be located on both atruss, a is Mrnfaces of tro , n°placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 76.0(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by II-- Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" 'OND. 2: Desian checked for net(-5 psf) uplift at 24 "oc spacina. TC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01,( 7.0) ON TOP CHORD = 32.0 PSF Wind: 120 mph, h=23.3ft, 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), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I=1 Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-2.5x9 or equal at non-structural diagonal inlets. 19-00 19-00 T 9-09-10 9-02-06 6-05-06 12-06-11 38-00 T 12 12 5.00 1:7 I'M-4x9 4 5.00 Iii444444444441444414001400, M-3x6(5) M-3x6(S) +M M-3x9+ I-I M-3x6+ '/I/ ^" M-3x9+ m 0 m 111111111111111117. o (111111:1 tray serW o 9 5 6 7 0l M-3x6(S) -- 3.00 3.00 o M-5x6 M-3x6+ 12 12 l b y )' 7-08 7-02-15 23-01-01 y , b I, b J, y 9-03-03 y 7-02-08 y 9-01-08 19-00 , �,�EJPROF�s�, 1-07-03 7-08 7-02-08 23-01-08 ),-----,1' �5 NIVEF G� /O 1-07-03 38-004rt87022PE 9 JOB NAME : 22284 SAGEBUILT -MORELAND- - Cl Scale: 0.2130 -/ -.."--4."-7 cl, WARNINGS: GENERAL NOTES, unleceatherwlae noted' (110 0 V� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Me parameters shown end is for an individual e� ,OREGON 9, Truss: Cl and Warnings before construction m building component Applicability fdesign parameters and proper 2.244 p bb g theinstalled M shown+. 2, Desincorign o( po 1' of sp stobeity of t gh buildingdesigner,finer. �0 * ""eER 1'��P�� 3.Additionaltemporary bre g t stability during construct on g m m top d bolt chords to be laterally braced et is the of thet Additional permanent bracing of 7 and t 17respectively braced throughout mer length by DATE: 9/18/2019 the overall structure is the responsibility of the building designer. continuous ndshg Ig orng such spry plywood ui sheathing(TC)shown rtleywall(BC). Ponw Y rp g 3.In Impactbdtlg s or therelbredngregsredrTereshown++ A. HE- SEQ. : K6675504 4 Na load should rr applied to any component until y al d all bracingthan and 4.Installation of testa is the re to b used of the respective centra fasteners are complete and at no time should any loads greater than 5.Design assumes truces are to be ucetl in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component, and are tor"dry condition"&uce 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes lull bearing at all supports shown.Shim or wedge it necessary. EXPIRES:06/30/2021 fabs dee/g,is furnished handling,shipment and installation of components. 7.Platen assumes adequate drainage is provided. September 1 9,201 9 E.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIlW CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate sue of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L}E /O.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 38'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF 111SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-10=(-721) 9795 2- 3=(-9923) 685 13- 8=( -151) 159 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=( -552) 190 10-11=(-490) 3530 3-10=( 0) 592 8- 9=(-2592) 292 WEBS: 2x4 DF STAND; 3- 9=(-5559) 667 11-12=(-256) 2091 10- 9=( -209) 2637 2x4 OF #14BTR A LOADING 9- 5=(-2346) 307 12-13=(-299) 2382 9-11=(-1794) 272 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1963) 259 13- 9=(-354) 2674 11- 5=( -7) 395 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1997) 255 5-12-) -763) 129 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2868) 293 12- 6-) -104) 1209 8- 9=( -986) 166 12- 7=) -912) 191 OVERHANGS: 19.2" 0.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7-13=( 0) 930 Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS .REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -190/ 1785V -110/ 117H 5.50" 2.86 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 38'- 0.0" -190/ 1636V 0/ OH 5.50" 2.62 DF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.359" @ 9'- 10.3" Allowed = 1.859" MAX TL CREEP DEFL = -0.835" @ 9'- 10.3" Allowed = 2.972" MAX HORIZ. LL DEFL = 0.183" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.309" @ 37'- 6.5" Design conforms to main windforce-resisting 19-00 19-00 system and components and cladding criteria. 4-08-03 5-02-13 5-03 3-10 6-04 6-05-13 6-02-03 Wind: 120 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,r ' ' f f ,r 'l . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 M-4x6 .. Z15.00 in the plane of the truss only. 4.0" 6 '�f M-5x12(S) M-3x4 M-5x12(S) 3.0" 0.25" 0.25" Via. roe' t9 M-3x6 %M-6x6 • + M-1.5x3 \* , -1.5x3 10 m M-7x8 mo oI 1 0 2 11 12 13 .:9 0 M-6x10 M-5x8 0.25" M-3x4 M-5x6 -3.00 3.00 M-5x8(S) • b 12 l 12 b 1 1 l ti?EV P RQFFS b b 7-08 • y 7-02-08 4-01-08 9-06-14 9 os o2 J.' � lNCa1NE.& s4� 1-07-03 7-08 7-02-08 23-01-08 y �� v "!p Y 38-00 Q 870 2PE JOB NAME : 22284 SAGEBUILT -MORELAND- - C2 Scale: 0.1630 CP CV WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection eontraemr should be advised of all General Notes 1 This design is based only upon the parameters shown and is for en individual <C\A�,O• OREGON tiO 4 i Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper O 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be throughout braced eat n C'� MQ E R V\ ' �1$ is the responsibility of the erector.Additional permanent bracing of 7ntine.and atf0hn. uch as plywood ss brecedthroughoutTheirlength). Cl _``_ continuoussheathingr suchtr lbacing re ui a coheres own vtlrywall(BC). n`N_ DATE: 9/18/2019 the overall structure is the toresponNbilitypofthe building designer. 3.2x Impact bridging or the rebrecingreq e wherete contractor. fasteners q HETI 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responNblllly of the respective contractor. SEQ.: K6 6 7 5 5 0 5 fasteners are complete and at no time should any loads greater than N Design assumes trusses are to be used in a non.00rroeve environment, design loads be applied m any oompo�I and are for"dry condition"of use. TRANS ID: LINK 5.comparrushas nocontrol over and assumes noresponsibility tor the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:06/30/2021 fabrication,handling,shipment and installation of components. scary 7.Plates ssumeladequate othfceio rsiseSeptember 19,2019 B.This design is furnished wb(ect to the IimEations set forth by B.Plates shall be located on both aces of truss,and placed so their center P TPUWICA in 8051,copies of which will be furnished upon request. lines coincide with joint center lines. A Digits indicate sea of plate in inches. MiTek USA,Inc7CampuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-11=(-721) 9795 2- 3=(-4901) 685 8- 9=(-2797) 292 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=( -552) 192 11-12=(-490) 3530 3-11=( 0) 589 ' WEBS: 2x9 DF STAND; 3- 9=(-5559) 667 12-13=(-256) 2091 11- 9=( -209) 2637 2x9 OF#1&BTR A LOADING 9- 5=(-2346) 307 13-19=(-299) 2367 9-12=(-1749) 272 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1963) 253 14- 9=(-354) 2635 12- 5=1 -7) 395 IC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1997) 255 5-13=1 -781) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 7- 8=(-2892) 293 13- 6=( -98) 1209 8- 9=( -962) 295 13- 7=( -903) 192 OVERHANGS: 19.2" 19.2" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=1 0) 70 7-19=1 0) 930 Cs=1, Ce=1, Ct=1.1, I=1 19- 8=1 -150) 159 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -190/ 1778V -11B/ 118H 5.50" 2.85 OF ( 625) 38'- 0.0" -190/ 1778V 0/ OH 5.50" 2.85 DF ( 625) FOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1•- 7.2" Allowed = 0.213" MAX LL DEFL = -0.359" @ 9'- 10.3" Allowed = 1.854" MAX IL CREEP DEFL = -0.835" @ 9'- 10.3" Allowed = 2.472" MAX LL DEFL = -0.015" @ 39'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ 39'- 7.2" Allowed = 0.213" MAX HORIZ. LL DEFL = 0.183" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.309" @ 37'- 6.5" 19-00 19-00 T T T Design conforms to main windforce-resisting 4-08-03 5-02-13 5-03 3-10 6-04 6-05-13 6-02-03 system and components and cladding criteria. T T 4 T T 4 T T 12 12 Wind: 120 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5.00 M-9x6 45.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, • 4.0" Truss designed for wind loads 6 fin' in the plane of the truss only. • M-5x12(5) M-5x12(5) M-3x9 3.0" 0.25" 0.25" _4.,,t, ',41°' +I + M-3x8 M-153%M-6x6 M-1.5 � . 1e o -M-7x8 wa� m of J- 0 2' 1 M-6x10 M-5x8 0.25" M-3 o M-3x4 M-5x6 x3.00 3.00 M-5x8(5) 12 12 y y y y y y Ep PROF Fn 7-08 7-02-08 4-01-08 9-06-14 9-05-02 S 1-07-0,3 7-08 7-02-08 y 23-01-08 1/.7-3 <C!