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Plans (121)
r, 24'-0" r 1 a p . :r 0. � gE14Y3S4Y34gq � .1-t : 01: wat ; t�x� SJ1 _ SJ1 SJ2 412 SJ2 B 14 F.N ■ Q Q 4:12 B4 (8) A TRUSSES SIT ON I OF B5 GIRDER to I I ii: \. Ei[■ NN J2 _ `t': ( C�•(2/ �. o W y af� Gr� � C J G 5Is- ` P f3N i9kJ3 (2).12 J3 W SJ2 v 5 4a— J2 J2 • TMJ1 A J1 4:'2 -_ SJ1 G• = ' 4 ; N N Z • = 0- 16'-9' wv r .y i 2PLATE v r Y� NGARAGE LE HEIGHT DIFFERENCE tr y : — F a i, G Z O -Z 2 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS SAGEBUILT 01/29/18 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL l DRGNER/E GIN ALL FURTHER a f1 umber 20516 SAGEBUILT PLAN 2179 ASH CREEK INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 1 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSSCOMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ASHCREEK 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. F. MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 20516 SAGEBUILT PLAN 2179 ASH CREEK ROOF DESIGN INFO � "_,' The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K4187701 thru K4187722 My license renewal date for the state of Oregon is December 31,2019. �? P R°FFs „ �x,1,G.I NEFR 6%0 Q 89200PE r OREGON tx �tV /O qy 14, 2° 4 MFR R I1-- AO" • ..._ January 29,2018 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: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2- 7-(-403) 2033 7- 3-) -10) 205 BC: 2x6 DF SS 2- 3=(-2187) 478 7- 8=(-408) 2027 7- 4=(-112) 128 WEBS: 2x4 DF STANDli LOADING 3- 4=(-2033) 471 8- 5=(-400) 2037 4- 8=( 0) 195 LL = 25 PSF Ground Snow (Pg) 4- 5=(-2191) 475 TC LATERAL SUPPORT <= 12"OC. ION. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 36 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LI( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 5.5" V TC UNIFILL) 50.0)+DL( 14.0)= 64.0 PLF 6'- 5.5" TO 12'- 5.5" V BC UNIO',LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR ' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 0'- 0.0" -205/ 1097V -24/ 24H 5.50" 1.75 DF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 5.5" 12'- 5.5" -205/ 1097V 0/ OH 5.50" 1.75 DF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IHC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, 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 n wi ndforce-resisting 5-11-1T 0-06-02 5-11-11 system and componentsand cladding criteria. T I ili324 T Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 c- +320# ..1 ]4'00 320# 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-5x6 .LM-6x6 in the plane of the truss only. 3 4 • • 2 I--1 0 6 -,I 0 1 6 -moo B I o M-3x8 M-3x4 M-1.5x3 M-3x8 0 • k l y l 5-06-12 1-05-12 5-05 y 1-00 y 12-05-08 ylo0 1 'L�QsEDPRQFFS+� k,�\� �NG�NEF9 i9 4t- 9240'. ' JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - Al Scale: 0.4516 '� -^ WARNINGS: GENERAL NOTES, unties othenwse noted: I.Builderandereotisn contrector shOudd be advised Wall General Notes I.This design sbased only upon the paremel shown and isfor anindividual 7 ,�OREGON to Truss:T r U S$: A l and Warnings before construction cgminences. building component Applicability of design parameters and proper A D{ 2.284 compression web bracing must pe installed where.hewn.. 4- incorporation of component Is the responsibility of the building designer. ,N LI �0 vv �� 3.Additional temporary bracing to indite stability during construction 2.Design and at i n the by and bottom endrin to be throughoutateralty braced al _74 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 a cc.respectively unless braced their length by + 5Q continuous sheathing such as plywood sheathing(TC)anion drywall(BC). ` DATE: 1/29/2018 the overallstructure is the reasonability of the building designer. 3.2a Impact oftrug or lateral bracing required where shown.. �4R,`y SE K 4 18 7 7 0 1 4 No load should be applied to any component until afar all bracing and 4.installation truss s the responsibility be ulity of the respective contractor. a■ 4'' fasteners are compete and at no time Should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any compananl. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrnahas nocontrol over and assumes romporbilMfor the 8.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12-31-2019 - necessary. fabrication,handling,shipment end bYallation of components. I.Design assumes adequate drainage is provided. S.This design isfunshedsubject tothe limitations set forth by 8.Plates shall beloatedonboth hasoftruss,and placed sotheir center January 29r2�18 TPIM TCA in BCSI,copes of which will be furnished upon request. lines coincide with pint center lines B.Digits indicate size of pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector pate deegn 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: 2x4 DI #1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-800) 169 1-5=(-108) 692 5-2=(0) 283 BC: 2x9 DF #168TH SPACED 29.0" O.C. 2-3=(-801) 159 5-3=(-108) 692 WIBS: 2x9 DF STAND 3-9=( 0) 36 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.D" -65/ 522V -29/ 21H 5.50" 0.89 DF ( 625) LL = 25 PSI Ground Snow (Pg) 12'- 5.5" -112/ 648V 0/ OH• 5.50" 1.09 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 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.017" @ 6'- 2.8" Allowed = 0.577" 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 TL DEFL = 0.051" @ 3'- 9.1" Allowed = 0.555" 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 <Wind: 140 mph, h=22.6ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 "' :19.00 load duration factor=1.6, Truss designed for wind loads M-4x6 in the plane of the truss only. 4.0" •2 ,if ,( I 1 I I 3.0" I 0 5 3 4 �O O OI M-3x4 M-1.5x3 M-3x4 J, y 1 6-02-12 6-02-12 ), 12-05-08 y 1-00 y •<<-� .O PRQ1 2.. 0\GINE .,(;) NEF9 ip* 144 11 89200PE r • JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - A2Yom. Scale: 0.9897 WARNINGS: GENERAL NOTES, unless otherwise noted'. Q 4; 1.Builder end emotion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and le for an Individual -9G 4 OREGON t„ �to Truss: A2 andwemingsbefore construrnoncAnanencea. building component.Applicabirryafdesign parameters and proper 2.2x4 companion web bracing must be installed where shown+. incorporation of oomponeB is the responsibility of the building designer. I Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom charas to d y braced eat n /O '1 y y A �O �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.a.c.respectively unless braced throughout their length by 1 Y a continuoussheathingwebs s basin e heresondior wn+arywagec). Ma„�Rll-� DATE: 1/29/2018 the overall.tamers is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K 418 7 7 0 2 4.No load steed be applied to any component until after all bracing and 4.Installation of russ is the responsibility of the respective contractor. fasteners en complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, arta are for"dry condition"of Buse TRANS ID: LINK design loads be applied to any component s.CompuTnas no control over and assume.no responsibility kr ms a Design assumes full baring at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7Designesassumes adequate othfaeio tprovided. January 29,2018 fi.This design is furnished subject to the kmaatba set forth by B.Plates shall be located on both faces of true,and placed so their center TPIANTCA a SCSI,copies of which will be furnished upon request. lines coincke with joint center lines. g.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-19813(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x9 DF #168TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 36 2- 6=(-930) 2036 6- 3-( -10) 206 BC: 2x6 DF SS 2- 3=(-2191) 990 6- 7=(-939) 2031 6- 9=(-100) 128 WEBS: 2x9 DF STAND LOADING 3- 9=(-2036) 983 7- 5=(-931) 2091 4- 7=( 0) 195 LL - 25 PSF Ground Snow (Pg) 4- 5=(-2195) 488 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"0C. 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( 14.0)- 69.0 PLF 6'- 5.5" TO 12'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIT LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 12'- 5.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR 0'- 0.0" -209/ 1107V -18/ 26H 5.50" 1.77 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 12'- 5.5" -162/ 981V 0/ OH 5.50" 1.57 DF ( 625) TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 5.5" OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.056" @ 6'- 0.0" Allowed = 0.577" MAX TL CREEP DEFL = -0.122" @ 6'- 0.0" Allowed - 0.769" MAX HORIZ. LL DEFL - 0.011" @ 12'- 0.0" MAX HORIZ. TL DEFL = 0.018" @ 12'- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 0-06-02 5-11-11 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ..(' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3206 load duration factor-1.6, 12 4.00 G12 13206 9.00 Truss designed for wind loads in the plane of the truss only. • • M-5x6 TM-6M6 00111111011, u7 2 == Bi 5 r lrn o law- 6 7 o 0 M-3x8 M-3x4 M-1.5x3 M-3x8 0 Jr Jr Jr Jr 5-06-12 1-05-12 5-05 P 1100 1 12-05-08 1 �,`�Q• NG F�s`r�0 • :9200PE JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - A3 Scale: 0.9522 ......411149.. ' " WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Guilder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is ler an individual 9 OREGON �<1J� Truss: A3 and Wamirgs before construction commences. building oamponent.Applicability of design parameters and proper O4 2.2 4 compression b bracing must be Metalled where shown+. incorporation or component-e the respomlbilily of the bulldog designer. '.6 L7 �0� �� 3 Additional temporary bracing to m stability during construction 2.Dep assumes me by and bottom chorda b be laterally braced at O -7 14 to. the of therector.Additional Permanent bracing of 2 and at oz.respectively unless braced throughout their length byis s DATE: 1/29/2018 the overall structure temereW rine buka as 2cconImpact sheathing such lbas plywooa required eros(TC)anmor drywan(Gc). spout ity,o ng goer. 3.2a bridging or lateral bracing requiretl where shown++ " �'l SEQ.: K4187703 4.No load should be applied b any cempenent until atter all bracing and 4.Installation of truss is me responsibility of the respective contactor. RIO - DATE: are complete and at no time should any bads greater than 5.Design assumes trusses are to be wed in a noncorrosive environment, TRANS I D' LINK design loads be applied to any component. and are for dry condition of use. 5.CompuTrvs has no cenirel ever and assumes na responsibility ler the BDoss gn aeaumea tell baa ng at all supporta Showa Shim or wedge it EXPIRES: 12-31-2019 ssery. • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 29,201 8 B.This design Is furnished subject to the limitations at farm by B.Plates shall be located on both faces or truss,and placed so their center .7 lJ TPIIWTCA in BCSI,copies of which will be fumish•d upon request. lines coincide with joint center lines. S Digits indicate awe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.13.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1se8(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LCMBER SPECIFICATIONS 24-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 36 2-10=(-1450) 9627 3-10=( -209) 661 2x6 DF SS T2 2- 3-(-4974) 1588 10-11-(-2801) 7703 10- 9=( -58) 638 BC: 2x6 DF SS LOADING 3- 4-(-5349) 1796 11-12-(-2801) 7703 10- 5=(-2666) 1202 W6BS: 2x9 DF STAND LL = 25 PSF Ground Snow (Pg) 4- 5-(-5103) 1693 12- 8=(-1450) 9627 11- 5=( 0) 375 TC UNIF LL( 50.0)+01( 19.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-5103) 1693 5-12-(-2666) 1202 TC LATERAL SUPPORT 1- 12"OC. DON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 18'- 0.0" V 6- 7-(-5349) 1746 6-12-( -58) 638 BC LATERAL SUPPORT G= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 18'- 0.0" TO 24'- 0.0" V 7- 8-(-4974) 1588 12- 7-( -204) 661 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 24'- 0.0" V 8- 9=( 0) 36 NOTE: 2x9 BRACING AT 29"00 UON. FOR TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA =e= LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -598/ 2066V -29/ 29H 5.50" 3.31 DF ( 625) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 29'- 0.0" -598/ 2066V 0/ OH 5.50" 3.31 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL ['EFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.406" @ 12'- 0.0" Allowed - 1.154" MAX TL CREEP DEFL = -0.926" @ 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 = 0.069" @ 23'- 6.5" MAX HORIZ. TL DEFL = 0.119" @ 23'- 6.5" • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h-20.2ft, TCDL=9.2,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. 5-11-11 12-00-10 5-11-11 1' . T 1' 3-02 2-09-11 6-00-05 6-08-04 ,,// 2-01-12 3-02 T f +3206 T +320# T f 12 12 4.00 L -,29.00 M-6x10 M-6x10 M-5x12 s M-1.5x33 �• T2 M-1.5x3 MOM 7 N 2 •Gwr _ _ iii -�f, o 1�l _ _MEM ��� O 10 10 11 12 o M-3x12 M-5x12 0.25" M-5x12 M-3x12 0 MSHS-8x10(5) y y y y y o Z.' P R pFFss 5-02 6-10 6-10 5-02 • • ). y > ) �5 0NGINEF9 /Q • 1-00 24-00 1-00 i� 2 • ' :9200P �% JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - B1 Scale: 0.2660 .... :..».,<""" WARNINGS: GENERAL NOTES, unless otherwise noted: /'� 1.Builder eMuaction contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is for anindividual O OREGON ,/� Truss: B1 and Wa before construction commences building component.Applicability of design parameters and proper l- �(f 2.2x4 companion web bracing must be installed where shown... incorporation of component is the responsibility of the building designer. e'er/ �L► 2Q:\ i'''�� 3.Additions'temporary bracing to insure stability during construction 2.Design assumes the cop and bottom chords to be laterally braced al O -7 r y 4 is the reappadlity of me erector.Additional permanent bracing of 7 o.c.and at 1lY o.c.respectively unless dared Throughout their bngth by 1 /s ^TC continuous sheathing Men as plwoodacing re aired in ere s andlown•tlrywall(BC). ^R R'L- 1/V1 1/ATY: 1/29/2018 the overall stucture is the responsibility of the building designer. 3.2x Impact bridging sheath or lateral bracing required where shown SEQ.: K418 7 7 0 4 4.No bad shoot be applied to any component until after all bracing and 4.Installation or truss is the responsibility or the respective contractor. fasteners we complete and at no time should any loads greeter than S Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design beds M applied to any component. and are for condition-of use. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bsartng et all supports ehown.Shim or wedge if EXPIRES: 12-31-2019 necesaary fabrication,Smelling,shipment and installation of components. 7.Designassumesee adequateoothi face is rusiJanuary 29,2018 B.This tlsagn i•furnished subject to the limitations eel forth by B.Plates shall be located on both faces of truss,and placed co their center TPIIWrCA In SCSI,copies of which wiI be famished upon request. lines coincide with joint center livres. 9.Digds 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-1980(MiTek) • • I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 'iI TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=(0) 36 2-4=(0) 0 BC: 2x4 DF #16BTR I SPACED 24.0" O.C. 2-3=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 'I 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" -169/ 527V 0/ 16H 5.50" 0.84 OF ( 625) '�. 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 DF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL - -0.059" @ 2'- 8.6" Allowed = 0.236" MAX BC PANEL TL DEFL - -0.067" @ 2'- 11.0" Allowed = 0.315" li ',. 4-09 T T Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 G,." lI Wind: 140 mph, h=22.4ft, 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 I, in the plane of the truss only. 3 -1 • PROVIDE SUPPORT N N m of /2 �� c,:, M-3x4 > )' b 1-00 6-00 '\<PEO PRQ1 ;c $GINEF19 /0 ' 89200PE‘C" of JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - . AJ4 Scale: 0.6402 WARNINGS: GENERAL NOSES, unlessotherwise noted. Q Cr: 1.Builder dgee erection should be advised of all General Notes 1 Thisdesignisbased only upontheparameters shown and is forindividual • -7, "1 OREGON Da ,. , Truss: AJ4 and Warnings before commences. building component,Appl'cab'lily rd g parameters and proper 2.2 4 compression b bracing must be installed where shown.. incorporation fcomponent'1hresponsibility of the building tl sg yr `l �� 3.Additional temporary bra'ng toinsure stability during construction 2.Design and a n top he bottom hem to be latently braced t (..1 j O theis of the Additional permanent bracing of 2 .. at respectively unlessbraced throughout their length by /"+ 1 DATE: 1/29/2018 the overall structure is thered' f the building d t' cudsheathing or ha plywoodcrequired shown)o °nd/or drywall(BC). In. sponai ply o ng finer. 3.2x Impact bridging or lateral bracing requ rest where v v �R RIO- continuous I 1 SEQ.: K4187705 4.No load should be applied to any component until altar ell bracing and 4.Installation of truss la the responsibility of the respective centnctor. {.