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Plans (122) i`C\S"C 0\%- c O cAs - c s)._ 24'-O Et ED r1 MAR 14 70th N M M g tt� M N •- t:,: s Y 5t F iGAR0452ggig � gcA � # 3UILDING OI , IO\ A i + l 1 8,11 ______ / _ SJ1 SJ2 Il. 4 12 All SJ2 8,13_ ____MIL Anal_SJ3 :1 111 A IC N 4'S tl. C Pf 9d:aa r> B3 (8) ao is ► V.A., ° _ `_ ttiliii t, F �N + I i �% ,,i 4: " ; 4-prair , L OP."._' e,„a AJ4 0 :LW...2)r , ,•-A ' 1 C1 ( , C. C. SJ2Pii - ._ r� w , m ,' SJ1 i --- 'I 4. 12 . , k- L I 3 3 - I r, N 3 @ , 1' ,.. el^ T-3" ' 16, 8" �_ �•�_ _ 24' Ow *Copyright CompuTrus Inc.2006 )ER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY REFER TO AGEBUlLT 03/01/18 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL if JECT)643 S REVISION-I: DRAWINGS TFOR ION B FURTHER ��� umber INFORMATION.BUILDING )643 SAGEBUlLT LOT 8 ASHCREEK INFORMATION OF RECORD RESPONSIBLE FOR ALL NON TRUSS DRAWN BY: REVISION-2 TO TRUSS CONNECTIONS BUILDING A CHECKED BY: DESIGNER/ENGINEER IARD TO REVIEW AND OF ALL Q TRUSS RUS ✓ COMPANY 1ERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION OT 8 ASH CREEK 0.15"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. --, le MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 _ IVED 951-245-9525 Re: 20643 SAGEBUILT LOT 8 ASHCREEK I EC ROOF DESIGN INFO MAR 15k 2-018 CITY OF TIGARD I,JILDI G 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: K4326323 thru K4326349 My license renewal date for the state of Oregon is December 31,2019. QED P R QFF ����NGtNFF6',s, i02 89200PE r 4 cc 74. 47 OREGON ,& /O qY 14, `2°� `,4� MFRRIVL 0 0,04071._ March 1,2018 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 12-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF ft1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2- 7-(-379) 2033 7- 3=) -10) 205 BC: 2x6 DF SS 2- 3=(-2187) 497 7- 8=(-384) 2027 7- 4=(-112) 128 WEBS: 2x9 DF STAND LOADING 3- 9-(-2033) 490 8- 5=(-376) 2037 4- 8=( 0) 195 LL = 25 PSF Ground Snow (Pg) 9- 5=(-2191) 995 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 36 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 5.5" V TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 6'- 5.5" TO 12'- 5.5" V OVERHANGS: 12.0" 12.0" BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 12'- 5.5" V BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -179/ 1097V -21/ 21H 5.50" 1.75 DF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 5.5" 12'- 5.5" -179/ 1097V 0/ OH 5.50" 1.75 DF ( 625) 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 29 'cc spacing. J BOTTOM CHORD CHECKED FOR 10PSF 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 LL DEFL = -0.056" @ 6'- 0.0" Allowed = 0.577" MAX TL CREEP DEFL = -0.121" @ 6'- 0.0" Allowed = 0.769" • MAX LL DEFL = 0.002" @ 13'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 13'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.011" @ 12'- 0.0" MAX HORIZ. TL DEFL = 0.018" @ 12'- 0.0" Design conforms to main windforce-resisting 5-11-11 0-06-02/ 5-11-11 system and components and cladding criteria. T 4320# 'I 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 400 D +320# Q9 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=1.6, ".. Truss designed for wind loads M-5x6 -L M-6x6 in the plane of the truss only. •• 0'� • • 2mil : m f 8 /o • M-3x8 M-3x4 M-1.5x3 M-3x8 O • y y ,1 b 5-06-12 1-05-12 5-05 y 1-00 y 12-05-08 y 1-00 y �,`t�' GPN OFFss/ �c,,. „X4 9 0?,, s9200P N. e. JOB NAME : 20643 SAGEBUILT 'LOT 8 ASHCREEK - Al Scale: 0.9508 "" ° WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erectiontracorWouldbeadvised ofall General Notes 1.Thisdesign is based onyupo theparameters shown and isforindividual 9 OREGON 14 Truss: Al and Wfm nga beforeat ud oq commences building componentAppl'cebly (d g parametersand props ON -4%.' 2.204 compression web braung must be Walled where shown+ incorporation of component is the of the building designer. 'I 1 �` 3.Additional temporary bredng to insure st}beiy during construction 2.Design andattassumes Me lop and bottom chords to be laterally bread et / 4 is the responsibility of the erector.Atldiliq el permanent bracing of c2'o.c. at 1Q o.c.respectively unless braced throughout their length by /O `f DATE: 3/1/2018 the overall structure is Me rebit 1 the buildingdesigner. 2 Impacts bridgingsheathing or suchas brplyacing required i here shown and/cr cdrywall(BC). aS�.l epny ity gaon 3.20 lCus is lateral ponsdo cyowhere ++ a•r R'0` S T'. K9326323 4.Nobadsarelcmlee iantoanycompoant untily after allbrednhentl 4.Installationof is the are to used theon-coroscoeviron 4'' fasteners are complete and at notice uk any loads greater than 5 Des are assumes busses are to be in a no conoa ve environment, design loads be applied to any compone 1. and are far"dry condition"of use. TRANS I D: LINK 5 CompuTma has no centre)over and a mea no responsibility for the 8.Design assumes full bearing at M supports shown.Shim or wedge if EXPIRES: 12-31-2019 newssary fabrication,handling,Shipment and infra atlon of components. fr ' 7.Design •assumes adequate drainage is prase d. March 1,2018 S.This design is furnished subject to the ll Whom set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIN✓TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus 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 12'- 5.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-81) 689 6-3-(0) 283 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-798) 197 6-4=(-81) 689 ( ) WEBS: 2x4 DF STAND 3-4=(-798) 147 LOADING 4-5=( 0) 36 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSI TOTAL LOAD= 42.0 PSI BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -82/ 637V -24/ 29H 5.50" 1.02 OF ( 625) 12'- 5.5" -82/ 637V 0/ OH 5.50" 1.02 OF ( 625) 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. 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.045" @ 6'- 2.8" Allowed = 0.769" MAX LL DEFL = 0.002" @ 13'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 13'- 5.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.018" @ 8'- 10.7" Allowed = 0.370" MAX HORIZ. LL DEFL = 0.006" @ 12'- 0.0" MAX HORIZ. TL DEFL = 0.010" @ 12'- 0.0" Design conforms to main windforce-resisting 6-02-12 6-02-12 system and components and cladding criteria. T T T Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00 (U a 4.00 load duration factor=l.6, M-4x6 Truss designed for wind loads in the plane of the truss only. 4.0" 3 .f-X' 3.0" N i 2 6 4 �o M-3x4 M-1.5x3 M-3x4 O 6-02-12 6-02-12 J, b y y 1-00 12-05-08 1-00 �t�Ed PROFFss GINP2 ,i.__i.89200PE v� JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - A2 Scale: 0.9508 �' - -- WARNINGS: GENERAL NOTES, unless othenvise noted. • er Truss: A2 1.Builder and erec[oncontractorshould beadvsedofall General Notes 1.Th design is based onyupon lh p t shown and is for anindivdual 7, ,.OREGON � 1.(/ and Warnings before construction commences. building component.Applicability fa g parameters and proper t 2.2s4 p ebb g must be'si II tl where shown f. incorporation afcompop dstn responsibility of the building designer. A 20�' P� 3.Additional temporary bre g 1 insure stability during construction 2 Design assumes the top and both chords to be laterally braced at �O -T Y' 7 is the po b'I'y of 1herector.Additional permanent bracing a/ 2 ..and at 78 o c respectWey braced throughout their length by , ,S DATE: 3/1/2018 me overran structure is the rebili rine buildingae.i ner. tius sheathing such as plywood sheathing(TC)and/or drywall(BC). /.. - - NV aponsi y o g 3.rax Impact bridging or lateral bracing required where shown+• /�L'l�' SEQ. : K4326324 A No mad should be applied to any component until ager all bracing and 4 Installation of truss is the responaidlily of the respective contractor. / 1r fasteners are complete and at no time should any bads greater man 5.Design assumes trusses are to be used in s non-corrosive environment, TRANS ID: LINK design loads be applied to any componentand arebraymnddmn ar"aa 5.CompuTrs has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if wry. pEXPIRES; 12-31-2019 fabrication,isfur is edsubjMandlnsiallationo(component. 7.Platen assumes adequate drainage is provided. March 1,2018 S.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPII`A TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. P.Diggs indicate sin 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-19SS(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 36 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3-(-31) 30 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" -55/ 297V 0/ 28H 5.50" 0.47 DF ( 625) 1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 DF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,r 1' MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072" MAX TC PANEL TL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.109" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.236" 12 MAX BC PANEL TL DEFL = -0.027" @ 3'- 3.8" Allowed = 0.315" 4.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=15ft, 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 3 -/ in the plane of the truss only. • , N 6-1 6-1 _ - o i M 1 I 2 4 •M-3x4 • • • • • • • 1-006-00 ��90 PROpt ss :40000 �c.. tiNGINEF . /029 89200PE t' 4M JOB NAME : 20643 SAGEBUILT L T 8 ASHCREEK - AJ1 Scale: 0.716 WARNINGS: GENERAL NOTES, unlessotnwise noted, I.Builder and erection contractor should b advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON t(/� Truss: AJ1 and Warnings before construction corn razes building component.Applicability of design parameters and proper Ii �J[�L 2.2x4 compression web bracing must bei stalled where shown+. incorporation of component is the responsibility of the building tlesigner. '.e0 y . ♦ ,` 3.Additional temporary bracing to inure day during construction 2.Design assumes the top and bottom chords to be laterally braced at O / A, ie the responsibility f the erector.AdtlN NI t bracing f 2'cc.and al 10'cc.respectively unless braced throughout their length by Y porlsi ty o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/1/2018 the overall structure is the respopsidlity f he building designer. 