�`� vNG N``� O�P 1 38-00 870 2PE JOB NAME : 22284 SAGEBUILT -MORELAND- - C3 Scale: 0.1542 A WARNINGS: GENERAL NOTES, unless otherwise noted. / �� ^� ^ 1.Builder and erection contractor shoua be advised of all General Notes 1.This desgn is based only upon the parameters shown and is for an individual .9 A�,OREGON (� 4(/ Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 p web bracing must beinstalled where shown.. incorporation ofcomponent'the of the leu ltling designer. IOn 44,„/ ' \\r �p 3.Additional temporary bracing t e stability during construction 2.Dag seam the by and bottom chords t be laterally braced at BE R is the responsibility of the erectorAdditional permanent b g of 7 d at10 .. pact'sly plywood braced throughout their length by _` M' s nd tM1 g ch eoui sheathing(TC)s own•drywali(BC). l� ��aN DATE: 9/18/2019 the overall structure is thepo sibil ty f thbuilding tl 9 3.2a Impact bntlg g lateralbracing required where shown.. V r SEQ.: K6675506 4 No load should be apped 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-oonotve environment, design loads De applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5 Com Trus has no control over and assumes no re 8.Oesgnassumes full beanngetall supports ahawn SNmorwedge ir EXPIRES: 06/30/2021 W sponsibility ler the _ fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. September 19,2019 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM4TCA In SCSI,copies of which will be furnished upon request. lines coincide act joint 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-1 568(MiTek) • This design prepared from computer input by pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-10=(-358) 2702 2- 3=(-2826) 296 BC: 2x9 OF ff1aBTR SPACED 24.0" O.C. 2- 3=( -461) 245 10-11=(-297) 2452 3-10=( -151) 159 WEBS: 2x9 DF STAND 3- 4=(-2919) 295 11-12=(-297) 2452 10- 9=( 0) 417 LOADING 9- 5=(-2073) 251 12- 8=(-358) 2702 4-11=( -890) 143 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2073) 251 11- 5=( -66) 1149 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2919) 295 11- 6=( -890) 143 TOTAL LOAD= 92.0 PSF 7- 8=( -461) 245 6-12=( 0) 417 OVERHANGS: 19.2" 19.2" 8- 9=( 0) 70 12- 7=( -151) 159 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7- 8=(-2826) 296 Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -190/ 1780V -118/ 118H 5.50" 2.85 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 38'- 0.0" -190/ 1780V 0/ OH 5.50" 2.85 DF ( 625) OND. 7: Desion checked for net(-5 psf) uplift at 24 "oc soacine. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.170" @ 12'- 7.3" Allowed = 1.854" MAX TL CREEP DEFL = -0.901" @ 19'- 0.0" Allowed = 2.972" MAX LL DEFL = -0.015" @ 39'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ 39'- 7.2" Allowed = 0.213" MAX HORIZ. LL DEFL = 0.069" @ 37'- 6.5" MAX HOAIZ. TL DEFL = 0.115" @ 37'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 19-00 19-00 T T 1' Wind: 120 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6-04 6-04 6-04 6-04 6-05-13 6-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '1 T f ' ' ' j' load duration factor=l.6, 12 12 Truss designed for wind loads 5.00 M-4x6 Q5.00 in the plane of the truss only. G� 4.0" 5 4,1 M-5x12(S) 3!0" M-5x12(S) . 0.23"10000000.1....... .25" 0.25" A:4 kitgl M-3x8 +I M-3x8 /411 M-1.5x3 _ / M-1.5x3 CO C''' - ee o 0 2 10 11 12 R M-5x6 M-3x4 M-5x8(S)„ M-3x4 M-5x6 u<$ P R Opeo J, ), y ), ``a`. N�INFF /O ,, y 9-06 9-06 9-06 9-06 , y ,C? �i I �'9 1-07-03 38-00 1-07-03 87 2 PE r 4 • JOB NAME : 22284 SAGEBUILT -MORELAND- - C4 Scale: 0.1667s N r' WARNINGS: GENERAL NOTES, unless otherwise rated: P.A. 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual �4) OREGON V v4/ Truss: C4 and Warnings beforestrut commences. building pa t.Applicability f d g parameters and proper �'\ 2.A2x4dd p b bracing t binstalled where shown+. g incorporation I component s theresponsibility of the building designer. �/ 3.Additional temporary b g t re stability tl g construction 2 Design m thelop d bolt chords t be laterally braced at 'PO FMB E R 1 l Q� is theresponsibility ofthe erector.Additionalp nest bredn / 2 d t10 respectively braced throughout their length by W° -turg° continuous sheathing er plywoodsui thng(TC)and/or drywall(BC). Q DATE: 9/18/2019 the overall structure W the responsibility of the building designer. 3.2k Impact bridging or lateral bracing required where shown++ " ARe- 4. No load should be applied to any component until after all bracing and A Installation of truss is the responsibility of the respective contractor. SEQ.: K6 6 7 5 5 0 7fasteners are complete a end at no time should any leads greater then S.Design assumes trusses are to be used in a non-wrroave environment, design loads be applied to any component. and are for"tlry condition"of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes naresponsibility for the 8.