• fasteners are complete and al no time should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads beapplied toany component. and are ror"dry condition"oruse. 5.CompuTmru s has no control over and sea es no raapwWthe ,. bilily far e 8.Design assume.lull bearing al all supports Mown.Shim or wedge If EXPIRES: 12-31-2019 eeamry. (� p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 29,2018 8.This design is furnished subject to the limitations sof forth by B.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be lumished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfu.Software 7.6.8(1L)-E 10.For basic connector plate design valun see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2X9-2 DF #16BTR TOP CHORD LL + DL = 32.0 PSF 12 2.83 0 M-5x8 M-3x6 1r= M-3x6 111111 M-3x6 1111111 M-3x8 10111 M 0 0 y 10-02-11 ,<ORED PR°Fess �c�G NFF9 /0,0.. 89200PE JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - AR 401°eScale: 0.8788 `4 WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder San on coMMaor should advised of all General Notes 1 Thbdesign A based oMy upon the parameters and A for en individual �� 4,OREGON b L/e, Truss: AR arsr Wa before constructionm building component.Applkabllity of tleslgn parameters and proper OREGON �(/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building desig nor. 2c � 3.Additional temporary daring to insure stability during construction 2.Design assumes IM top and bottom chords R b be laterally braced at (^) Y N the respsn diOy of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.reepearvely unless braced throughout their length by /" xImpact continuous sheathingr such as plywood l ore shown) 0 drywell(SC). ^R R ILA- DATE: L� DATE: 1/29 2 1R the overal esltlure is the responsibility of the building designer. 3 2x bridging or lateral bracing required where +* Ci SEQ.: K4187706 t No bad shoal be applied to any component until after all bracing and 4 Installation of truss is the responubilityo/the respective contractor fasteners are complete and al no time should any loads greater than 5 Design assumes trusses am to be used in a non-corrosive environment, T(2ANS ID: LINK design loads be applied to any component. and are for"dry condition'oruse. 5.CompuTruf!menu control over and assumes fro responsibility tar the8.Design assumes roll bearing al all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 6.This dn is subject to the Imitations set forth by7 PlatesAign albe boded oneothirege isprovided January 29,2018 eCpr8.pies eshcileebcered oenethkcea of truss,and placed so their center TPNMCA h SCSI,copies of which will be furnished upon request. lines coincide with Obit center lines s. MITek LISA,IIIc./Com uTrus Software 6.2.31E Z10.FDoralio conte eceoector et deugnval P ( )- For Ind risme of plate din inche lues sea ESR-1311.ESR-1988(MiTek) • . I 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/Cg-1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10-(-526) 2094 3-10=( -80) 149 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2281) 607 10-11-(-524) 2375 10- 4=( -28) 369 WEBS: 2x4 DF STAND • 3- 4-(-2137) 507 11-12-(-524) 2375 10- 5=(-427) 180 LOADING 4- 5-(-1996) 502 12- 8=(-548) 2094 11- 5=( 0) 114 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1996) 502 5-12=(-427) 180 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2137) 507 6-12=( -28) 369 TOTAL LOAD = 42.0 PSF 7- 8=(-2281) 606 12- 7=( -80) 149 8- 9=( 0) 36 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -156/ 1122V -34/ 34H 5.50" 1.80 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 24'- 0.0" -156/ 1122V 0/ OH 5.50" 1.80 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TI,--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 = -0.130" @ 12'- 0.0" Allowed = 1.154" MAX TL CREEP DEFL = -0.303" @ 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 = 0.039" @ 23'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 23'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, 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 ' ' T 1' 9-00-08 3-11-03 9-00-05 9-00-05 3-11-03 9-00-08 T T T • T T T T 12 I 12 4.00 I7 M-9x6 . M-4x6 a 4.00 ',,. M-3x8 6 5 > x35x3 10 11 12 -�8 0 o -M-9x4 M-3x8 0'25' M-3x8 =M-4x9 0 M-5x6(5) J' •' y y y ��Q,0) P R QFFss 7-05 9-07 9-07 7-05 (jIINe 11-00 24-00 1-00y �C, F'� F,9 02 92100 `44 �'r JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - B2 , ► Scale: 0.2535 WARNINGS: GENERAL NOTES, unissotherwiee noted. 1.Builder and erection contractor should be advised of all General Notes I This deign is based only upon the parameters shown and a for an individual L ",OREGON 4,Truss: B2 and Warnings before consbuction commences. buildingcomponent.Applicability of design parameters and proper 2.2x4 compression web bracing must be Metalled when shown a. incorporation of component is Me responsibility of Me building designer. 3.Additional temporary bracing to insure stability tlulnp contruclton 2.Deng" cr 10 the top and bottom chords to be laterally braced at 20 P�' is the responsibility of the erector.Additional permsMnt bracing of 7 o.continuous and at 10'o.c.respectively ureess braced throughout their length by /O '41) 1 DATE: 1/29/2018 the overall structure is the responsibility of the bola assicolepactridging or lawnaspdwooe aired sheathing(TC) 0r drywan(Bc). [/+' sd to cry c p building designer.g 3.In Impact antis or the relbrsdrpnyof the rewhere.hown to RR I�� SEQ.: K4187707 4.fa eloed should mplbe eeandatnomTpstoudnent ntil after leatrMan 4.Installation umestrNssseesarare etobbll�seonaanon�llsieenvironment, anfasteners are complete and at no time slwultl any beds greater Man Design assumes design loads be applied to any component. So are for"dry condition"of use. TRANS I D: LINK s.CompuTrus has no control over end assumes m responsibility for Me B.Oastpn assume NII bearing at all supports ahawn shim or wedge d EXPIRES: 12-31-2019 ne...q. fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. January 29,2018 8.This design is turreted subject to the Imitations W kMh by 8.Plates shall be located on both faces of truss,and placed so their center TPIMtTCA in SCSI,copies of which we be furnished upon request. lines coincide with pint center lines. S.Digitsindlate sift of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESP-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 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-12=(-685) 2099 3-12=( -80) 196 BC: 2x9 DF #16BTR SPACED 29.0" O.C. 2- 3=(-2281) 788 12-13=(-816) 2375 12- 9=( -52) 369 BIBS: 2x4 DF STAND 3- 4=(-2137) 729 13-19=(-816) 2375 12- 6=(-927) 257 LOADING 4- 5=( O) 0 14-10=(-716) 2099 13- 6=) 0) 114 1'C LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1996) 711 6-14=(-927) 257 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1996) 711 8-19=) -52) 369 TOTAL LOAD = 92.0 PIE 7- 8=( 0) 0 14- 9=) -80) 146 =- 8- 9=(-2137) 729 NOTE: 2x9 BRACING AT 29"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2281) 788 A:.L FLAT TOP CHORD AREAS NOT SHEATHED 10-11=) 0) 36 _- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -218/ 1122V -39/ 39H 5.50" 1.80 OF ( 625) 29'- 0.0" -218/ 1122V 0/ OH 5.50" 1.80 DF ( 625) ICOND. 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 LL DEFL = -0.130" @ 12'- 0.0" Allowed = 1.159" MAX TL CREEP DEFL = -0.303" @ 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 = 0.039" @ 23'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 23'- 6.5" Design conforms to main windforce-resisting 9-11-11 4-00-10 9-11-11 system and components and cladding criteria. T T f T Wind: 190 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4-00-08 3-06-04 2-04-15 2-00-05 2-00-05 2-04-15 3-06-04 4-00-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f T T T 1' - f f T load duration factor=1.6, Truss designed for wind loads • 8-00 8-00 in the plane of the truss only. T 1' T T i 12 12 9.00 17 5 7 ."9.00 M-4x6 M-4x6 4 M-3x8 8 6 M-1.5x3 ee M24 M-1,5x3 3 9 'n N r:, 1 _l case LLI r NM _ 1 2 12 13 14 10 o -M-4x4 M-3x8 0'25" M-3x8 1:M-4x4 o M-5x6(5) 7-05 4-07 4-07 7-05 � ! GINE 1 1-00 24-00 1-OO> ��C./ v� �� O'f� :9200PE 9r JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - B3 ,41101P,00*r_ Scale: 0.2535 �ehre,,, WARNINGS: GENERAL NOTES. unlessoteerwiae noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and 4 for an individual 7 , _OREGON r.'russ: B3 and Snipsconstruction building ce po t.Applicability f dparameters and proper �F 2.Z 4 compassion b bracing e be installed Ica incorporation Icomponent' o responsibility of the building designer.t4 ��� 3.Additions]temporary bracing t stability duringconstruction 2.Design assumes the top and bolt chords to be laterally braced at / -7 2C the responsibility of the d Additional permanent bracing of 2 .and t 10 respectively I braced throughout their length byis O k 14a DATE: 1/29/2018 the°veal!seudure is the responsibilityof building designer. continuoussh sheathing such plywood � RRI�� o e a 3.2a Impact bidding or lateral bracing d sheathing(TG) required where shown • SEQ.: K418 7 7 0 8 4.No load Sold be applied to any component until alter all bracing and 4.installation of truss m the responsibility of the respective contactor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design load.be applied to any component and are for"dry centl ion"of use 5.CompuTru Ms no central over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment end installation of components. cessery. 