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Plans (48)
N\ST" 1 - 5-e1 X \1 u-u ci.su Pmrc‘ R-x„\\ cl-- . Ct"r 24'-0" FEB 1 2013 r 1I L3iii L:,, J� ti1:it.. • • —4 —) -a —) —a —I -a —I —S '7 .. SJ1 - _ _ SJ1 SJ2 4 12 SJ2 B - cq _ N s Q 4 12 eM B4 (8) N I A TRUSSES_ ON d•12 - J1 1ilM4 ( l � . ,x –I as" - —> .- S ,n S 4 19kJ3 (2)-12 :14W i 7 SJ2 �' J2 :� a •1 ' 4:'2 SJ1 =� w 2� J1 - E z ti 16'-9" ' ry . 8 , o/ = N 2' . PLATE r - " " g _ , GARAGE LE! I s 4 . HEIGHT DIFFERENCE w ,, 4 ;. v C r - of _ Td w 'ES } '-' e'7 -4 N y 5 ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS SAGEBUILT 01/29/18 TRUSS CALCULATIONSA DO ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRGNER/EN NEEROFECFURTHER �a 1 umber 20516 SAGEBUILT PLAN 2179 ASH CREEK INFORMATION.BUILDING INFORMATION. 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 T R U S S REVIEW AND APPROVE OF ALL COMPANY 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. firs FB 2013 BULL,.f t.i ' 7'� MilekP . w 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. � O PRf4GlNE4\ 89200PE 7 A OREGON R k /O qY 14, 2° P} `41 -iiRit - 0 ipt.; 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/I-PI-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 TO: 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 STAND 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. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 36 BC LATERAL SUPPORT <= 12"OC. UON. TC SNIF 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)= 64.0 PLF 6'- 5.5" TO 12'- 5.5" V BC UNIF LL( 0.0)+0L( 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)+OL( 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 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 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 1 5-11-11 0-06-02,y� 5-11-11 system and components and cladding criteria. T i320N T 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 D 1320# Q 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-5x6 M-6x6 in the plane of the truss only. 3 4 iiiiiiiiliiiiiiigt Iv 2 liar T 5 ,rt o 1 \ 6 �o r'-!-', 7 8 I M-3x8 M-3x4 M-1.5x3 M-3x8 1 l 1 l 5-06-12 1-05-12 5-05 y yy y 'S°"4-‘)4P R Opt s1S' 1-00 12-05-08 1-00 ��� 04GINFER /0 Qw :.92 4 0- _ 9c' JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - Al Scale: 0.4516 WARNINGS: GENERALNOIES, unlesssothesesenotetl: Cr 1.Builder and erection contractor shdwd be advised of s9 General Notes 1.This design is based only upon the parameters shown and is for an individual 9 ",OREGON �1,, Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing mu#be installed wham shown.. Incorparetbn of component is responsibility of the Gilding deaiyner. Y 20\ �• 3.Additional temporary bracing to MUM stability during Construction 2.Design assumes me by and boom chords to a laterally braced at `/ d is 1M responsibility of la erector.q(ldgional permanent bracing of 2'o.c.and at ea o.c.respectively unless braced throughout their length by /"' T f /a DATE: 1/29/2018 ore overall structure is the recontinuous sheathing such as plywood sheathing(TC)anon drywall(Bc). YVf responsibility of the building designer. 3.24 impact bridging or lateral bracing required where shown«« �+ I 1 SEQ.: K418 7 7 01 4.No load should be applied to any component until afar all bracing and 4.Installation of truss is me responsibility of the respective contractor 1 fasteners are complete and at no One 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. and are or me full condition" use. 5.CompuTrus has m control over and swumes no nspenibiliry,forme 8.Design assumes full bearing at all supports shown.Slim or wedge if EXPIRES: 12- 1-2019 necessary fabrkation,handling,shipment c potent and installation moolrponents. 