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES:06/30/2021 mmoafabrication,handling, ry edipmeMaod is limitations fotheyts. 7.Design umesaCed on drainage face is rusisM. September 19,2019 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced se their center P TPWWTCA in B051.copies of which will be furnished upon requestlines coincide with joint center lines. h.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESB-thea(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 9=(-358) 2678 2- 3=(-2806) 296 7- 8=(-2662) 296 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=( -961) 244 9-10=(-297) 2423 3- 9=( -151) 159 WEBS: 2x4 DF STAND 3- 4=(-2890) 295 10-11=(-297) 2468 9- 9=( 0) 417 LOADING 4- 5=(-2049) 251 11- 8=(-35B) 2791 4-10=( -873) 143 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2082) 251 10- 5=( -72) 1155 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2995) 295 10- 6=( -900) 192 TOTAL LOAD= 92.0 PSF 7- 8=( -491) 167 6-11=( 0) 917 OVERHANGS: 19.2" 0.0" - 11- 7=( -152) 159 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -190/ 1785V -110/ 117H 5.50" 2.86 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 38'- 0.0" -190/ 1679V 0/ OH 5.50" 2.68 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'C FOND. 2: Design checked for net(-5 Dsf) uplift at 29 "oc spacina. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL= -0.019" @ -1'- 7.2" Allowed = 0.213" - MAX LL DEFL= -0.169" @ 25'- 9.7" Allowed = 1.854" MAX TL CREEP DEFL = -0.400" @ 19'- 0.0" Allowed = 2.472" MAX HORIZ. LL DEFL = 0.069" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.115" @ 37'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 19-00 19-00 Truss designed for wind loads 1' 1 l' in the plane of the truss only. 6-04 6-04 6-04 6-04 6-05-13 6-02-03 12 12 5.00 M-4x6 .. :J5.00 • 4.0" 5 M-5x12(S) ! M-5x12(S) • • 0.25.. 3.: 4411401144140.014%.* 0.25" M-3x8 1r NIM-3x8 1*-'-' +. M-1.5x3 M-1.5x3 O 2 9 10 11 **8 O M-5x6 M-3x4 M-5x0.2)0.25" M-3x4 M-5x6 ��,ED PROF-en 061 ), )' )' )' ), � NGIN4.T /0 y y 9-06 9-06 9-06 9-06 y CC.' ' 1P 1-07-03 38-00 Q 870 2PE -7r. JOB NAME : 22284 SAGEBUILT -MORELAND- - C5 Scale: 0.1630 WARNINGS: GENERAL NOTES, unlese otherwise noted. �� ^/ 1.Builder and ereaioncontractorshouldbeadvised ofall General Notes 1.This design is based only upon the parameters shown and iaroranindividual y A�,OREGON (�� ((� Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2a4compresaonwebbracing &painstalled n re h . incorporation f component theofthebuldngdeagner. 2 F4 ��' .0 3.Additional temporary bracing 1 insure stability during construction Z Design assumesIM top d bottomchords t be laterally braced at 0 le the responsibility o/U a Additional permanent bracing c/ 7 .. d at 10. respectively M braced throughout their length by DATE: 9/18/2019 the overall structure the po aibai of building designer. continuous sag sheathing on aywaodan thing(TC)annoy tlrywall(BC). h e 9 3.Di pan bridging true t bracingrequiredthe whore shown•t a A` L-j{. SEQ.: K6675508 < Noload should beieNanroany component until yafter all eaterhand 9.DInstallation asartraee the are tobblilyohnerespectiveeenviror. ry n4 fasteners are complete and at no time should any tootle greater than 5.Design assumes trusses are to be used Ina nancorroave environment, TRANS I D' LINK design loads be applied to any component. and are for condition'.of use. 5.Ionnpulrus has so control ounrandassurnesno responsbildy for me F Design assumes full bearing alall supponsshown.Shim orwedge if EXPIRES:06/30/2021 fabrication,hantlling,shipment and Installation of components. necessary. 8.This design is furnished subject to the limitations set forth 7 Design assumes adequate onbodrth c io rused. September 19,2019 9 le by S.plates shall be located on both hoes of truss,and placed so mein center TFIANrCA In KM,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate Pre of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see EBR-1311,ESR-7988(MiTek) This design prepared from computer input by -' Pacific Lumber and Truss-BC II LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I e TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 P5F Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 P5F (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 P5F load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSE Roof Snow(Ps) in the plane of the truss only. 5° For hanger specs. - See approved plans Cs=1, Ce=1, Ct=1.1, I=1 Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL stud verticals. REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. Refer to equal typical et. 