7.Design sshellmesade�nbote hfageisprues.e. January 29,2018 S.This design te furnished subject to the limitations set forth by 0.Plates shall be located on both faces of truss,and placed so their center TPIM?CA M BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate aim of plate in inches. MiTek USP,Inc./CompuTrus Software 7.6.8(1L)-E 10.For base connector plate design values see EOR-1311,ESR-1908(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: 204 OF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-422) 2063 3- 8=(-394) 233 BC: 2x4 DF #1SBTR SPACED 24.0" O.C. 2- 3=(-2298) 504 8- 9=(-218) 1375 8- 9=( -99) 627 WEBS: 2x4 DF STAND 3- 4=(-1968) 430 9- 6=(-441) 2063 4- 9=) -99) 627 '., LOADING 4- 5=(-1968) 429 9- 5=(-394).233 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2248) 504 BC LATERAL SUPPORT <= 12"OC. UON. ', DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 36 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 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" -161/ 1122V -52/ 52H 5.50" 1.80 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 29'- 0.0" -161/ 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "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 = -0.101" @ 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=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f .' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-04-14 5707-02 5-07-02 6-04-14 load duration factor-1.6, ,( ,r ,r ,. ,r Truss designed for wind loads 12 12 n the plane of the truss only. 4.00 I. M-4x6 ''' 24.00 4.0" 4 "-7( au M-1.5x3 ' M-1.5x3 3 N M 1 ..0. mil '"11111111116\ lSe_ 7 M 2 ' 8 9 -6 to M-4x4 M-3x4 M-3x6(S) M-3x4 -M-4x4 0 Jr y' Jr Jr 8-03-04 12-00 7-05-08 12-00 8-03-04 i' > ). ��AED P R OFFss c.3 '`GINE /A_ y1-00 24-00 1-OOy �(`c. �`� F9 p,'P 89200PE <' JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - B4 - Scale: 0.2535 WARNINGS: GENERAL NOTES, unlessotheme noted. Cr 1.Builder and erection contractor sho Ip be advised of all General Notes t.This design is bawd only upontheparameters shown and a for an individual 4 OREGON 4, Truss: B4 and Warn before construe on commences bolding component.Applcab'lily f d sgn Ammeters and proper s [V 2.1x4 compression web bracing must qe installed where shown+. rporation ofhetapcomponent o expo ibir ry of the building designer. L/ 4 t ZO\�4'\ 3.Adtlilional temporary bracing to insure Robdlty during censtructian 2.Design assumes the lop and bodom chortle to be laterally brecetl et O Y 1 A is the responrbiliry of the erector itipnal permanent bracing of 2'o.c.and al l V o.c.reapectrely unle0004 brecetl throughout their length by "F 1 1/29/2018 the overall structure is the response:. or the balldi designercontinuousxImpact Mggior such rlbacing required ewerertlrywall(gC). NV spells Fh a ng g 3. lmPan bridging or lateral bracing requirca where shown.a• ,�(-TRIO- DATE: SE K 418 7 7 0 9 4 No load should be apeian to any component until after all bracing and 4.Installation of truss is me nee to be y of the respective contractor. 4 fasteners are complete and at no time should 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 component aearce me condition"of ase. 5.Co puTmahasrmmntroloverandassumesnomponsibilirylorthe 8.Design s(ullbearingetallwpporlsahown.Shimorwetlgeif EXPIRES: 12-31-2019 7 (� I p fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. January 29,2018 6 The design is furnished subject to the Wantons set forth by 8.Plates shall be located on both faced of truss,and placed so their center TPIMWPCA in SCSI,copies of which a&be furnished upon request lines coincide with joint center lines. 9.Diggs indicate we of plate in inches. MiTek USA.Inc/CompuTrus Software 7.6.8(11)6 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 24'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2-10-(-1232) 5438 10- 3-( -276) 1422 8-15-(-4638) 1016 • 2x6 DF SS T2 SPACED 24.0" O.C. 2- 3-(-5778) 1324 10-11-(-1840) 7726 10- 4-(-2672) 706 15- 9=( -112) 48 BC: 2x6 DF SS 3- 4=(-5438) 1280 11-12-(-2244) 9808 4-11-) -216) 1302 WEBS: 2x4 DF STAND LOADING 3- 5=( 0) 0 12-13-(-1724) 7820 11- 6-(-2214) 450 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-7914) 1918 13-14-(-1724) 7820 6-12-( -846) 288 TC LATERAL SUPPORT <= 12"OC. UON. UL ON BOTTOM CHORD- 10.0 P5F 6- 7=(-9684) 2248 14-15-) -790) 3714 12- 7=( -522) 2040 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD- 42.0 POE' 7- 8=(-4112) 920 13- 7-( 0) 146 8- 9=( -30) 36 7-14-(-4536) 1040 = LL - 25 P5F Ground Snow (Pg) 14- 8=( -568) 2700 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC CONC LL+DL= 981.0 LBS @ 13'- 6.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL- 522.0 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA _. ADDL: TC CONC LL+DL- 522.0 LBS @ 16'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 983.0 LBS @ 18'- 0.0" 0'- 0.0" -501/ 2204V -25/ 81H 5.50" 3.53 DF ( 625) OVERHANGS: 12.0" 0.0" 24'- 0.0" -630/ 2939V 0/ OH 5.50" 4.70 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 1GPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vortical members (con). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 ( 2 ) complete trusses required. MAX LL DEFL - 0.001" @ -1'- 0.0" Allowed - 0.100" Attach 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed - 0.133" -4- nails staggered: MAX LL DEFL - 0.138" @ 13'- 4.3" Allowed - 1.154" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL - -0.525" @ 13'- 4.3" Allowed - 1.539" 9" oc in 2 row(s) throughout 2x6 top chords, )0(£) 9" ac in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL - -0.029" @ 23'- 8.5" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIE. TL DEFL - 0.062" @ 23'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 12-00 12-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f load duration factor-1.6, 6-06 3-03-06 2-02-10 1-04-04 4-07-12 3-00-14 2-11-02 End vertical(s) are exposed to wind, Truss designed for wind loads T T f f 1' '1' 4' in the plane of the truss only. 7-02-04 T +981# +522# +983# 12 5 4.00 ' - +522# -M-9x4 • M-4x8 =14-6x6 M-5x12 M-5x6 M-1.5x3 3 4 6 7 8 9 T2 me !e remi se v 0 `i 2 ® ® -- o mm I N 1 Si m -- 10 L1 12 13 14 X15 -,o M-3x8 =M -4x4 T M-4x4 0'25" M-1.5x3 M-3x8 M-5x6 M-7x6(S) y y y y y y y 'ca{ti? RP OF�6-06 3-06-14 3-06-14 4-04-04 2-09-06 3-02-10 .\ G ss b 1' y 1-00 24-00 �� 8N0FFE9 /p • 9 r • L;OB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - B5 ...„0010:e5,_ .41111P . Scale: 0.2603 • WARNINGS: GENERAL NOTES, unlessthe ofd: • • 1.Builder Wp ion contractor should be advised of all General Notes 1.Thisdesign is based onyupo theparameters shownandsforanlndividual 7 OREGON t �4,, Truss: B5 and Wamrc before construction commences. building component.Applicably of design parameters and proper ' 2.204 compress un web bracing must be installed where shown. incorporation ofcomponent theresponsibility of the building designer. / �] 3.Additional temporary booing to insure stability during construction 2.Design assumes the top and bottom chords bra to be laterelty braced at O ‘1)" 7 y �O is the raperlaNiay of Me erector.Additional permanent bracing of T o.c.and at 1 G o.c.respectively unless braced throughout Meir length by is • DATE: 1/29/2018 the menet abueure b the responsibility 10w buddingdeeper. continuous sheathing each as plywood sheathing(TC)and/or tlrywall(BC). aaawww,,, es • eponti ityo g 3.20 Impact bridging ortilerelbraangrequired where shown.. �Rfl1 SEQ.: K 418 7 710 4.No bad abgY be applied to any component until alter all bracing and 4.Installation of trues is the responsibility of the respective contractor. 