3.2x Impact bridging or lateral bracing required where shown++ �R R'�L, SE 4.No load should be applied to any romp ent unto alter all bracing and 4.Installation of truss is the responsibility or the respective comrector I s Q K 4 3 2 6 3 2 5 fasteners are complete and at no time s uld any loads greater than S.0eeign assumes trusses are to be used in e noncorrosive environment, loads be applied 10 an tit. and are for"dry condition"of use. design TRANS ID: LINK S.CampuTrusMsnocontrolova endaassme oresponsibilityforthe 8 lesgnaaumesNilbearingetallsuppo supports Smmorwedgeif EXPIRES: 12-31-2019 scary. I, p This fabrication,handing,shipment and a atlon of components. 7.Design assumes adequate drainage is provided. Marc(I 1,201 V 8.This design is famished subject to the limitations cel forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIN TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)E 1e.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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4- BC: 204 DF #1&BTR SPACED 24.0" O.C. 2-3=(-47) 32 -(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. ION. 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" -47/ 346V 0/ 47H 5.50" 0.55 IF ( 625) 3'- 10.9" -80/ 113V 0/ OH 1.50" 0.18 DF ( 625) LL = 25 PSE Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" T . MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.7" Allowed = 0.213" 12 MAX BC PANEL TL DEFL = -0.041" @ 3'- 1.4" Allowed - 0.315" 4.00 D MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -,v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. m 0 u7 e- In o f 2 4 -/ M-3x4 1 ) y 1-00 6-00 ,i0 P R opens 2 4' :9200PE 9r JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - AJ2 .- Scale: 0.6662 .. - s"-w'"'" WARNINGS GENERAL NOTES, unless othenvise noted: A- t.Builder d erection contratorshould be advised f all General Notes 1.This design is based only upon the parameters shownandisfora individual yi 2!OREGON b, �� Truss: AJ2 and Warningsb foeconstrutioncobuilding mponent.ApNicatilty of design parameters and proper 2.2x9 pr b liming must be'stalled h shownincorporationot component's the responsibility of the building designer. 20 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom to be laterally braced al /O y 14 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ftQ o.c.respectively unless braced throughout their length by t DATE• 3/1/2018 continuous sheatgi or such as plywood re uired where s ownandi•tlrywall(BC). 11/ .14R's�+� the overall structure is the responsibility of the building designer. 3.2x impact bridging or leterel bredng required where shown�. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective S E Q.: K 4 3 2 63 2 6 fasteners are complete and at no time should any loads greater than 5.Design assumes wsses are to be u.Mw in a n000 i e contractor. ment, TRANS I D: LINK design loads be applied to any component. and are or"dry condition"Dross 5.Com Trus has 0 control over and assumes no res 6.Design assumes NII bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 pu responsibility for the awry_ p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 1,201 8 8.This design is furnished sublet to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJFCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.8(1 L)-E 70.For basic connector plate design values see ERR-1317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 24-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-( 0) 36 2-10-(-1493) 5569 3-10-( -123) 372 2x6 OF 55 T2 2- 3-(-5961) 1628 10-11=(-2198) 7173 10- 4-( -48) 819 BC: 2x6 OF SS LOADING 3- 4-(-6120) 1699 11-12-(-2198) 7173 10- 5-(-1505) 699 WEBS: 2x4 DF STAND LL - 25 PSF Ground Snow (Pg) 4- 5=(-5806) 1640 12- 8-(-1493) 5569 11- 5-( 0) 261 TC UNIF LL` 50.0)+HL( 14.0)- 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6-(-5806) 1640 5-12-(-1505) 699 TC LATERAL SUPPORT 6- 12"OC. UON. TC UNIT LLE 125.0)+DL( 35.0)- 160.0 PLF 8'- 0.0" TO 16'- 0.0" V 6- 7-(-6120) 1699 6-12-) -48) 819 BC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL 50.0)+DL( 14.0)= 64.0 PLF 16'- 0.0" TO 24'- 0.0" V 7- 8=(-5961) 1628 12- 7-( -123) 372 BC UNIF LL 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 24'- 0.0" V 8- 9-( 0) 36 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC ONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC ONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 16'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -551/ 2463V -34/ 34H 5.50" 3.94 DF ( 625) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 24'- 0.0" -551/ 2463V 0/ OH 5.50" 3.94 DF ( 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 - -0.300" @ 12'- 0.0" Allowed - 1.154" MAX TL CREEP DEFL - -0.676" @ 12'- 0.0" Allowed = 1.539" MAX LL DEFL - 0.002" @ 25'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.068" @ 23'- 6.5" MAX HORIZ. TL DEFL - 0.110" @ 23'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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 in the plane of the truss only. 7-11-11 8-00-10 7-11-11 T r 1' 1' 4-02 3-09-11 4-00-05 4-00-05 3-09-11 4-02 T < 4r597,30# '1 4597.30# T 1' 12 12 4.00 ' M-5x16 M-5x16 a 4.00 M-3x12 s M-1,5x3 M-1,5x3 7 N 2, 14 IIPIsmillilli.-. 10 11 12 o M-5x12 M-3x12 0.25" M-3x12 M-5x12 0 MSHS-8x10(S) t p > 7-02 ; 4-10 y 4-10 k 7-02 ,' ,<<, 0.0 PROke, J, ), J' y ��C~ �NGINE�'9 /�•1- 1-00 24-00 1-00 :9200PE JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - Bl Scale: 0.2530 "' :920. WARNINGS: GENERAL NOTES, unless otherwisenoted. Cr 1.Builder and erectcontractor should be advised of all General Sales 1.This design is based only upontheparameters shown and e individual p 410 REGON oto Truss: B1 and Warnings beforeconstruction commences building component Applicability fit g parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation ofthetap component to responsibility of the Wilding designer rya�/ �� 3.Additional temporary braang to Insure stability during construction 2.Design assumes me top and bottom chords bac be ateraW braced at /O •)/ '1 v1 1 s° is the biliof the erector.Additionalpermanent bracing ( 2•o.c.and at 18 o.c.respectively unless braced throughout their length by 'i reaponai ry o continuous sheathing such as prywood sheathing(TC)and/or drywall(EIC). DATE: 3/1/2018 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral braeng required where shown o+ 'frl - R'0- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective mstrector. SEQ.: K 4 3 2 6 3 2 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-aorrosve environment, TRANS I D: LINK design loads be applied to any cemponent, and are for condition"bearing a.supports wedge 5.CompaTms has no control ever and assumes no responsibility for the B.necessary. Nil t all au ria ehawn.Shin,or f EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate tlreinage is provided 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both laces of truss,and placed so their center March 1,2018 TPWWCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9 Digits Indicate axe of plate in inches. MiTek USA.Inc/CompuTrus Software 7.6.8(1L)-E to.For basicmnnector 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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=0) 0 ' BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 34 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 BOG 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" -57/ 403V 0/ 65H 5.50" 0.64 DF ( 625) 5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX TC PANEL LL DEFL = 0.060" @ 3'- 7.2" Allowed = 0.354" 1 1' MAX TC PANEL TL DEFL = -0.098" @ 3'- 4.7" Allowed = 0.531" 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCOL=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 in the plane of the truss only. re , 0 cm m O x_ 1 .jriallill=1111111=01. 11. -7 0 2�� 411110=-10 M-3x4 ,1 l y 1-00 6-00 ���EO P R QF�ss �.5 0NGINF�cR %(D `�� :9200PE pr JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - AJ3 -0110/4t°11Scale: 0.6287 ,_ .. -""e WARNINGS: GENERAL NOTES, unless otherwise noted: Q C}` 1.Builder and erection contractor should beadvised r all General Notes t Thisdesign ale based ly upon the parameters shown ands for an individual pL 2!OREGON I �4,, Truss: AJ3 and Warnings before conrtmdon pro building mp t.Applicability of design parameters and proper 2.2x4 pre web bracing mum be stalled hoe shown+. - ryo tion fcomponent'a of responsibility at Me building designer. O 2��` �+ 3.Addy temporary bracing to Insure stability tl g construction 2.Design the toe arid bosom chords to be laterally braced at / -.1) 7 is the responsibility of the erector.Additional permanent bracing of 2'ac.and x110 o.c.respectively unless braced Throughout their length by y ,S DATE: 3/1/2018 the overall structure is the responsibility f the buiain tlesi continuous sheathing such as plywood sheathing(TC)and/or drywall(80). ti o,.. . ay o B designer. 