7.Design assumes adequate drainage is provided. S. January 29,2018 This design is furnished subject the be limitations set lath by S.Plates shalllocated on both faces of truss,and placed so their center TPIAPTIA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9 Digits indicate sae of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1L)-E 10.For ask connector plate design values see ESR-1317,ESR-1988(Musk) r I • 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 DF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=(-800) 169 1-5=(-108) 692 5-2=(0) 283 BC: 2x4 DF S15NTR SPACED 24.0" O.C. 2-3=(-801) 159 5-3=(-108) 692 WEBS: 2x4 DF STAND 3-9=( 0) 36 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. P DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" ; 0'- 0.0" -65/ 522V -29/ 21H 5.50" 0.84 DF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 5.5" -112/ 648V 0/ OH 5.50" 1.04 OF ( 625) 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. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1,/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'- 4.1" 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. 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), 4.00 a 4.00 load duration factor=l.6, Truss designed for wind loads M-4x6 in the plane of the truss only. 4.0" 2 .F-/ I I I • 3.0" • • o , 1 1 6 ------1 ,,...._______:_ - O I M-3x4 M-1.5x3 M-3x4 ,1 N y y 6-02-12 6-02-12 > 12-05-08 y 1-00 y ��,, RP oI r �`� cNGINEF9 i� `rte 89200PE 9r' JOB NAME : 20516 SAGEESIUILT PLAN 2179 ASH CREEK - A2 Scale: 0.4897 - '� 410. WARNINGS:j GENERAL NOTES, unless olhery lee noted. O Truss: A2 1.Builder c d 1 should bd sed of all General Notes 1 This design is based onlyup the parameters shown and isfor individual 7, OREGON k/ and Nh before net d'nm building component.Applicably of design parameters and props 2.2x4 n bb g sl beinstalled here shown•. incorporation t component theresponsibility of Me building dger. `2-(3)\ ��� 3.Addition. pont,/ry b -g t ss stability during caretrudion 2.Design esu M top est bob hob to be laterally braced al /0 �Y y g 's the re 'ility of the erector.Additional permanent brat ng of 2 o.c.and at 1 O o.c.respectively unless braced throughout their length by 1 DATE: 1/29/2018 Ins oven Mtrudure is Me responsibility of the building designer. continuous sheathing Itch ea plywood sheathing(TC)and/or drywall(BC). ,, 3.2x Impact bridging or lateral bracing required where shown.+ /+e 14R I IN- SEQ.: K4187702 4.No load a be applied to any component until after all bracing and 4.In tail.=of truss is the responsibility of the respective contractor. 7 7 fasteners complete and at no time should any loads greater than S.Design assumes truss are to be used in a non-corrosive environment, TRANS ID: LINK design) be applied to any eompanent. and arerortlywnalln ortse. S.CompuT has no control over and assumes noreaponsibilayfor the B.Design assumes full bearing at ellaupponsshown.Shimorwetlgeit EXPIRES: ]2-31-2019 fabricate handling,shipment necesssry_ • pmenl and inhalation of 7.Design assumes adequate drainage n provided. January 29,2018 8.This de' is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • TPIM/f In SCSI,copies of which Mil be furnished upon request. lines coincide with pint center lines. • }}1��" 9.Digits indicate size of plate in inches. MiTek 1J9A,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ki 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 9WR/GDF/Cq-1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 36 2- 6=(-430) 2036 6- 3-( -10) 206 BC: 2x6 DF SS 2- 3=(-2191) 490 6- 7-1-439) 2031 6- 4=(-100) 128 WEBS: 2x9 IF STAND LOADING 3- 4=(-2036) 983 7- 5=(-431) 2041 4- 7=( 0) 195 LL = 25 PSF Ground Snow (Pg) 4- 5=(-2195) 488 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. 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)- 64.0 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: 2x9 BRACING AT 29"OC CON. FOR 1 0'- 0.0" -209/ 1107V -18/ 26H 5.50" 1.77 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ITC 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 24 "oc spacing. 1 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 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. 5-11-111 0-06-02 5-11-11 Wind: 140 mph, h=22.6ft, TCGL=9.2,BCDL-6.0, ASCE 7-10, ..