1 1 �r 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 lads be applied b any component. De are for condition"of use. /� nj� (j S.GempuTM Ms no control over and assumes no responsibility for the 8.Desinecegn full baring et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7ry. .Design sshallbassumes adequate othfageo rus'ad.n January 29,2018 8.This design*furnished subject to the limitations set forth by 8.Plates Mall be located on both laces of truss and placed co(heir center TPIM/ICA el SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. A Digits indicate aze 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.1968(Miiek) • This design prepared from computer input by Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS ' HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2X4-2 IF #1&BTR TOP CHORD LL + DL = 32.0 PSF • 12 Ili, '.,• 2.83 ct,- M-5x8 M-3x6 M-3x6 0 PROVIDE SUPPORT @ 48"O.C. M-3x6 004 / y 8-05-01 M-3x8 vv aG • Milli • 1-05-12 8-05-13 $tu c.0 PROFF6.ys 0NGI NEF9 /�29 :9200PE JOB NAME 20516 SAGEBUILT PLAN 2179 ASH CREEK - BR Scale: 0.5034 WARNINGS: GENERAL NOTES, unlessolherwise noted O �` 1.Builder dm erection contractor mould he advised of all General Notes 1 This design is based only upontheparametersshowno and isindividual '9L OREGON Abs p4, Truss: BR and Warnings before construction commences. building component Applicability oftlsign parameters and proper 2.2 4 pression web bracing must be installed where shown+. incorporation of component the responsibility of the building designer. 3.Additional temporary bracing tonsure stability during construction 2.Design and at 10 the top and bora chords to be laterally braced 1 �O y y A 2Q ofpennons bracing o 2' .. at 10 o c respectively braced throughout theirlength by 1'Y a is the responsibility Me erector.Additional m bract f continuous sheathing o has plywood sheathing(TC)and/or d II BC. M '�' V DATE: 1/29/2018 the overall structure is the responsibility of the building designer. 3.2x Impact brill r lineral braed where shown+• a( ) pt Inns or bracing required SEQ. K4187711 4.Noload enes wb beapplied toany time trout any agar greater and a.Designtanurlmuisthe are to be eon heonpectosicoMrector. fasteners are complete and at no lime stroultl any bath gaster than 5.Design assumes ondio are a be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and arear'drycoMNon°Dross. s.compaTmahas nacontrol over and aawmeanaraapaWbility for the S.Design aesumeafull bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 gcary. fabrication,handling,shipment and Mrallehon of components. T.Pevnaaamelcon edenaorenaeioPmsetl. B. forthS. January 29,2018 This design is famished subject to the limitations set by Plates shall located be both faces of truss,and placedso their center TPIANICA in SCSI,copies of which Mal be furnished upon request. lines coincide with joint center lines. 9 Digits indicate size of plate in inches. Mil-ek USA,Inc./Compel-rue Software 6.2.3(1L}Z 10.For bass connector plate design values see ESR-1311,ESR-1938(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/Cg=1.00 TI: 2x9 DF #113TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 DF #118TR SPACED 24.0" O.C. 2-3=(-31) 30 T. LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG 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" -67/ 297V 0/ 31H 5.50" 0.97 DF ( 625) 1'- 10.9" -102/ 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 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 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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" 1-11-11 MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072" 'f T 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" 9.00 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: 190 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. ti 0 o f 1 _ 0 2 2:%.1<:_4 M-3x4 • 1 1 l 1-00 6-00 ,<< O PRQFtc, ..N1 �4 GINF6 9 5)*9 2 89200PE JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - J1 Scale: 0.7027 WARNINGS: GENERAL NOTES, unless otherwise noted: O Q"' 1.Builder anderection contractor Mould be advised of all General Notes 1.This design is based only upon the paramete i shown and is for an individual -yG "�OREGON tt/ Truss: J1 and Warnilp beforecen.trudmn commences. building component.Applicability of design parameters and proper 2.2x48 Seen web bracing must be installed where Mown.. incorporation or component is the responsibility of the building designer. �f 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et <O _..Y y 2O is the responsibility of the erector.Additional permanent bracing of c o.c.and al l B o.c. plywoodly unless braced throughout their length by 1 t PATE: 1/29/2018 the overall Mixture is there brit of Wilding anicontinuous sheathing such as sheathing(TC)and/or drywao(Bq. spona ity o ng gner. 3.29 Impact bridging or lateral bracing required where shown.. MFR R i�y SEQ.: K4187712 4.No load should be applied to any component until he all bracing and 4.Installation of trues is the responsibility of respective contractor. fasteners an completeand at no time should any loads greater than S Design assumes trusses are to be used in a non-corrosive environment, oto ancomponent. and are for"a condition.of use. TRANS ID: LINK designkub bee pais y 8.Design assumes NII Waring at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.Compand hes no control over and assumesno responsibility tor the necessary. fabrication,Seating,shipment and installtiofcomponents. 7 egnassumesadequatedrainageieprovided. January 29,2018 8.This design M furnished subject to the limitations set forth by 8.Plates Mall be located on both laces of truss,and placed so their center TPIMITCA In SCSI,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits radiate We of plate in inches. MiTek USA,InclCompuTrus Software 7.6.8(1L(-E 10.For basic connector pate design values see ESR-1311,ESR-1988(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 #165TH LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 36 2-5=(-94) 454 5-3=(-287) 207 BC: 2x4 DF #165TH 2-3=(-533) 59 5-6=(-32) 60 5-4=( -99) 627 WEBS: 204 DF STAND LOADING 3-4=(-454) 73 4-6=(-717) 186 LL - 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 24"OC. UON. TC UNIF:LW 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC ONIF,LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 7'- 3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF IL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 7'- 3.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ! 0'- 0.0" -68/ 584V -22/ 70H 5.50" 0.94 DF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR TIC CONC LL( 250.0)+DL( 70.0(= 320.0 LBS @ 6'- 0.0" 7'- 3.0" -201/ 700V 0/ OH 5.50" 1.12 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF 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 = 0.470" ! 5-11-11 1-03-05 / 1320# MAX HORIZ. LL DEFL = 0.002" @ 7'- 1.3" 12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 1.3" 4.00 f7 Design conforms to main n windforce-resisting system and componentsand cladding criteria. M-4x6 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 111111111111111111111 load duration factor-1.6, 4 End vertical(s) are exposed to wind, Truss designed for wind loads dIiØ n the plane of the truss only. PA. OMIIIIIIIMIIII AliIm 2 M ' 5 ** 6 o M • M-1.5x3 • )' b y ! 5-06-12 1-08-04 • ), l b 1-00 7-03 ��4Ep P R OF'SS ��c. �NGINEFR /029 89200PE r JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - C1 ,40 "" :> Scale: 0.5917 WARNINGS: GENERAL NOTES, unlessolherwise noted. - 1.Builder and erection contractor should Beadvised of all General Notes 1.This design is based only upontheparameters Mown and C forindividual 4- incorporation 41 OREGON <1,/ Truss:Truss: C 1 and Warnings before construction commences. building component.Applicability f design parameters and properO( 2.2x4 pression web bracing must x Installed where Mown.. al component the h responsibility of the building designer. ?. ' �� 3.Additional temporary bracing to in re*ability during construction 2.Design assumes the top and bottomchords to be Iabralo braced t is the responsibility of the erector itlonel permanent bracing of 2 a.c.and at 1 O o.c.sa vely unless braced throughout their length by /O f DATE: 1/29/2018 the overall structure is therebiof the buildi designer. continuoussheathing suchterlbeens g d sheathing(TC)required whend/orre tlrywall(BC). spa 001)1P ng Baer. 3.2s Impact 01 bridging a lateral bracing rsq tthe whore Mewn.e• R'` SEQ.: K 418 7 713 W No load should be applied to any ti epenent until after all bracing and 5 Installation noolmeru s trusses responsibility beblusea n the enrespecrrove a nra ronrment, ar fasteners are complete and at no time Would any Wade greater than ga design)oasts be applied 10 any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and salines no responsibility for the 8.Devon assumes lull bearing al all supports Macon.Shim or wedge if EXPIRES: 12-31-2019 awry. fabrication,handling,shipment and eBrrlatlen of components. 