3.2x Impact bridge' or lateral bracing required where shown t v FL'1�' SEQ.: K 4 3 2 63 2 8 a No load should be applied to any component until after all bracing end 4.Installation of truss a the responsibil8y of the respective contractor. ���//�l 1 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are mr"dry eondamntause 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing al all supporta shown.Shim or wedge if .eery. EXPIRES: 12-31-2019 faison,handling,shipment and installation of components. T.Platen assumes adequate drainage is provided. March 1,2018 8.This design is furnished subject to the limitations set forth by S.Plates shall be bated an both faces of truss,and paced so their center TPINV1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6 B 1 L-E 9.Digits indicate size of sate in inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 9=(-514) 2056 3- 9=(-290) 222 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2238) 599 9-10=(-333) 1770 9- 4=( 0) 299 WEBS: 2x4 DF STAND 3- 4-(-1913) 447 10- 7=(-534) 2058 9- 5=( -46) 56 ' LOADING 4- 5=(-1774) 450 5-10=) 0) 297 TC LATERAL SUPPORT <= 12"00. UON. i0.L( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1921) 449 10- 6=(-286) 218 BC LATERAL SUPPORT <- 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2241) 597 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 36 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IIMITED 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" -123/ 1122V -43/ 43H 5.50" 1.80 DF ( 625) OVERHANGS: 12.0" 12.0" 24'- 0.0" -123/ 1122V 0/ OH 5.50" 1.80 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 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 = -0.122" @ 14'- 0.0" Allowed = 1.154" MAX TL CREEP DEFL = -0.266" @ 14'- 0.0" Allowed = 1.539" • MAX LL DEFL = 0.002" @ 25'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.036" @ 23'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 23'- 6.5" Design conforms to main windforce-resisting • system and components and cladding criteria. • • Wind: 140 mph, h=15ft, 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 9-11-11 4-00-10 9-11-11 in the plane of the truss only. T if T T 5-02-04 4-09-07 4-05-09 4-04-08 5-02-04 '1 1' T T T T 12 12 4.001 M-4x6 -7.7M-6x6 " 4.00 4 W.?--.M-1.5x3 M-1.5x3 3 6 in in 1r'nIii. - - KIN aQ fn 2 9CD o -M-4x4 0.25" M-3x4 -M-4x9 0 • M-5x8(5) y y y y \SsikNP0F 9-05 5-03-12 9-03-04 ssGN � i�� yi-00 24-00 i DD �� © 9�rCp 89200PE JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - B2 Scale: 0.2530 • WARNINGS: GENERAL NOTES, unlessotheiwisenotet ID ""4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -yG , ,OREGON �4, Truss: B2 and Warnings before ml .ion commences. bldg component.Applicability of design parameters and proper �4 2.2x4 cempression web bracing must be installed where shown v. incorporation of component's the responsibility of IM building designer. / t7 1)0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords braced to be throughoutly braced at _7 is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1 O o.c.reapeavely unless their length by 7 4, DATE: 3/1/2018 the overall structure is the responsibility me building designer. continuous Nging org such as plywood required in ere and/or tlrywall(SC). v apo M o 93.2a Impact bridging or lateral bracing where shown v 4 `R R'`` SE K 4 3 2 6 3 2 9 4.No load should be applied to any compo,enl until alter all bracing and 4.Installation of truss is the responsibility Its respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any componeht. and are for"dry condition"of use. TRANS ID: LINK 5.compuTrushas nocontrol over and east/mos norasponrbiliryfor the S.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and insta(laiton of components. assry. 7.Plates ssumesadequate drainaceis truss,d. March 1,2018 6.This design is furnished subject to the limitations set forth by a Plates shall be located on both faces of truss,and placed so their center TPIIW1CA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines, A Digits indicate aim or plate in inches. MiTek USA,Inc./CompuTruS Software 7.6.8(1L)-E 1c.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 ' BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-55) 28 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 369V 0/ 54H 5.50" 0.59 DF ( 625) 4'- 8.2" -69/ 131V 0/ OH 1.50•• 0.21 DF ( 625) LL = 25 PSE Ground Snow (Pg) 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 '•oc•spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.040" T I' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.053" MAX TC PANEL LL DEFL = 0.019" @ 2'- 8.7" Allowed = 0.268" 12 MAX BC PANEL TL DEFL = -0.046" @ 3'- 1.4" Allowed = 0.315" 4.00 MAX HORIZ. LL DEFL = -0.000" @ 9'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 4'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 --f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. N 0 N m 1 o 0 2 �4 M-3x4 l y 1-00 6-00 ��4E0 PROpeo �� tiNGINeF,9 /0 89200PE 9r JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - AJ4 • • Scale: 0.6537 x"'µa�ns 4110^ tiWyY1, WARNINGS: GENERALNOTES, unlessolherwisenoted: O [}- Truss AJ4 1.Builder anderectioncontrctorshouldbadvisedofallGeneralNotes This design Is based only pon the parameters shown and is for an individual -7, OREGON �t and Wa g before stud' cobuilding po [Applicability of design parsmetars end proper 2.2x4 p web bracing t beinstalled h e shown+. incorporation f component is the responsibility of Me building tleagner. 3.Additionaltemporary bra'rap W'care stability tl -g construction 2. • 2Designm the top and bottom chords to be latently braced al /o -1 y y'' 0 is the responsibility of the erectorAdditional permanent bracing of 2 and at 10 .. W ctively unless braced throughout their length by 1 ;! aponsl ity o building designer. continuous sheathinggor h a plywoacing required sheath here s and/own••rywall(BC). 4'i ,P l MA"'NV DATE: 3/1/2018 the overall structure-e the retail f the builtl n tleai 3.2x Impact bridging or lateral bracing requ retl whero shown•• - SEQ.: K 4 3 2 63 3 0 4.No load should be appied to any component until after all bracing and 4.Installation of bus a the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes buses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"otus. 5.CompuTrus has no control over and assumes no responsibility for the 8.Deign assures full bearing et all support shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7 Deign assumes adequate drainage is provided 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center March 1,2018 TPINVICA in SCSI,copies of which will be furnished upon request. lines coincide oath joint center lines. S.Digits indicate size of plate in inches. MiTek USA.Inc.JCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-f988(MiTek) III This design prepared from computer input by Pacific Lumber and Truss-BC Refer to CompuTrus rafter detail for complete specifications. 8-05-13 CORNER RAFTER SETBACK 6-00-00 FROM END WALL FOR 32.0 POE TOTAL ROOF LOAD. 12 2.83 M-5x8 2X4 DF '. '. #1&BTRTA 1,4-3x6 I M-3X6. 1 PROVIDE SUPPORT M 3x6 M-3x8 1111111111 i 0,11 s-an-os �E13 • .FF y s 1-05-12 8-05-13 �C'� /9 O y 10-02-11 4' 192.0' f JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - AR Scale: 0.8917 WARNINGS: GENERALNOIES, unless otherwise noted' fina 'I• 1.Builder and erection contmdorshould b advised of all General Notes 1.Thisrs design is based only upon theperameteshownandisforanIndividual / 41 OREGON , Truss: AR and Warnings before construction tom noes building component Applicability of design parameters and proper �i �� Z4.L 2.2a4 compression web bracing m sl bei sailed where shown,. incorporasen of component Is the responsibility of the building designer. �/'/' .1 2(� �\.- 3.Additional temporary erasing m Insure bEity during construction 2.Design assumes the lop and bottom chords to be laterally braced at '.1.)7 V is the responsibility at the erector Addlt al permanent breang of 7 o.c.and at 10 0.0.rsspeclively unless braced throughout their length by O 1 /S DATE: 3/1/2018 the overall structure N the re gslbll f the build) designer continuous sheathing or suchrl as bracingpcwresheathing(TC)uirwheresaws ar drywall(BC). A AV sPo dy n8 9 4.2a Impact boltruss or the nng required eshown t iiia �e 1 f�� SE K4326331 4 Noendshould o benr leerenmany coin end antilny after all eNdng and 4.Inentas ofmes rotes are to o be we Incon.00rree mmolronr 4• fasteners are complete and at na time oma any loads greater than 5.Design assumestrussesuses used ls roncorrosive environment, seal loads be applied m any compon t. and are for"dry condition"of use. TRANS ID: LINK b.CompuTrushasnopwntrplpeer.radass4ma ratresponsib responsibility 6.Design assumeshill bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 awry. I,, r� p fabrication,handling,shipment and Inelimitaon of components. 7. ateDesign assumes adequate drainage is provided_ March l ,L��O ' 6 This design'enamelled subject to the limitations set forth by 6.Plates shall be located on both faces&truss,and placed so Meir center TPINJrCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. M ilnk USA,Inc./Compulrus Software 6.2.3(1L)-Z 10 For basic connector plate design values see ESR-1311,ESR-f985(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC top LUMBER SPECIFICATIONS TRUSS SPAN 24'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x9 DF #188TH LOAD DURATION INCREASE = 1.15 1- 2=) 0) 36 2- 8= 8=(-394)BC: 2x9 DF #16BTR SPACED 29.0" O.C. 2- 3=(-2298 504 8- 9=( 228) 2063 3- ) 233 WEBS: 2x9 DF STAND ) -(-218) 1375 8- 9= -99) 627 3- 9=(-1968) 930 9- 6=(-491) 2063 4- 9=( -99) 627 LOADING 4- 5=(-1968) 929 9- 5=(-394) 233 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2298) 509 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POE 6- 7=( 0) 36 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" ' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -124/ 1122V -54/ 59H 5.50" 1.80 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 29'- 0.0" -124/ 1122V 0/ OH 5.50" 1.80 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND, 2: Design checked for net(-5 g- gpsf) uplift at 29 'oc.spacin 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 = -0.101" @ 15'- 8.7" Allowed = 1.154" MAX TL CREEP DEFL = -0.238" @ 15'- 8.7" Allowed = 1.539" MAX LL DEFL = 0.002" @ 25'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.033" @ 23'- 6.5" MAX HORIZ. TL DEFL = 0.054" @ 23'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 12-00 12-00 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, T T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-09-14 5-07-02 5-07-02 6-09-19 load duration factor=1.6, f T T T T Truss designed for wind loads 12 12 in the plane of the truss only. 9.00 M-9x6 Q 9.00 4.0" 4 �4 11 M-1.5x3 ' f M-1.5x3 3 5 ai -..:111i1111111111111111111111111111111111111 AIIIIIIIIIIIIIIIIbh..