(( (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 320# load duration factor-1.6, • 12 +320# 12 Truss designed for wind loads 4.00 E a 4.00 in the plane of the truss only. • • M-5x6 i M-6x6 •• 3 • • N 2 ' ® M O f O 6 7 o l M-3x8 M-3x4 M-1.5x3 M-3x8 • • ; l ,1 1 5-06-12 1-05-12 5-05 y y y 0PROpen 12-05-08 ��`n` s ,,5 0NGI NEF9 /0�• �' :9200PE �' JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - A3 Scale: 0.4522 -,,,," WARNINGS: GENERAL NOTES, unless otherwise noted: C) Cr 1.Builder and erection contractor should be addled Mall General Notes 1.This design l based only upon the parameters shown and is for an individual OREGON s, (.C/ Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper yd 2.2s4 oompreabn web bracing mu%he installed when shown�. incorporation of component Is the responsibility of the building designer. �+ 3.Additional temporary bracing to insure stability during construction 2.Design assurers the tap and bottom Garda to be taterelly braced at Q -','+ Is the responsibility aft erector:Additional permanent bracing of 2'o.c.and at 10 o.c,respectively unless braced throughout their length by ,O M e O DATE: 1 29/2018 the overall structure lthereof but designer. continuoussheathing such as plywooduheathing(TC)and/or drywall(BC). s� aew:WNW o building3.2s Impact bridging or lateral bracing required where shown s• �R{� `�. SE K 418 7 7 0 3 4.No load should be applied to any component ung she at bracing and 4.Installation of truss*the responsibility of the respective contractor. •N e a 4' fasteners are complete and at no time should any burs greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loatls be applied to any component. and are for"dry condgion"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes NII bearing at all suppo s shown.Shim or wetlge it EXPIRES: 12-31-2019 m.fabrication,handling,shipment and installation of components. awry „ Pealsn harmebooeduoneothfae is truss, January 29,2018 B.Thin design is furnished subject to the limitations set bnh by B.Plates shall be betted on both faces o(Iruas,antl placed so their center TPIIWTCA in BCSI,copies of which will be fumiSrd upon request. lines coincide with pint center lines. A Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For been connector plate design values see ESR-1311,ESR-15eO(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 24-00-00 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=( 0) 36 2-10=(-1450) 4627 3-10=( -204) 661 2x6 DF SS T2 2- 3-(-4974) 1588 10-11-(-2801) 7703 10- 4-( -58) 638 BC: 2x6 DF SS LOADING 3- 4-(-5349) 1746 11-12-(-2801) 7703 10- 5=(-2666) 1202 WEBS: 2x4 DF STAND ! LL = 25 PSF Ground Snow (Pg) 4- 5=(-5103) 1693 12- 8=(-1450) 4627 11- 5=( 0) 375 t TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-5103) 1693 5-12=(-2666) 1202 TC LATERAL SUPPORT <= 12"OC. UON. ) 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 <= 12"OC. UON. TC UNIF LL( 50.0)+GL( 14.0)- 64.0 PLF 18'- 0.0" TO 24'- 0.0" V 7- 6-(-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: 2x4 BRACING AT 24"OC 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 BRG AREA • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -598/ 2066V -24/ 24H 5.50" 3.31 of ( 625) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 24'- 0.0" -598/ 2066V 0/ OH 5.50" 3.31 OF ( 625) ' BOTTOM CHORD CHECKED FOR IOPSF 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 DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1 MAX LL DEFL = -0.406" @ 12'- 0.0" Allowed = 1.154" 1 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 = 0.114" @ 23'- 6.5" • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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. 5-11-11 12-00-10 5-11-11 T r T T 1' 3-02 2-09-11. 6-00-05 6-08-04 ,y 2-01-12 3-02 T f 4320# f *320# T f 12 12 4.00 a 4.00 M-6x1q M-6x10 M-5x12 M-1.5x3 `1�• T2 6 ' M-1.5x3 3 1mamma IR, 7 o 1�� EMdEN - - EINEM -EIN\90 1 12 o M-3x12 M-5.12 0.25" M-5x12 M-3x12 0 MSHS-8x10(S) y 5-02 6-10 y 6-10 y 5-02 y .```"�� pROFFi$'s y1-00y 24-00 yl-say 09 ���`� F,NC"INFF9 /01 92.iP 1 JOB NAME : 20516 SAGEtUILT PLAN 2179 ASH CREEK - B1 .