7.Design assumes adequate drainage is provided. January 2",2018 6.This design is furnished subject to the limitations set forth by B.Plates Mall be located on both faces of truss,and placed so their center .7 C7 TPIMITDA in BCSI,copies of which will be furnished Lawn request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrue 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 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 DF #1&BTA 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) OPERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -60/ 346V 0/ 52H 5.50" 0.55 DF ( 625) 3'- 10.9" -92/ 113V 0/ OH 1.50" 0.18 DF ( 625) LL - 25 PSF 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 I 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/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 = 0.078" 3-11-11 MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed - 0.105" T T MAX TC PANEL LL DEFL - 0.008" @ 2'- 0.7" Allowed - 0.213" MAX BC PANEL TL DEFL - -0.041" @ 3'- 1.4" Allowed = 0.315" 12 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=22.2ft, 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 lin the plane of the truss only. m 0 ,-( , f m /- 1 2 �' M-3x9 1-00 6-00 ���8920PE Ep PROP 0 �r JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - J2 Scale: 0.6527 fn�i .,,S . WARNINGS: GENERAL NOTES, unless m ted: ''° 1.Builder end emotion contractor should badvised of all General Notes I.Th design is based only uponm parameters shown and is for individual 74. "/OREGON 1,‘ to Truss: J2 and Namrp before construction cea bldg component Appliceb'Ily Idesign parameters and props �/ 2.2o4 comle. on web bracing must be'stalled where shown+, incorporation of component i to responsibility of the building designer. 3.Add tbrol temporary bracing to insure stability during construction 2.Design assumes the tap and bon chords to be throughoutly braced t O is the of the erector.Additional 2'o.c.and at/0 ac.respectively unless braced their length by respor.lbuity permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O 3 �� 1/29/201B the overall acture is the responsibility of the building designer. 3.2s Impact bridging or 1Neral bracing required where shown++ ��limo- DATE: SEQ.: K 418 7 714 a.No wad Mead be applied to any component until aver all bracing and a.Installation oftruss is the responsibility of the respective contractor. fastener.ma complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied w any component. Do are for"dry ray boo of use. EXPIRES: 12-31-2019 TRANS ID: LINK 8.Design assumes full bearing al all supports shown.Shim or wedge if 5.Compa7ns h.no control over and assumes no responsibility for the ry k fabrication, .ndlmg,shipment end installation ofcomponents. Deeaa 7. gnassumes adequate drainage isprovided. January 29,2018 8.This design lefumished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPINJfCA Sr SCSI,copies of which wiN be furnished upon request. line.coincide With joint center lines. 9.Digit indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-131t,ERR-1955(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 OF #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 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" -73/ 403V 0/ 73H 5.50" 0.69 OF ( 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 I 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" • 5-11-11 MAX TC PANEL LL DEFL = 0.060" @ 3'- 7.2" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.098" @ 3'- 4.7" Allowed = 0.531" 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 4.00 • MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. • 3 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, Truss designed for wind loads • in the plane of the truss only. I sin I f+ m • 0 • N • N rni / O Z 5-2-------< o / •• M-3x4 1, 1, it 1, 1-00 6-00 1.4"`� NGINF9 /O�� 89200PE t' JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - J3 Scale: 0.6277 �ss�+"' WARNINGS: GENERAL NOTES, unless m olatl'. /'�., R'Aala"'r 1.Builder anderectioncontractor s�codlbe advised of all General Notes 1.Thisdesigns based only upontheparameters showndura individual w OREGON f.i �[Ja, Truss: J3 and Wamin sbeforecorstruct commences. building component.Applcab'I'ly fd gn paeta ndproper (9 N �/ 2.204 compression web bracing must Be Installed whereshown+. - rporetb f popand m respa sibilM list building designer, 20 lip" 3.Additionalfamporery bracing to'n stability during construction 2.Design assumesthe lop and bottom chords to be laterally tweed t Y 2 and 110 c.respectively unless braced throughout their length by /O 141 e Me responsibility of the erector.Additional permanent bracing of continuoussheathing such plywood sheathing(TC)and/or drywall(BC). a+. DATE: 1/29/2018 the overall structure is the responslb Ity of the building designer. 3.W Impact bridging or lateral bracing required where shown++ �'/3 R I` S E Q.: K 4 18 7 715 4.No load should be applied to any oompanent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non.onosive environment, deign loads be applied la any compliment. and are asor sumdryes full ben'gof uta. EXPIRES: 12-31-2019 TRANS ID: LINK B.Design aawmesronbeNngat all supports Mown.shim or wedge it 5.CompuTrue has no control over and wanes no responsibility for the wry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 29,2018 8.This design is furnished subject to the limitations set forth by 8.Plates Nall be located on both faces of truss,and placed so Meir center TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide oath joint center lines. 9.Digits indicate dee of plate in inches. MiTek USA,Ino./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 BER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 2x9 DF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-78) 66 3-4=(-45) 18 LATERAL SUPPORT <= 12"OC. UON. LOADING LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+UL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • BHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 378V 0/ 910 5.50" 0.60 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 DF ( 625) 5'- 11.2" -136/ 33BV 0/ OH 1.50" 0.43 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -14/ OV 0/ OH 1.50" 0.00 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. ICOND_.2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, IL-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 = 0.036" @ 2'- 9.4" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.533" 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 9.00 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 9 -/ Design conforms tom )n windforce-resisting system and componentsand cladding criteria. 3 0 Wind: 140 mph, h=20.5ft, TCD1=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 0 in the plane of the truss only. M or uo f ro IliO o 2 1 � 5 M-3x4 b 1 l k 1-00 6-00 1-11-11 • • � Ep P R pF� FGINss��0Fi � 9 89200PE % JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - J4 Scale: 0.5775 -"" + WARNINGS( GENERAL NOTES, unless otherwise noted: 0 rt t Builder and erection contractor should be advised of all General Notes I.This design a based only upon the parameters shown and is for an individual '9L 47 OREGON t), oto Truss: J4 andb%N,ea beforeoonetruohon commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component i°the responsibility of the building designer. �f 1 3.Additional temporary bitting to insure arability during construction 2 2'ca assumes the top end bottom chords braceda tbe throughoutaterally braced at �O -7 r 1 4 2-0 "i+. is the responsibility of the erector.Additional permanent bracing of continuous a.b.and at 10 os respectively unless their length by I V� DATE: 1/29/2018 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral basuch as plywood rrequiredhwhere shoawn or tlrywall(BC). ` SEQ.: K 4 18 7 7 1 6 4.No load shared be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ER R's. 