-'' N o 1 2 , �, !Sl71 8 9 ='6 0 o TM-4x4 M-3x4 M-3x6(S) M-3x4 EM-9x4 0 y .6 .6 )' 8-03-04 7-05-08 8-03-04 y y y ��Ep PR pFFSS b b 12-00 12-00 � GINE /f 1-00 24-00 1-00y �� �N F9 "(/A- `� j9200PE 'r JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - B3 Scale: 0.2530a WARNINGS: GENERAL NOTES, unlessotherwise noted'. v eft 1.Builder and erection cantradorshould beadvised ofall General Notes 1.This design is based onyupon the parameters shown and is for anindividual 7G 4.1. OREGON 4/ Truss: B3 and warnin before construction commences. building g component.Applicability neais of design pay of ere and proper 2.204 compression web bracing must be installed where shown.... inwrporetion 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 ler to be laterally braced at �� '7 y no� �� is Me responsibility permanent bracing o/ T o.c.and at 17 o.c.respectively unless braced throughout their length by 141 L ponaibili of the erector.Additional continuous sheathing such as plywood sheathing(TC)and/or d II BC DATE: 3/1/2018 the overall structure is the responsibilityny nof the building designer. 3.2a Impact bridging or lateral bracing required where shown++tea( ) 41 /..j"S R'�\ 4.No load should be applied to any component until after at bracing and 4.Installation of truss u the responsibility f the recontractor. ('j �/ K z5.Dew atom y a respective nvron fasteners are complete and at no time should any loads greater then are assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are mr"dry condition"prase. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. March 1,201 8 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BCBI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Ino./CornpuTrus Software 7.6.8(1L)-E 1D.For basic connecter 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 29'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-) -30) 39 8- 9=(-1860) 8572 1- 6-) -128) 108 2x6 IF SS Ti SPACED 29.0" O.C. 2- 3=(-9778) 2318 9-10-(-1860) 8572 8- 2-(-9119) 2036 BC: 2x9 DF #1&BTR 3- 5-(-5696) 1339 10-11=(-2270) 9829 9- 2=( 0) 230 WEBS: 2x9 DF STAND LOADING 4- 5-) O) 0 11- 6-(-1258) 5696 2-10-) -409) 1280 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6074) 1386 10- 3-) -328) 204 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 36 3-11=(-4914) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 11- 5-) -292) 1686 • LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"OC DON. FOR AUDI: TC CONC LL+DL= 1097.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL= 637.0 LBS @ 7'- 0.0" 0'- 0.0" -707/ 3271V -83/ 2601 5.50" 5.23 DF ( 625) ADDL: TC CONC LL+DL= 637.0 LBS @ 9'- 0.0" 29'- 0.0" -531/ 2332V 0/ OH 5.50" 3.73 DF ( 625) ADDL: TC CONC LL+DL= 1097.0 LBS @ 11'- 0.0" OVERHANGS: 0.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IHC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX LL DEFL = 0.213" @ 11'- 11.6" Allowed = 1.159" Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.822" @ 11'- 11.6" Allowed = 1.539" nails staggered: • MAX LL DEFL = 0.001" @ 25'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TI, CREEP DEFL = -0.001" @ 25'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 1 row(s) throughout 2x9 bottom chords, Attach top chord conc. loads so that MAX HORIZ. LL DEFL = -0.056" @ 23'- 6.5" 9" oc in 1 row(s) throughout 2x9 webs. loads are evenly distributed to both MAX HORIZ. TL DEFL = 0.120" @ 23'- 6.5" members. • 2)M-1.5x3 AT UPRIGHTS (TYP) • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 load duration factor=l.6, 12-00 End vertical(s) are exposed to wind, ,f • T 1' Truss designed for wind loads 6-00 5-11-10 0-00-06 5-06 6-06 in the plane of the truss only. T T 1 T T • 7-02-04 +1097# +637# +1097# 1 1' 12 +637# q Q 9.00 DIM-6x6 . M-6x6 M-1.5x3 M-6x16 f 1 2 3• -� 0 - - T1 All11111 ---ti N 0 1 N N m M 8 .- I 10 11 6 M-7x8 M-1.5x3 0.25" M-3x8 M-3x81 M18HS-5x16(S) y 6-00 y 5-08-02 y 5-09-14 y 6-06 y 4, ' PROPFSs 1 , GINE 24-00 1-00y ,C?� tiN F Q Q1.- Q 89200PE f JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - B4 Scale: 0.2622 if ,67 - " WARNINGS: GENERAL NOTES, unless otherwise noted: - 1�� 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and is for an individual "?..s OREGON *e�x� CC 1. Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper / ys 2.2e4compresseswebbracingm�atbelnstslledwhereshown+. Incorporation of component is the responsibility of the building designer. '^' 4"OREGON 90 ' ' 3.Additional temporary bracing to insure saNley during construction 2.Design assumes the top and bottom chords to be laterally braced at h Ifo 1 4, f s� is the responsibility f the erector.Add tions) 1 bracing ! 2'o.c.and at ea o.c.such as'wely unless braced throughout their length by v "F �7v� ponsi tya permanen go continuous sheathing such plywood sheathing(TC)anMor drywall(BC). DATE: 3/1/2018 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown•c E'R R I L.- S E Q.: K 4 3 2 6 3 3 3 4.No toad should be applied to any component until after all bracing and a.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry corfbion.of use. TRANS ID: design loam be applied to any compon LINK 6.Design assumes full bearing at all supports shown.Shim or wedged EXPIRES: 12-31-2019 5.CompuTrus has no control over and a mss no responsibility for met neceawry fabrication,handling,shipment and inS salon of components. 7.Design assumes adequate drainage is provided. March 1,201 S • O.This design is furnished subject to the limitations set forth by B.Plates shall be located on both aces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.8(1 L)-E f0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 36 2-9=(0) 0 BC: 2x4 DI #16BTR SPACED 24.0" O.C. 2-3=(0) 95 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" -63/ 286V 0/ 28H 5.50" 0.46 DF ( 625) 1'- 10.9" -121/ 119V 0/ OH 1.50" 0.18 DF ( 625) LL = 25 PSI' Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.072" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.109" 1-11-11 MAX BC PANEL LL DEFL = 0.010" @ 3'- 6.6" Allowed = 0.336" T f MAX BC PANEL TL DEFL = -0.099" @ 4'- 8.2" Allowed = 0.449" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 9.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -1 ti ti , f ti ro 0 0 � 1 OI _____________---Ab . -------_-:4 M-3x4 l l y 1-00 8-00 <<�Eo PROFFs 4c�`5 �LJGINEF6) 4/0 2 9200PE 9r JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - BJ1 d4111.115t Scale: 0.6770 _ WARNINGS: GENERAL NOTES, unless otherwise ted: Q [}' 1.Builder and erection contractor should be advised of all General Notes 1.This design based on the ten shown and is fora individual 'w lore is ry upon pa Truss: BSI and Warnings before construction commences. building component Applicability fd g parameters and props 2.2x4 compression b bracing must be installed where shown a. p lion of components the responsibility of the building designer (� press on we gmu 2.Design the L/6 4k 14, 2'°\ 4 3.Additional temporary bracing to insure stability during construction g p and bottom chords to be laterally braced at '# is the responsibility of the erector.Additional permanent bracing o/ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s ,a DATE: 3/1/2018 the overall structure is the responsibility f Me building designer 2onbnuo Impact edginsheatg or ateruch l b acing replywood sheat where s ownand/or drywall(SC) NV spay c p n ig g 4.In iobridging is lateral bracing required he where shown t a FR R 10- SEQ.: K4326334 4.Nolosesareltl mbe leeiatltotnoleeluntafteralleaterthantl 4.Design umrstrisesaretob blue i a onpedosicontractor fasteners are complete and at no time should any loads greater than 5.and are assumes onddio are to be used in a non-corrosive environment. - TRANS ID: LINK desgnloads beapplied toany component and areror••dry�amdion°or use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing al all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components necessary 7 Design assumes adequate drainage is provided. March 1,2018 S.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 TPI/NRCA in SCSI,copies of which will be furnished upon requestlines coincide oath 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 656-1311,ESR-1980(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 44 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS _REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" I TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 357V 0/ 47H 5.50" 0.57 DF ( 625) 3'- 10.9" -128/ 128V 0/ OH 1.50" 0.20 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 • MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.011" @ 3'- 6.6" Allowed = 0.336" MAX TC PANEL TL DEFL = -0.030" @ 2'- 2.2" Allowed = 0.320" MAX BC PANEL TL DEFL = -0.144" @ 4'- 4.8" Allowed = 0.449" • 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" ,r MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" • 12 Design conforms to main windforce-resisting 4.00 D system and components and cladding criteria. ' Wind: 140 mph, h=l5ft, 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 - '• in the plane of the truss only. 3• -/ • M I O I of M o f ______________---2-- -<.. • •• • : ‹ii M-3x4 • • • • • • • * * * 1-00 • 8-00 ��pti0 PR OFFss wC ��GIN��9 iQ1 :9200PE r' JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - BJ2 . Scale: 0.5895 'iw,,,, +� . WARNINGS: GENERALNOTES, unlessotherwisenoled ,'• 1.Builder and erection connector should bl advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 2!OREGON �'4(// Truss: BJ2 and Waminga before construction commences. building component Applicability of design parameters and proper be 2.204 compression web bracing must be itsialled where shown v. incorporation of component is the responsibility toy of the building bracedadesigner. / LI �0\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally at -7 is the responsibility of the erector.AnditionaI permanent bracing of 2'o.c.and at 10 o c.respectively unless braced throughout their length by10 1 3/1/2018 the overall structure is the responsibility or the building ciao20conImpact sheathing such as plywood required i have s and/or drywan(Sc). aponai itY ng gner, 3.20 bridging or lateral bracing where shown n v �limo- DATE: 4.No load should be applied to any compoheet until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.SEQ.: K9 32 63 3 5 fasteners are complete and at no time atjowd any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design mala be applied to any component end are for"dry condition.of use. TRANS ID: LINK s.cgmpuTroshas nocontrol over and aswmesnsresponsibility for lhe 6.Deagnassumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. p fabricstion,handling,shipment and installation on of components. 