� Scale: 0.2660 .. :�, WARNINGS GENERAL NOTES, unlessal ted. 1.Boder erection contractor should be advised of all General Notes 1.This designs based only upo al p to ha nd PI for individual 'yL /1"OREGON oto Truss: B1 and Wa before construction commences. building component Applicability f design p d pope 2.2x4 corn rasion web bracing must be installed where shown i 2.Design assumes the top and hod chords b be laterally braced incorporation or component-alresponsibility f al building d ger. 2°�' �� 3.Additio temporary bracing to insure stability during construction 2 o.c.and at l ft oz.respectively unless braced throughout(hair length by is the re 'biliry of the erector.Additional permanent bracing of /O •T s /ochre is therebilk of bucca test continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2018 the ova / responsibility o ng designer. 3.2x Impact bridging or lateral bracing required where shown+v FR R 11A- SEQ.: K4187704 4.No ball ue be applieo to any component until alter all bracing and 4.Installation of truss le the responsibility of the respective contractor. fastens M complete and at^o time should any loads greater than 5.Deegn assumes trusses are b be usW in a noncorrosive environment, TRANS I D: LINK design be applied to any component. am are for condition"0 use. 5.Compu has no control over and assumes co reaponaibilay for the B.Design assumes full bearing at all supporta shown.Shim or wedge if ry. EXPIRES: 12c31-2019 fabricate*hendli^g,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 29,2018 6.This deeris furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPb1MIn BCSI,copies of which will be famished upon request lines coincide with pint center lines. �g� S Digits indicate size of plate in inches. ` MiTek kIAIno./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,E5R-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 9WR/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 29.0" O.C. 2-3=(0) 0 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -169/ 527V 0/ 16H 5.50" 0.89 DF ( 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. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" 4-09 f T Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 D Wind: 140 mph, h=22.4ft, 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. 3 -V PROVIDE SUPPORT 'n 0 1 oo 1 2tel, 0 M-3x4 I y )' k 1-00 [ 6-00 <c-1` PRQFFss �c,5 ,NGINE 15 /12 89200PE % JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - AJ4 - Scale: 0.6402 %. WARNINGS: GENERAL NOTES, unless U noted r C" I Builder d erection contractor should be ds sed of all General Notes 1.Ohmdesign is based only upon the parameters shown and is for an individual 7L. 4 OREGON D. A. Truss: AJ4 and Warningsib before rjant s. budding componentApplcablily ofdesign parameters and proper 2,2x4 p sap b brag ua be-stall d who.Nown�. rporation of component'the responsibil responsibility of the building Id ng desgner. (� 3.Additional temporary bracing toinsure stability dining construction 2.Design assumes the lop and bottom cholla to be laterally braced at /O y '1 4 24 �� is the responsibility of the erector Additional permanent bracing of 2 .c.and at 1 O o.e.respectively unless braced throughout their length by f is DATE: 1/29/2018 the overall manure is the responsibility ofthe building deecontinuous sheathing such as plywood sheet whereC)and/or drywall(BC). `-VVs apono ity ilding gner. 3.2s Impact bridging or lateral Mating required shown e e FR R' �" SEQ.: H 4 18 7 7 0 5 9.No bad should be applied to any component until all bracing and 4.Installation of trusstrussis the responabilsy of the respective contractor. fasteners are complete and at no time should any beds greater than 5 Design assumes trusses are to be used in a non-corroave environment, design loads be applied to any component and are for-dry condition"of use. TRANS ID: LINK 6 Design full taleu supports shown a CompuTrm has no control over and assumes no mpon•ibilM for the g°••�^I•• g• p� wedge^ EXPIRES: 12-31-2019 necessary fabrication,handling,shipment and installation of components. 7 Design assumes 6.This design is furnished subject tobtelimitatiomMbrthby 8.Plates shall belocated uonboth faces oftrate drainage is uss,and placed sotheir center January 29,2018 TPIANTCA in BCSI,copes of which will be furrishad upon request lines coincide with joint center lines. 