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 loasbeapplied toany component. and arear'aryfotbe or dee. 5.ComWTruhsnocontrol over and aesumeanorespon�ibilityarthe S Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 c`68B"/ fabrication,handling,shipment and installation of components. 7Design haassumes adequate ofa°eiopross°a January 29,2018 B.This design is furnished subject to the sm4atans set forth by e.Plates con be located on both faces of truss,and placed so their center TPINIFCA in SCSI,copies of which will be furnished upon request. lines coincide with joke center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E Ie.For basic connector plate design values see ESR-1311,ESR-r986(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 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-45) 60 3-5=(-225) 163 BC: 2x4 DF #1&BTR 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 POE' BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ 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/ 443V -30/ 93H 5.50" 0.71 DF ( 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 I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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 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 MAX HORIZ. LL DEFL = 0.000" @ 6'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 6'- 11.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 • 4 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=fi.O, ASCE 7-10, 13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, .all Ln Truss designed for wind loads Lo Idggilill in the plane of the truss only. N N o ,_ 1 �- *S y 2 � 5 O M-3x4 ii ''..• M-1.5x3 • 1 l J, 6-11-04 0-03-12 y )' )' 1-00 7-03 .. , PRpFFss �c�� �NGINFF9 /029 Q' :9200PE r JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - C2 � .. Scale: 0.5667 a WARNINGS: GENERAL NOTES, unless otherwise noted'. 0 Cr I Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual OREGON /.i Truss: C2 and Wamings bebre construction commences. building component.Applicability of design parameters and proper 2.2x4 cempremion web bracing must be Installed where flown*. incorporation of component is IM responsibility of the building designer. �� 3.Additional temporary bracing to insure stability dump construction 2 Design assumes the top and bottom chorda to be latently braced at 4 - 10 P.' la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /O 1-s s DATE: 1/29/2018 the overall structure is the re1 f the building designer. 20 Im act bridgsheating such l b acplywg re uired in ere s ownand/o tlrywall(BC). sss...... aWsistarpo ro4.Installation eImptiobof truss or thterelpndroty of the respective col* r �'l SEQ.: K4187717 4.Noloadsarelc mbe leeianbonotimeshould onyil antalleredroantl 5.Design assumes ofestrsMsaewoneibse intaerespective seamen v fasteners are complete and at no time any bad.greater than s.Design or"dryondssa are to be used in a mnconostve environment, TRANS ID: LINK design loads be applied to any component 0osland drycantlkion°ora.e. S.CampuTruc has ro central over antla.ames na rssporeibilily forme e.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication.handling.shipment and inaellnion of components. cegssry. (� p 7.Pesign assumes adequate drainage e io trus,provided. January 29,20 1 8 e.This design is furnished subject to the limitations ad bdh by e.Plates shall be located on both faces of trues,and placed so their center TPIAAACA in SCSI,copies of which will be fumiehed upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 76.8(1L)-E 10.For bask connector plate design values see ESR-f311,ESR-19B11(MiTek) This design prepared from computer input by ' Pacific Lumber and Truss-BC LCMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0)-0 v BC: 2x9 DF #16BTR SPACED 24.0" O.C. 2-3=(-106) 67 3-4=( -54) 24 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) 0'- 0.0" -45/ 374V -1/ 112H 5.50" 0.60 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 DF ( 625) 5'- 11.2" -157/ 369V 0/ OH 1.50" 0.47 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 91V 0/ OH 1.50" 0.15 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 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.024" @ 2'- 11.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed =- 0.533" MAX HORIZ. LL DEFL = -0.001" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 9'- 10.9" 12 Desi 9 00 D Design conforms to main d windforce-resistingladding y system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, ('0 (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 ro 0 rn ri f- o /1 jelMldIMIIIMIIIIIIIIIIII 2► 5 0 M-3x4 1 y y y 1-00 6-00 3-11-11P <(•I'ti0 ROFFsS �� 0GINFF9 /02 `r 89200PE 9c JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - J5 51, Scale: 0.5007 - - WARNINGS: GENERAL NOTES, unless otherwise noted' Q Q" 1.Builder end motion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -9L "�OREGON 1,, /5 Truss: J5 and Wamirp before construction commences. building mmponem.Applicability of design parameters and proper 2.2x4 campr.Wbn web bracing must be installed where shown o. incorporation of component is the responsibility or the building designer. �� 3.Aaitlonl temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at �Q 4 y 4 O is the reapa. city of the erector.Additional permanent bracing of 2'continuousoc.and a110 o.c.respectively as ply unless braced throughout their length by a GATE: 1/29/2018 moaveretrursureiethe rebit of a:ner_ sheathing such as pywoodaheathing(rc)and/ordrywan(BC). epona ity o ng 9 3.2x Impact bdtlging or lateral bredng required where shown+• ��O I 1 1, SEQ.: K 418 7 718 4.No bail Mould be applied b any component until alter all bracing and 4.Installation of truss lathe responsibility of the respective contractor. ll 0- GATE: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design baa beapoiedtoanycomponent. anearero dry conation mu K. 5.compurrusirs m control over dna mums no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necetebriwtbn,sasdlin sssry. g,shipment and installation of components. 7,Design assumes adeguste drainage is provided. January'°,201 8 6.This design furnished subject to the limitations set bate by 8.Plates shall be located on both faces of truss,and placed so their center TPIIIMCA M SCSI,copies of which wit be furnished upon request. lines coincide with loin center linea. 9.Digits indicate aim or plate in inches. MiTek USA,Int./CompuTrue Software 7.6.8(1 L)-E to For basic connector plate design values see ESR-1311,ESR 1988(MiTek) • • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2144-2 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF • • 12 �'. 2.83 — M-5x8 IIII • M-3x6 M-3x6 110 • M-3x6 101111110001 M-3x8 '... ri /- • o � b y 11-10-13 c,,EO PR Qpe �_cJ b1 NEE /0 2�c'' 89200PE JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - CR Scale: 0.7749 WARNINGS: GENERAL NOTES, unless otherwise noted'. 1.Builder and erection contractor should be advised of NI General Notes t This design is based only upon the parameters shown and is for an individual OREGON � Truss: CR and Warnings before construction commences. building component.Apprmbilityofdesignparametersandproper A 2.204 compression web bracing mut be Installed where Mown.. incorporation of component is the responsibility of the building designer. +�/ �� �O vv� 3k.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to d t laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ea o.c.suchas plywood unless braced throughout their length by 14, DATE: 1/29/2018 the overall structure is therecontinuous sheathing as plywood required sheathing(TC)and/or drywall(BC). a� responsibility oflne bolding designer. 3.2k Impact bridging or lateral bracing required where shown.. N' R S E K 418 7 719 4.No load should be applied to any coMpsnent until after all bracing and 4.Installation of truss u the responsibility of the respective contractor. •■1� 4 fasteners are complete and at no time should any loads greater than 5 Design assumes busses are to be used in a non-corrosive environment, design loads De applied to any component. and are for"dry condition"of use. TRANS ID: LINK S CompuTroahea econlroloverandaasumecnorespowbilkyforthe 8.Design assumes full beanngatall supports shown.Shim orwedge if EXPIRES: 12-31-2019 • wry. fabrication,handling,shipment and installation of components. 