7.Design assumesadequate drainage is provided. March 1,201$ M This design is furnished subject to the limitations seta forth by e.Plates shall be located on both faces of truss,and placed so their center TPIAMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 76.B(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x4 DF #1613TR SPACED 24.0" O.C. 2-3=(-66) 36 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 HAG AREA OL 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" -98/ 922V 0/ 659 5.50" 0.67 DF ( 625) 5'- 10.9" -102/ 172V 0/ OH 1.50" 0.27 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 81V 0/ OH 5.50" 0.13 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,9 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.065" @ 3'- 2.2" Allowed = 0.359" 5-11-11 MAX BC PANEL TL DEFL = -0.178" @ 9'- 1.4" Allowed = 0.949" f T MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 4.00 Design conforms to mai n windforce-resisting system and componentsand cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti f n o ,_ 1 - I IIIIIIIIIIIrgIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII11111111111111111121 � ��4 0 M-3x4 )' y y 1-00 8-00 �QED P R OpFss �x5 �NGI NEER /p 2 �w 89200PE sir' JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - BJ3 Scale: 0.5895 -::,"... WARNINGS: GENERAL NOTES, unless othew,ise noted ^ 1.Builder and dion contractor should be advised of all General Notes 1.This design is based onyupon the parameters shown and isfor anindividual 17, A... OREGON Ix i.c, Truss: BJ3 and Warningsbefore construction commences. building component.Applicability of design parameters and proper 2.7x4 compression web bracing mud be installed where shown+. incorporation of component is the responsibility of the building despner. A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and e:y unlessm cbracedis be throughoutaterally braced at �O I y 7 A �O is the responsibility of the erector.Additional permanent bracing of 7'o.c.and at 1 G o.c.respectively their length by 'i 1 continuous5lmsdging ogr such as ang re uirednere)shwnortlrywell(BC). ��e iR'�� DATE: 3/1/2018 the overall structure is the responsibility of the building designer. 3.7n.Impact bridging or lateral breang required where shown++ �^s SEQ.: K 4 3 2 63 3 6 9.No load should be applied to any component until after all bracing and 9.Installation dime;is the responubility 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-vorrodve environment. design loads be applied W any component. D .re for"dry condition"of use. EXPIRES: 12-$1-2019 TRANS I D: LINK 6 Design assumes full bearing at ad supports shown.Shim or wedge it 5.CompuTrva has no control over and assumes no responsibility for the wry, p fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. March 1,2018 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR.1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 45 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" -59/ 480V 0/ 89H 5.50" 0.77 DF ( 625) 7'- 9.2" 0/ 99V 0/ OH 5.50" 0.16 DF ( 625) • • • LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 219V 0/ OH 1.50" 0.35 DF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "cc Spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" • • • MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.208" @ 4'- 5.8" Allowed = 0.494" • 7-11-11 MAX TC PANEL TL DEFL = -0.377" @ 4'- 5.8" Allowed = 0.742" 1' MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 4.00 Cl Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, • Truss designed for wind loads • in the plane of the truss only. • • •• • • f •• M-3x4 • l 1 b 1-00 8-00 nEO PRQ1 tiNGINFfi� i��9 89200PE JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - BJ4 0,4,00e. Scale: 0.5895 if WARNINGS: GENERAL NOTES, unless otherwise noted' 1.Burner and erection contractor should be advised of all General Notes I.ThN design is based only upon the parameters shown and is for anindividual 9 A'OREGON' I t/; Truss: BJ4 and Warnings before construction comm enoes. building mponent.Appliabltyofdesign parameters and proper ( / 2.204 compression web bracing must bemetaled where shown••. rp friss of component-a the responsibility of the building designer. 3.Additional temporary bracing to insure et;baty during conatruGion 2.Design assumes the top and hadom chortle to be laterally braced at f 2'o.c.and at 10 o.c.respectively unless braced throughout their length by /O 1 is the responsibility of the erector.Addbiglal permanent bracing continuous sheathing such as plywood elwathing(TC)and/or drywall(BC). �0� DATE: 3/1/2018 the overall structure is Me responsibility df the building designer. 3.24 Impact bridging or!literal bracing required where shown•• SEQ.: K 4 3 2 63 3 7 4.No load should be applied to any compodent until after all bracing and 4 Installation of truss u the responsibility of the respective contractor. fasteners are complete and at no time eh`tuld 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 anycomponegl and are for"dry condhanlafuse. 5.CompuTrus has no control over and=Rimes no responsibility for the 6.neDesign�aseumes full bearing al ell supports shown.Shim or wedge if EXPIRES; 12-31-2019 fabrication,handling,shipment and installation of components. ry. • 7.Design assumes b es eded on both face is truss,d. March 1,201 8 6.This design is(umishatl subject to the limi4gona set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCS',copies of which will be furnished upon request. lines coincide with joint center linea. 9 Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1 L)-E fO.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0)- 0 BC: 2x4 SF #1&BTR SPACED 24.0" O.C. 2-3=(-94) 90 3-4=(-70) 26 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -42/ 942V -1/ 102H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 89V 0/ OH 5.50" 0.14 DF ( 625) 7'- 11.2" -192/ 493V 0/ OH 1.50" 0.63 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 24V 0/ OH 1.50" 0.04 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,5,3,4 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 TC PANEL LL DEFL = 0.154" @ 3'- 10.8" Allowed = 0.496" MAX TC PANEL TL DEFL = -0.209" @ 3'- 10.9" Allowed = 0.744" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 12 Design conforms to m1 windforce-resisting 4.00 I� 4 system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. oo O rn r1 S- M O f 2�� 6 O M-3x4 y 1-00 y 8-00 y 1-11-11 y ��c\tQ PRQFFss ct X92$0' r JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - BJ5 eAPPPr" 4111P Scale: 0.5011 WARNINGS: GENERAL NOTES, unless otherwise noted Q Truss: BJ5 1.Builder anderectioncontractorshouldbeadvised (d General Notes 7.This design based only upon theparameters shownand'afor individual -yG 4,OREGON Ott, and Wangs bf re construction cobudding component Applceblity f dg parameters end proper 2.204 p web bracing must be installed whereshown+ - incorporation (components theresponsibility of the building deagner �j 2�N 3.Additional temporary bracing to insure stablldy during construa'on 2.Design the top and bob chords to be laterally braced t �O '7,/ is the responsibility of the erector.AetlblonaI permanent bracing a( 7 cite and at 1 e o.c respectively unless braced throughout Mer length by t tie DATE: 3/1/2018 the overall structure t the r bitof the buildingdelicontinuous sheathing such as plywood sheathing(TC)and/or drywall(8C). yVry responsibility designer 3.2x Impact bridging or lateral braang required where shown++ �RR 6'�� SEQ.: K4 3 2 6 3 3 8 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. Tl fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, loads be applied ancomponentand are for"dry condition"of use design TRANS ID: LINK g^aa ppie y 5.Dam uTrus has no control over and assumes no res 6.Design assumes full besting at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 p ponsibility torthe ry fabrication.handling,shipment and installation of components. 7,Dsssessiign assumes adequate drainage is provided. March 1,2018 6 This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss.and placed so their center TPIMTCA in SCSI.copes of which will be furnished upon requestlines coincide with joint center lines 9.Digits indicate awe of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 10.9" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 254 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0. O.C. 2-3=(-118) 89 3-4=( -63) 27 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -36/ 943V -2/ 120H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 89V 0/ OH 5.50" 0.14 DF ( 625) • • 7'- 11.2" -193/ 969V 0/ OH 1.50" 0.60 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I1'- 10.9" -33/ 57V 0/ OH 1.50" 0.09 DF ( 625) • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. • • VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 • MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.111" @ 4'- 5.8" Allowed = 0.996" MAX TC PANEL TL DEFL = -0.218" @ 3'- 10.9" Allowed = 0.749" MAX BORR. LL DEFL = -0.001" @ 11'- 10.2" MAX HORIZ. TL DEFL = -0.001" @ 11'- 10.2" • Design conforms to main windforce-resisting • system and components and cladding criteria. 