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. M-2.5x4 or equal at non-structural diagonal inlets. 19-00 19-00 I I I 12-06-10 6-05-06 6-05-06 12-06-11 I I I I I 12 IIM-4x4 12 5.00 1:7 Q5.00 III M-3x6(S) iiiii M-3x6(5) M-3x4+ M-3x4+ 0 9 6 5 M-3x6(S) M-3x6+ "-_x6+ ; ). 'S1vPROFSts, y y 20-07-03 19-00 ���C3 �NGINE�R ,4N. 1- 07-03 38-00 870 2PEr / JOB NAME : 22284 SAGEBUILT —MORELAND— — C6 Scale: 0.2255 N WARNINGS: GENERAL NOTES, unless otherwise noted: ..f O 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an individual we/ \�g OREGON ( 4/� Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 O 2.2s4 compression web bracing must co installed where shown+. incorporation o/component is the responsibility of the building designer ^ 3.Additional temporary bracing to Insure stability during construction 2_Design assumes the top and bottom chords to ba klerelly braced at eckir./„Cl 11,/ B E Q 5 �`'v�`' is the responsibility of the erector.Additional permanent bracing or c o.c.and a1 10'o.c.respectively unless braced throughout their length by G 1 1 continuous sheathing each as plywood sheathing(TC)and/or tlrywall(BC). Lr DATE: 9/18/2019 the overall structure is the responsibility of the building designer. a h Impact bridging or inters!bracing required where shown++ A. T 4.No load should be applied to any component until after alt bracing and 4 Installation of truss is the responsibility of the respective contractor. SEQ. : K 6 67 5 5 0 9 fasteners are complete and at no lime should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'.of use. TRANS ID: LINK 5compuruenasnocomreloeerandasaumesnoreaponeibidyrorbe 6 Design assumes full beadngatall supports shown.Shim orwedge if EXPIRES:06/30/2021 si fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,and placed so their center September 19,2019 TPIMRCA in SCSI,copies or which will be furnished upon request lines coincide with joint center lines. C Digits indicate sire of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ES12-1968(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-20) 63 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" D.C. 2-3=(-44) 20 TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"CC. 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" -49/ 248V -7/ 35H 1.50" 0.40 DF ( 625) 0'- 11.2" -35/ 28V 0/ OH 1.50" 0.04 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 1'- 0.0" -37/ 19V 0/ OH 1.50" 0.03 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALII�� (PROVIDE FULL BEARING;Jts:2.3,9 REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. FOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" 8.00 177 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=19.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, r Truss designed for wind loads j in the plane of the truss only. 0 0 r oc 0 i Mil., _,x4 y 1-00 y 1-00 y ��WNG EF s`r�p ,c 9 *p Q 870 2PE JOB NAME : 22284 SAGEBUILT -MORELAND- - D1 - Scale: 1.1512 eV WARNINGS: GENERAL NOTES, unless otherwise noted' 11 • 1.Builder and erection centractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and a tar an individual /i. Truss: Dl and Wamingsbefore construction commences. building component.Applicability of design parametersand y CD,,,„ ti� gn proper [� 1,y (`VQ 2.b4 p web bracing 1 b installed here shown.. incorporation /component'Mresponsibility f the building designer. 'Ab FM61 E R -`' 3.Additional temporary bracing t insure stability tl gconstruction 2 asp assumes the tap d bottom chords t be laterally braced at is the responsibility of theerectorArida permanent bracing of 2 d at 10 ..respectively braced throughout their length by DATE: 9/18/2019 the Il structure'the responsibility I0 building designer. continuoussheathing such s plywood sheathing(TC)and/or drywan(BC). W n9 9 r. 3.25 pact of bridging lateral bracing required where shown.. S A. H ERS SEQ.: K 6 6 7 5 510 4.No load should be applied to any component until after all bracing and 4.Installation of truss is theeonsiality or 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 gaped to any component. and are for conditionof use. 5.Com Trus has no control over and assumes no re 8.Design assumes roll bearing at all supports shown.Shim or weds if EXPIRES: 06/30/2021 Pu sponaibildy for Me ary tabrication,handling,shipment and installation of components. 