8.This design is furnished subject to the(Imitations set forth by e.Design shall be located"on bohh face of�"sss`and placed so their center January 29,2018 TPIIWFCA in SCSI,copies of which Mil be fumie ed upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 6.2.3(TL)-Z 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 11'- 10.9" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(0) 0 .. HC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 67 3-9=) -69) 29 DC LATERAL SUPPORT 0= 12"OC. UON. LOADING 9-5=) -26) 12 SC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -39/ 376V -2/ 132H 5.50" 0.60 DF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -199/ 355V 0/ OH 1.50" 0.45 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.2" -91/ 187V -0/ OH 1.50" 0.24 DF ( 625) 11'- 10.9" -18/ 44V 0/ OH 1.50" 0.07 OF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,3,4,5 [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.026" @ 2'- 11.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed 0.533" MAX HORIZ. LL DEFL = -0.001" @ 11'- 10.2" MAX HORIZ. TL DEFL = -0.001" @ 11'- 10.2" Design conforms to main n windforce-resisting 12 5 -, system and components and cladding criteria. 4.00 4 ' Wind: 140 mph, h=2l.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, '4) russ designed for wind loads 0 in the plane of the truss only. 3 m '' O A , N M1 PIP_ o -/ I 2 67C ci M-3x4 y y y 1-00 6-00 5-10-15 y ��Q:Ep PROP �>5 tiNGINFF'9 �°2 4� '92#0'- 9r' JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - J6 ` Scale: 0.9383 WARNINGS: GENERAL NOTES, unless othenvise noted, O �')`• Truss: J 6 1.Builder and erection m a should be advised of all General Notes I Thisdesigns based only upontheparameters shown and is forn individual `1 and Nernhos beforeconstruction building component.Applicability fdesign parameters and proper -y4_ ,�OREGON �� 2.2x4 communion b bracing sI be installed here shown. incorporation or component is mresponsibility or the building designer. 3.Additions!temporary bracing 1 stability during construction 2 Design assumes the up and hobo hind to be laterally braced tall14 AO 's the rsepsrWb l ty of theerector.Additional permanent bracing of 2 .and at t o.c.ospea' ly unless braced throughout their length by /O y DATE: 1/29/2018 the Bowed IlMruaure u the responsibility of the budding designer, continuous sheathing such asplywood required ng(TC)ander drywall(BC). 3.2a Impact bridging or lateral bracing where shown++ F��'�` SEQ.: K4187720 4.Noload rrradbeapplied toany component until afteraubracing and a.ms011ationObiasethe responsibilityofthe respectiveco Moth. r fasteners ars compete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrouve environment. Wade b.applied to an M and are for"dry coMtion'"of use. design TRANS ID: LINK ycompone 5.CompuTroa has no control over aro assumes no responsibility for the e.Design assumes full bearing a1 all supports shown.Shim or wedge if cewry. EXPIRES; 12-31-2019 fabrication.fondling,shipment and installation of components. 7.Design assumes adequate drainage is provided. p B.This design I furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center January 29,201$ TPIANTCA fon SCSI,copies of which MI 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 pate design values see E5R-1311,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: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 DF #1&BTR '�, SPACED 24.0" O.C. 2-3=(-37) 11 • 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" 'I • TOTAL LOAD = 92.0 PSF 0'- 0.0" -82/ 301V 0/ 31H 5.50" 0.98 DF ( 625) 1'- 9.2" -27/ 25V 0/ OH 5.50" 0.09 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 "lac spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 1-1).-Ill MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" T • f 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 TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.109" 12 4.00 p 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-21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn rn Ea o I f 1 2 411114.-.42.- -f M-3x41 . • • b b ; 1-00 24-00 r �Ep PROpes, �cEF9 Or, 200PE r JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - SJl Scale: 0.7272 . - ..,_ WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands bran individual OREGON s," �C/� Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper �G :\ a( 2.914 cootweb bracing must installed wltsn Mown.. Incorporation of component is the responsibility of the building designer. V' �/ ` - pression 9 mu 2.Design assumes the top and bottom chards to be laterally braced at <O • A f Z,O {�•'�' 3.Additional temporary Meng to inWre stability during construction 2'-and at 1P o.c.respectively unless braced throughout their length by Y `- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). F m DATE: 1/29/2018 IM overall structure Is the responsibly of the Gilding designer. 3.2z Impact bridging or lateral bracing required where shown<< 41$. 1 /IMO.* I�� SEK 4 18 7 7 2 1 4.No load should be applied to any component until slier all bracing and a.Installation of trues is the responsibility of the 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 o any component. and are for"dry condition'of use. TRANS I D: LINK s.CompaTrus has 110 mmrel over and assumes m n.y.r.ibbily for the 8.Design assumes full beanng at all supportsshown.Shim or wedge if EXPIRES: 12-31-2019 " awry_ fabrication,handling,ahipmem and Installation of components. 7.Design assumes adequate drainage s provided. January 29,201 8 B.This s design is furnished subject to to the limitationssetWM by 8.Mates shall be bw located on both faces of truss,and placed their center TPINJfCA in SCSI,copies of which WN be furnished Won request. linea coincide with pint center lines. 9.Digh indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-t311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC L" BER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - T': 2x4 DF #1&HTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 B': 2x4 DF #1&BTA SPACED 24.0" O.C. 2-3=(-50) 22 Ti LATERAL SUPPORT <= 12"OC. UON. LOADING B. LATERAL SUPPORT <= 12"0C. 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) 0 ERRANDS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -83/ 322V 0/ 52H 5.50" 0.52 DF ( 625) -3/ 59V 0/ OH 5.50" 0.09 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,3 4.00 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" 3 -7 Design conforms to main windforce-resisting system and components and cladding criteria. ir Wind: 190 mph, h=22.2ft, 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. , 1 1 f -7 O /2 9� M-3x9 * b 1 b 1-00 2-00 1-11-11 � c..O PRO Q�5 0 19 GINFF9 :9200P r' JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - SJ2 . ,000"' • Scale: 0.8727 WARNINGS: GENERAL NOTES, unless otherwise noted: Q 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 Truss: SJ2 and Warnirp before construction commences. building component Applicability of design parameters and proper -�4. /f_OREGON 2.2e4 comprsselon web bracing mud be installed where shown.. incorporation of component is the reapomibllity or the building designer. �a�A 3.Additional bm porary bracing to insure debility during construction 2.Dastgn assumes the lop and bottom chords o be laterally braced at <Q "I y A n0\ �� is the raspee Pity of the erector.Additional permanent bracing of 2'o.c.and at 10 on.respectively as plywoodly unless braced throughout their length by Y ✓ 111 DATE: 1/29/2018 the oven=drudure is the responsibility ofile buildingdesigner. continuous sheathing such as sheet whereC)and/or"drywall(BC). /./SA sponsi ili3.In Impact bridging or lateral bracing required shown++ RR �` SEQ.: K 9 18 7 7 2 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility respective contractor. fasteners ars complete and at no lime should any loads greater than 5.Dedgn assumes trusses are to be used in Inca noncorrodve environment, loab be applied any and are for"dry candela:"of use. sed TRANS ID: LINK 9n pp ie Y 6 Dedgnassumes full bearing atstlsupports shown.Shim orwedge il EXPIRES: 12-31-2019 5.CompuTrus hes no control over and assumes no respondbiley for the n en, (] p fabrication,Paroling,shipment and installation of components. 7.Design assumes adequate ole drainage provided. January 29,2018 6.This deign blemished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed w their center TPINVTCA Sr SCSI,copies of which MN be furnished upon request. lines coincide with joint ceder lines. 9.Digits indicate dm of pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E t0.For basic connector pate design values sea ESR-1311,ESR-19813(MiTek)