12 4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 D • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, Truss designed for wind loads • in the plane of the truss only. • 3 • • 2 5?G M-3x4 1-00 8-00 3-10-15 .�4E0 PROFFss �5 �NG�NFF9 /0 29�' ;9200PE JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - BJ6 { • Scale: 0.4386 `^ WARNINGS: GENERAL NOTES, unless otherwise noted: t Suilderenderechon contractor shoUld be advised of all General Notes I This design is besed only uponthe parameters shown and is for an individual OREGON 4., Truss: BJ6 and Warnings before construction commences building component.Applicability fdesignparameters and proper 2.era compression web bracing mum be(steel d where shown.. incorporation or componentpand mresponsibility of the bald n9 designer. 7, 4, �� n Off.'4. 3.Additional temporary bracing to inure stability during construction 2.Design and et lO the lop ate bebom chortle to be laterely braced at 14 4 is the responsibility of the erector.Add6 nal 1 bracingf 2' oz. at 10'Ding respectively unless barged throughout their length by > spomi ty permanent o continuous sheathing such as plywood shealhing(TC)anNor drywall(BC). DATE: 3/1/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown C o '71/ R1111-1- SE K4326339 4.No load should be applied to any component until after as bracing and 4.Installation of tow is the responsibiley of the respective contractor. 4 fasteners are complete and at no time s wind any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any compontInt and.re for conditionoruw 5.CompuTrw has no control over and asqumes no responeibiliH for the 8.Design assumes full bearing et all supports shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. wry 7.Designs assumes n both istrus.provided. Marc 1,2018 B.This design is tumisbe0 subject to the limitations set forth by 8.Plates shall be located on both faces of Iruw,and placed so their center TPIANTCA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9 Digits indicate size of plate in inches. MiTek USA.Inc/CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values we ESR-1311,ESR.19ge(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC Refer to CompuTrus rafter detail for complete specifications. 11-03-12 CORNER RAFTER SETBACK 0-00-00 FROM END WALL FOR 32.0 PSF TOTAL ROOF LOAD. 12 • 2.83 — M-5x8 PROVIDE 2X9 DF SUPPORT #100TR M-3x6 --' PROVIDE M-3x6 SUPPORT ' 11111 M-3x6 M-3x8 0005 MINN I 11-02-04 1-05-12 11-03-12 ot�° PR0F� {� 18-04-10 [, " _,GIN44, V/c? ct �s\92110.... re- JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK — BR Scale: 0.5036 WARNINGS: GENERAL NOTES, unless otherwise noted' 0 (4: 1.Builder andgsb n contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7I A OREGON Truss: BR and Warnings before construction commences. building component Applicability of design parameters end proper 44 (S 2.2x4 compression web bracing must be installed where shown•. incorporation of component Is the responsibility of the building designer. r S^\ 3.Atltltllonel temporary bracing to insure stability during construction 2.Desgn assumes the lop and bottom chords to be laterally braced a[ V o permanen g o 2•o.c.and at oo o.c.respecsvely unless braced throughout(heir length by Is the responsibility f IM erector.Additional t bracing I continuous sheath) suchas d sheathing(TC)C and/or d ll BC �'� DATE: 3/1/2018 the overall structure Is Ste responsibility of buildingdesigner or plywood g(T)en rywa( ) MF` RI�� n Y o 9 3.2v Impact bridging or lateral bracing required where shown v. _I R SEQ. : K4 3 2 G 3 4 0 4 No load should be applied to any onmponent until alter all bracing and 4.Installation of truss la Me responsibility of the respective contractor. J V fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a rontorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition"muse. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Deagnassu es full bearing al all supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. scary.m l,� 7.necessary. ign sahall besc ed on drainage leprovided. March 1,201$ 6.Thhdesign is furnished subject to the limitations set forth by e.Plates shall be located on both faceeollruse,end placed so their center TPI/WICA in SCSI,copies of which will be furnished upon request lines coincide with Joint denier lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./COrpuTruS Software 6.2.3(1L)-Z 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 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-9=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" D.C. 2-3=(-37) 11 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSI 0'- 0.0" -69/ 301V 0/ 28H 5.50" 0.48 DF ( 625) 1'- 9.2" -27/ 23V 0/ OH 5.50" 0.04 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 1-11-11 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" T fMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.109" 12 4.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, 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 in the plane of the truss only. 3 -1 , 0 I /- / >C 91_„><• M-3x4 b b 1-00 -00 Ep PR°ice `<�RSS �C?.5 tiNGI N& /O?9 4t• :9200PE < JOB NAME : 20643 SAGEBUILT L T 8 ASHCREEK - SJ1 �� Scale: 0.7266 ,;.` ` WARNINGS: GENERAL NOTES, unlessotherwise noted. 1.Builder and erection contractor should b advised of all General Notes I.This design is based only upon Be parameters shown and is for an individual L OREGON t/j Truss: S J1 and warnings before consnudioh comm news building component.Applicability of design parameters and proper A 2.2x4 compression web bracing mast be i led where shown�. incorporation of component is the responsibility of the building tlesigcer. 41 {� 3.Additional temporary bracing to igwre billy during construction 2.Design assumes me top and bottom chords to be laterally braced at /O -7 y 1 A 2- �� is the responsibility f the erector,Atldd a permanent bracing of 2 .c.and at 1 O ..respectively 1 braced throughout their length by �'F t DATE: 3/1/2018 me overall structure m responstairy I thebuilding designer. continuous N m g such as plywood fired error s oanaar drywan(Bc). 3.2 1 p d bridging feral bracing required where shown FR R I O- SEQ.: K4326341 4.No load should be appliedtoanycameo ent untilafterallbracingand 4 Installation of truss is the responsibilityoftherespectanearcctor. fasteners are complete and at no time uld any loads greater man s.Design assumes busses are to be used in a non-corrosive enmrenmem, TRANS ID: LINK design loads be applied to any compose t and are for dry conditionori:. 5.CompuTrushas nocontrol over and. respensibildyfor the 6.Oeaignaesumea(ullbeadngatallauppodaahowaShimorwedgeit EXPIRES: 12-31-2019 fabs alion,handling,shipment and installation of components. necessary 7.Paasshallea.atedon oremagemprussen March 1,2018 8.This design is famished subject t0 the lirrj8alpna set forth by e.Plates shall be located on both feces of truss,and placed so their center TPWVICA 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./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 7-03-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( O) 36 2-5=(-99) 454 5-3=(-287) 207 BC: 2x4 DF #1&BTR 2-3=(-533) 54 5-6=(-32) 60 5-4=( -99) 627 WEBS: 2x9 DF STAND LOADING 3-9=(-954) 67 4-6=(-717) 178 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 7'- 3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 7'- 3.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -55/ 589V -21/ 65H 5.50" 0.94 DF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 7'- 3.0" -199/ 700V 0/ OH 5.50" 1.12 DI ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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" "* For hanger specs. - See approved plans MAX TC PANEL LL DEFL = -0.023" @ 3'- 0.1" Allowed = 0.313" MAX TC PANEL TL DEFL 0.066" @ 3'- 0.1" Allowed = 0.970" 5-11-11 1-03-05 T 4320# f MAX HORIZ. LL DEFL = 0.002" @ 7'- 1.3" 12 MAX HORIZ. TL DEFL = 0.1703" @ 7'- 1.3" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor=1.6, End vertical(s) are exposed to wind, 11111111111 -/ Truss designed for wind loads ae in the plane of the truss only. o 0 l c9 trt ,,,, . ,_ , vo Al ee t 20imm 5 6 o M-3x4 M-3x9 M-1"5x3 ). y k 5-06-12 1-08-04 y y y 1-00 7-03 ‹c, PRIQp $' 0NG1NEfi9 /02 t4" :9200P 9< JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - Cl Scale: 0.5933 ... . ... WARNINGS: GENERAL NOTES, unleseotherwisenoted- I.Builder and erection contractor should be advised of at General Notes I.Thisdesign's based only upon the parameters shown and is for an Individual 9 "�OREGON [/ Truss: Cl and Warnings before construction commences budding component Applicability ofdesgn parameters and proper �e 2.2a4 compression web bracing must be installed where shown.. -34 incorporation of component is the responsibility of the building designer. 2.0, A� 3.Addbonal temporary bredng to insure stability during construction 2.Design sesames the top and bottom chords to be laterally braced at Y S_ is the responsibility of the erector.Additional permanent bracing of Ycoo.c.and at 1 a0 o.c.respectively unless eacetl throughout their safl)Blengtby /O 1 /� DATE: 3/1/2018 the overall aruaare is the responsibility of building des;her. continuous sheathing such as plywood sheathing(TC)antlror tlrywao(Bc). MF'Imo, v apo"• ly a g g 3.2a Impact bddgbg or lateral bracing required where shown•• SEQ.: K 4 3 2 6 3 4 2 4 No bed should be applied to any component until after at 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 am to be used in a noncorrosive environment, t. and are for"dry mnddion"of use TRANS I D: LINK demon loads be applied any component. 