7.Designwassumes adequate drainage is provided. o 6.This design is furnished subject to the limitations set forth by 8.Pates shall be located on both faces or truss,and placed so their center September 19,2019 TPIIWrCA in BCS(,copies of which will be furnished upon request lines coincide with pint center lines. 9.Digits indicate size of plate in inches. - MiTekUSA,Inc./CompuTrus Software 7.6.8(1L)-E t0.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) a ' This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1SBTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-68) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 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= 42.0 PSF 0'- 0.0" -23/ 306V -16/ 578 5.50" 0.49 DF ( 625) 2'- 9.2" 0/ 34V 0/ OH 5.50" 0.05 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 0.0" -31/ 72V 0/ OH 1.50" 0.12 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'C (PROVIDE FULL BEARING,Jts:2,4,3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. k,OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL - 0.003" @ 1'- 5.1" Allowed = 0.104" MAX TC PANEL TL DEFL = -0.003" @ 1'- 9.4" Allowed = 0.295" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.2" At MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.2" 12 '8.00 , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a, load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. r.--/- o f- c I 2► 4 r' M-3x4 y b l 1-00 3-00 A���0 PRf 1FCss ���� NCaINEF`Q �o'L 8702 P E `....- JOB NAME : 22284 SAGEBUILT -MORELAND- - D2 Scale: 0.8643 CP WARNINGS: GENERAL NOTES, unless otherwise noted: I Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shownand is for an individual .. ' �4T OREGON tiO 4// Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper O 2.2a4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. /�,a 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at bO •V/�C t �� is the responsibility of the erector.Additional permanent bracing of 7ntantl sheathing aswood sheathing(TC) (TC)and/or rheirlength) .0 L os.ancontinuous sheathing such as plywood required n s ownsir Nn(BC). `_ DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 1 20 Impact bridging or lateral bracing required where shown.. A' He- ,No load should be fete applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 6 6 7 5 511 fasteners s are complete and at no bine should any loatls greater tM1an 5 Design assumes trusses are to be used in a non corrosive environment, design loads be applies to any component. and are for"dry condition"of use. TRANS ID: LINK 5 CampuTrus has no control over and assumes no responsib lily or the 6 Design assumes full beahng at all supports shown.Shim or wedge if EXPIRES: 06/30/2021 fabrication,handlingssry g,shipment and installation ofcomponanta. 7.Plates assumes adequate nth fete istrus,provided. September 19,2019 6.This design is furnished sulked to the limitations set forth by B.Plates shall be located on both faces of truss,and Raced so their center TPIIWrCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) v • Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 1 3/4' Center plate on joint unless x,y I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury rn. Dimensions are in ft-in-sixteenths. 1117‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bradng,is always required. See BCSI. 0'31 fi P 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves Millnlit may require bracing,or alternative Tor I _ O bracing should be considered. 1_� 3. stack Never exceedmaterials theon designinadequately loadingbraced shown andtrusses.never U =O ill IMIIIIIMILNI 1,2 IA a OFIIMII% a0 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 BOTTOM CHORDS all other interested parties. plates 0- 1/16"from outside 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 in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. �i� Indicated by symbol shown and/or 9 by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or puffins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. %111110 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. _� Min size shown is for crushing only. ,R, 18.Use of green or treated lumber may pose unacceptable = environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MIII 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, i ■ek,,. 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015