6 Design a 5.compuTrushasnocontroloverandassumeamresponsibilityfortha ,ryseumas full bearing at all supports shown.Shim or wetlge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary assumes edequete drainage is provided March 1,2018 6 This design is furnished subject to the limitations set forth by S.Plates Nall be located on both faces of truss,and placed se their center TPIMRCA in SCSI,copies of whbh will be furnished upon requestlines coincide with pint center linesr 9.0:906 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,ES12-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-50) 22 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" -70/ 322V 0/ 97H 5.50" 0.52 DF ( 625) 1'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 CF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -94/ 95V 0/ OH 1.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,9,3 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.057" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 3 9.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Ilf Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. r M-3x9 o m o 2= 4�,----- l ) b 1 1-00 2-00 1-11-11 <,'C''ct PROfitss ����5 tiNGINFF9 /. 2 :9210` r JOB NAME : 20643 SAGEBUILT 'LOT 8 ASHCREEK - SJ2 dr ,000000;10e. Scale: 0.8793 ` WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractorshould beadvised of all General Notes 1.Th'design s based only upon the parameters shown and:s for n ind v dual O OREGON to Truss: SJ2 and Warnings beforestrudobcodes. building component.Applicability of design parameters and proper �/� L 2.2x4 compression web brat ng my!be installed where shown�. 4.- incorporation of component is the responsibility of the building designer. Ia (�\� ,1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be throughouty braced at �O -7 y A �v �� is the responsibility of the erector.Adddicnal permanent bracing of 2'o.c.and at eaIft o.c.respectively unless braced their length by a#1 111 DATE: 3/1/2018 the overall structure is the responsibility of the buildingdesigner. continuous0 sheathing such bs plywood required i where shown and/0r tlrywall(SC). sign compo ily n 3.Installation Impact bridgingltue or lateral bracing ofht e , �O'1 1, SEQ.: K4326343 4.Nomadsaceltl mbe leeianmonoti mpuntafteralleand 4 DesignsumestrreNsaretousy in non-corrosive environment, l7 L+ fasteners are complete and at no time should any loads greeter than s. assumes busses are to be used In a nonconosive environment, TRANS ID: LINK design loads be spatted to any cumponem and.re for"dry conditionomni. 5.CompuTrus Ms no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES; 12-31-2019 cearary p fabrication,handling,shipment and atalatlo^of components. 7.Design assumes adequate drainage is provided. March 1,2010 6.This design is furnished subject to the Iintabons set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIANfCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COrnpuTrus Software 7.6.8(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-7986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq-1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-95) 60 3-5=(-225) 163 BC: 2x9 DF #1&BTA SPACED 24.0" O.C. 2-3=(-94) 79 WEBS: 2x9 DF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -79/ 943V -30/ 93H 5.50" 0.71 OF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -35/ 297V 0/ OH 5.50" 0.47 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1IPSF 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 TC PANEL LL DEFL = 0.167" @ 3'- 8.0" Allowed = 0.420" MAX TC PANEL TL DEFL = -0.244" @ 3'- 8.2" Allowed = 0.630" 6-11-04 0-03-12 '1 ' T MAX HORIZ. LL DEFL = 0.000" @ 6'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 11.2" iiiior 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 , Wind: 140 mph, h=20.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N co O TAallEIIIIIIIIIIIIIIIIIIIEIIIIMEWIAII cm 2�� ** 5 0 M-3x4 M-1.5x3 ), )' y 6-11-04 0-03-12 )- y ,' 1-00 7-03 . .0 PR Of 5� G � tiN / ,� F93 ,e 89200PE c JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - C2 .,,,. Scale: 0.5759 :. *la WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection mntrador should be advised of all General Nates 1.This design u based only upon the parameters shown and is for an individual �yL ,�OREGON t, ��� Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. L 2O �+ 3.Additional temporary bracing to insure elabiley during construction 2.Deagn assumes the top and bottom chords to be ly braced at Y V ... la the rasponability of the erector,Additional permanent bracing of e'n c.and at 1 S a.c.respectively unless braced throughout their length by /O -T f DATE: 3/1/2018 the overall structure is the responsibility of building t bracing continuous sheathing such as plywood sheathing(TC)and/or arywall(BC). aa++.. sponti gy o g 9ner. 3.2x Impact bridging or lateral bracing required where shown** a..a R l SEQ.: 4 3 2 6 3 4 4 a.No load should be applied to any component until after all bracing and 4.Installation anruss b the ree to be y of respective contractor. .` ar fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component and are or"dor condition"ol use. B.D 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full Dearing at all supports shown.Shim or wedge i( EXPIRES: 12-31-2019 Y. p fabrication,iloanhandling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 1,2018 B.This design is furnished subject to the limitations set forth 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 request. lines coincide with joint center linea. 9.Diggs indicate sea of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.9(1L)-E to.For basis 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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x9 IF #16BTR SPACED 24.0" O.C. 2-3=(-31) 30 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 BAG 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" -55/ 297V 0/ 28H 5.50" 0.47 DF ( 625) 1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T .r MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072" MAX TC PANEL TL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.109" 12 MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.236" MAX BC PANEL TL DEFL = -0.027" @ 3'- 3.8" Allowed = 0.315" 4.00 G,'" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" , MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. m o f 1 24 M-3x4,''.., 1-00 6-00 'S��Ep P R Ore, �C�S ��GINEF9 /0 Q' 89200PE r' JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - CJ1 41pq Scale: 0.7162 .."w '. WARNINGS: GENERAL NOTES, unless otherwse noted: 1 GC .Bolder and erectioncontractor should be advised of all General Notes I.This design's based Only ups theparameters shown and is for an individual - w OREGON �to Truss: CJ1 and\Naming,before construction . a building component Applicability fa g parameters and proper (� 2.204 compression web bracing mdst be installed where shown�. incorporation of component is t responsibility of the bu Itling designer / �� 3.Additonal temporary bredng to ir)sure stability during construction 2.Design assumes the top and bottom chords d be laterally braced at 14 O is the responsibility of the aredar,Additional permanent bracing of Z o.c.and at/0 o.c.respectively unless braced throughout their length by O f f P 3/1/2018 the overall structure t the responsibility f the building deecontinuous sheathingidginsuch as plywood required a when C)and/or drywall(yC). 1v epic M o ng goer. 3.2x Impact bridging or lateral bracing requiretl where shown.. Fi R 10- DATE: SEQ.: K4326345 4 No road shout be applied t any component until after all bracing and 4.Installalon of truss t the reaponsib ly of the respective contractor 7 1 fasteners are complete and at no time shout any loads greater than 8.Design assumes busses are to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component end are for"dry condition"ofuse . 5 CompuTrua hes no control Over and asaymis no responsibility or the fi.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of componentscesaery . h .I r� .l p 7.Plateseassumes adequate oMoe is provided March I,G�10 8.This design is furnished subjec110 the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so the:,center TPIANTCA in SCSI,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 7.6.6)1L)-E 10.For bass 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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 DF #1&HTR SPACED 24.0" O.C. 2-3=(-47) 32 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 PSE 0'- 0.0" -47/ 346V 0/ 47H 5.50" 0.55 DF ( 625) 3'- 10.9" -80/ 113V 0/ OH 1.50" 0.18 OF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 'f 'I MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.7" Allowed = 0.213" 12 MAX BC PANEL TL DEFL = -0.041" @ 3'- 1.4" Allowed = 0.315" 4.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. rn o m MI M-3x9 l i' 1-00 6-00 ,cckEp PRQ,Fss c,.o 0GfNFF9 /0 4,14 2 89200PE yr JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - CJ2 .41, . . • Scale: 0.6662 , WARNINGS: GENERAL NOTES, unlessotherwise noted: ") 1Builder d d contmdorshould b' advised (ll General Notes 1 Tntl p isbased oTrus ' y upon the parameters shown and isfor aindividual dividual 74. 41 O REGON Dt s: CJ2 and Warnings before construction co bldgcomponentApplicabilityor design parameters and propert\ incorporation nf component the responsibility of Me building designer2244 p b bracing al beinstalled he shown e 2 Design m M top d bottom hob to be laterally braced 13Additional temporary b ng to re stability tl g construction /O7 a2�N 4 2 and t/0 sp dv ly I braced throughout their length by 're' the of theerectorAdditional permanent bracing of continuousN sheathing h s plywood a[land/or drywall(BC) !���1R'O/DATE: 3/1/Z018 the II structure theresponsibility f thebuilding tl g r32Impact bridgingorlateral pro g required where shown o • SEQ.: K4326346 aNomaasnoumseapplied many camponentuMlarterall brecneand anitons[onatusssthe responsibility arthe respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are ford y conditionof sae. 5.CompuTrushas nocontrol over and assumes noresponsibility frthe e.OeagnaswmeeNllbearingetallaupponsehown.shimorwetlgeif EXPIRES: 12-31-2019 fabrication,handling,shipment nacesx ry pmemalalmlleftaanasettorneds. 7.Design assumes adequate drainage is provided. March 1,2018 8.This design is furnished subject to the limitations set forth by 8 Plates shell be located on both faces of truss,and placed so their center TPIM/ICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9 Digits indicate size of plate in inches. MITek USA,Inn/Compulruis 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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00. TC: 2x9 IF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" D.C. 2-3=(-69) 34 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= 92.0 PSF 0'- 0.0" -57/ 403V 0/ 659 5.50" 0.64 DF ( 625) 5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,3 • •BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX TC PANEL LL DEFL = 0.060" @ 3'- 7.2" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.098" @ 3'- 9.7" Allowed = 0.531" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. • • 3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • ''• , load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • m • m N N o . 1 -f 2 427.-''<." 0 M-3x4 • • b b • b 1-00 • 6-00 • • • ,N, �NGINE�'9 la e :9200PE - r' JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - CJ3 . "` Scale: 0.6287 ' WARNINGS: , GENERAL NOTES, unless otherwise noted. I Builder and erection contractor should b*advised of all General Notes I.This design is based only upon the parameters shown and is for an individual OREGON y..� 411 Truss: CJ3 and Warnings before construction coin noes. building component Applicabitty of design parameters and proper 7I.', 4 ALw 2.2x4 coin web bracing the stalled where shown,. Incorporation or component is the responsibility of the building designer. t' 1 �� 3.Additional temporary bracing to insure bey during construction 2.Design assumes the top and bottom chords to be laterally braced at i0 4/ �4 SC )N the responsibility of the erector.Atltlai nal permanent bracing of 2'o.c.and altilf o.c.respectively unless braced throughout their length by4,14R1311..\- SEQ. : 1 /9 DATE: 3/1/2018 the overall structure is the responsibility f the buildingdesigner. continuous0Imbridging sheathingr such bs acinplywg requirede where s ownand/o tlrywall(BC). ///��� YVl apo ftY goer. 3.in Impactotror lateral bracing shown t r �� �� S E K 4 3 2 6 3 4 7 4.No load should be complete applied to any compo eM until after all bracing and 4.Installation of truss is the responsibility of the respective contractor 4 fasteners are complete and at no time s old any loads greater than 5.Design assumes trusses are to be used in a nontorrotve environment, and are for"dry condition"of use. TRANS I D: LINK design loads be applied to any compon t.5.CompuTrus hasno control over and a mea no responsibility for tha 6 Design assumes all bearing at all auppo s shown.Shim or wedge if EXPIRES: 12-31-2019 seely. p fabrication,handling,shipment and insta lotion of components. 7.Deign assumes adequate drainage is provided_ March q 1,20 I 1 8 • 6.This design is famished subject a the IiMitatbns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPuwrCA in SCSI,copies of which will be furnished upon request. lines coincide vnth pint center lines. 9.Digits indicate awe of plate in Inches. MiTek USA.Ina/CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see EBR-1311,ESR-1668(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC Refer to CompuTrus rafter detail for complete specifications. 8-05-13 CORNER RAFTER SETBACK 6-00-00 FROM END WALL FOR 32.0 PSF TOTAL ROOF LOAD. 12 2.83 0 M-5x8 2X4 DF #1&BTR M-3x6 11111' M-3x6 01.11000 PROVIDE SUPPORT M-3x6 M-3x8 11101 1 I f 0 y B-04-OS .0 y 1-05-12 8-05-13 sg_p PR Op 11-08 ,,cat ANGIN49 01, :9200PE T. JOB NAME : 20643 SAGEBUILT LOT 8 ASHCREEK - CR `' doe: � Scale: 0.7998 ��; WARNINGS: GENERAL NOTES, unlessotherwlse noted: O A^ 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon t74,1o parameters shown and is for an Individual - " OREGON t s . building component Applicability of design parameters end proper V Truss: CR and Warnings before construction commences 2.2x4 corn pression web bracing must be Installed where shown incorporation of component is the resporlsibilily of the building aesigner. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally traced at <?) .4/1 14 Ao is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al hes o.c,respectively ply unless braced throughout their length by DATE: 3/1/2018 continuouseheatgng ouch as plywoodlared ng(TC)and/or drywall(BC). the overall structure Is the to any responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown.. ('1 �l SEQ.: K 4 3 2 63 4 8 4 No load should be applied to any component until after all bracing and 4 Installation of truss b Me responsibIlly of the respective a environment. FIR 4� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonrarmsive environment. design loads be applied aid are fora moditon"of use. TRANS ID: LINK gn ppe to S.Design assues full bearing at all supports shown shim orwedge t EXPIRES: 12-31-2919 s.CompuTrus has co control over and assumes no responsibility for the wry, fabrication,handling,shipment and installation of components 7.Design assumes adequate drainage is prodded. March 1,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so Meir center TPINJTCA In 9081,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,lee tCorepvTruo Software 6.2.3(1L)-Z 10 For basic connector plate design slues see ESR-1911,3SP-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 33 TC LATERAL SUPPORT <= 12"0C. 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" -60/ 312V 0/ 65H 5.50" 0.50 DF ( 625) 1'- 9.2" -45/ 149V 0/ OH 5.50" 0.24 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 144V 0/ OH 1.50" 0.23 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4.00, MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.057" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 3 - Design conforms to main windforce-resisting system and components and cladding criteria. - / Wind: 140 mph, h=15ft, 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 rn in the plane of the truss only. i N N rn �I 2 M-3x4 b b b 1' 1-00 2-00 3-11-11 A ,'<, PR pF�ss w3 �NC'1IVEF9 /Oy :9200PE x JOB NAME : 20643 SAGEBUILT L T 8 ASHCREEK - SJ3 +""�e Scale: 0.6995 - aw _ WARNINGS: GENERAL NOTES, unless otherwise noted: t.Builder and erection contractor Should advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual37/ 4 OREGON sa,�"� �<0 Truss: SJ3 and Warnings before construction ction ewes building component.Applicability of design parameters and proper ys 2.2s4 compression web bracing mA bei stalled where shown�. Design assumes the lop and bottom chords a to be laterally braced at incorporationon of component is the responsibility of the building tlesigner. / 20� 3.Additional temporary baring to Insure Nifty during constructor _ s O I 1 4 f is the responsibility of the erodb.Adan nil permanent bracing of 2'o.c.and at ea10'o.c.respectively unless braced throughout their length by44 , continuous&teething such as plywood&heathing(TC)and/or drywall(BC). DATE: 3/1/2018 the overall structure is the responsibility of the building designer. 3 2s Impact bridging or lateral bracing required where shown c c $.Folio- S E K 4 3 2 6 3 4 9 4.No bM ad should be applied to any com nt until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q'' fasteners are complete and at nb time ould any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use design loads be applied to any compon rat. TRANS ID: LINK S.DampaTra.has nacontrol over anda reapansieil yfotiM B.Design assumes full beanngatall supports shown.Shim orwedge:f EXPIRES: 12-31-2019 ssary fabrication,handling,shipment and ins'Cason of components. 7.Design assumes adequate drainage re providetl. p B.This design is furnished subject to the limitations set forth by 8.Plates shall be bested on both faces of truss,and placed so their center March 1 2018 TPI7WICA in SCSI,copies of which will be furnished upon request. lines co:nclde with joint center lines. - 9.Digits indicate sae of plate in inches. MiTek USA.Inc/CompuTrus Software 76.8(1 L)-E 10 For basic connector plate design values see ESR-13t1,ESR-1980(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. Iliks Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �'�16 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves MIESI0 4 may require bracing,or alternative Tor I _ O o bracing should be considered. r U 116&\11111AkPitt°41 d 3. Never exceed the design loading shown and never d U stack materials on inadequately braced trusses. O p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7s cs-7 cs s designer,erection supervisor,property owner and plates 0- 1/1/ 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-1 397,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 �f Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the output. Use T or I bracing by in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at with effective date of June 1,2013 spacing indicated on design, if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior t� reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. - number where bearings occur. 17.Install and load vertically unless indicated otherwise. =: Min size shown is for crushing only. Ell MIN 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 MII 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, II\11 I\1Te ke 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013