9 Diggs indicate ser of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)E 10 For basic connector plate design values see ESR-7311,ESR-1988(MiTek) II • This design prepared from computer input by 1 Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2X9-2 DF #1&BTR • TOP CHORD LL + DL = 32.0 PSF • 12 2.83 0 M-5x8 M 3x6 IOC M-3x6 111110 M-3x6 . M-3x8 1001 N • re, I f O 1 • 1 w Y 10-02-11 V.ED PPOFFs�� ,c.o. A9 Q � 98N9G200FPcEs/ 1 JOB NAME : 20516 SAGEEUILT PLAN 2179 ASH CREEK - AR . Scale: 0.9723 ,= mo WARNINGS:. GENERAL NOTES. unless otherwise noted /1"• I.Builder erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an individual "f7G e OREGON �'�'S Truss: AR and Wa before ceretrucibn commences building componem.Applicability of design parameters and proper �f, 2.254 oft ion web bracing must be installed where shown v. incorporation of component is the responsibility of me building designer. 2.0 �� 3.Addition bmporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at //� 14 is the re ability of Na erector.Addtliorel permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by L/ candnuous sheathing such as plywood sheathing(TC)andror drywall(BC). DATE: 1/29/2018 the ove structure is the espons y of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ MI����� SEQ.: K4187706 4.No bto ad Id be appliedany component uMil after all bracing and 4.Installation of truss is the responsibility of the respective contractor �'7 fastener omplete and at no time should any bads greater than 5 Design assumes tenses are to be used in a noncorrosive environment, erg be applied to any component . and are some conation-of use. TRANS I D: LINK de9 5.CompuT has no mmol over and assumes no responsibility for the 8.Design assumes fall Dearing al all suppods shown.Shim or wedge if EXPIRES: 12-31-241 V fabriceho handling,shipment end Installation of components. necessary, Plato shall lllmes beloweduate onbothiregebprusIded s,a January 29,2018 8.This is furnished subject to the Ilmtletiona set forth by 8 Plates shall be lowed on both faces of[mss,and placed so their center TPIMm In BCSI,copies of which will be furnished upon requestlinescolnclde wit(oho cenor lines. ♦ 9.Digits indicate see of pate in inches. MiTek d�i',,Inc./CompuTrus Software 6.2.3(1L8Z to.For basic connector plate design values see 108-1311.ESR-1986(Mitek) r 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-526) 2094 3-10=( -80) 149 BC: 2x4 GF #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"OC. 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 BRG 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 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ! MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • MAX LL DEFL = -0.130" @ 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=l.6, Truss designed for wind loads in the plane of the truss only. 7-11-11 8-00-10 7-11-11 T T T T 4-00-08 3-11-03 4-00-05 9-00-05 3-11-03 9-00-08 T T T T T . T 12 12 4.00 L' M-4x6 , M-9x6 a 4.00 4 ', M-3x8 e 5 M-1.5x3 � aao : 7M-1.5x3 3 1 'Z_ m bel ' �_ • 0 2 10 ' 11 12 --'-'8 0 o -M-9x4 M-3x8 ) 0.25" M-3x8 -M-4x4 0 M-5x6(S) • l l y y y ���Ep P R OpCt. 7-05 4-07 9-07 7-05 G G'�� > 1 b k y tiN F,9 D 1-00 24-00 1-00 4, y X92• 00' C' . 04001." JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - B2 Scale: 0.2535• • /'y.. WARNINGS: GENERAL NOTES, unless otherase noted: Q �`jy 1.Builder and erection coHrador stt u6 be advised of all General Notes 1.This design is based only upon the parametersshownand S b individual w OREGON Truss: B2 and Warnings before constructionitaen/nencea building component Applicability of design parameters and proper �i 4, A 4l L 2.2x4 Com b bracing k he installed costo shows 0. incorporation of component's the responsibility of the building designer. w' I `. A. 3.Additional temporary bracing to insure stability during Construction 2.Design assumes the by and bottom chords to be throughoutman/braced at 20 ��" Ic the responsibility of the erector.Additional permanent bracing of 2'owe.and at 10 ac respectoply unless braced their length by O 7 4 1 DATE: 1/29/2018 the overall structure n the re rbitof the designer. 20 Imp osis sheathingingsten l b acing requirede ishown) •r tlrywall(BC). wan M building a 3.Installation n Impact bridging or lateral bracing where .a• FR R 11A- SEQ.: K 418 7 7 0 7 4.No load shoals be applied at any component ent until after all bracing and 5..o tal a assumes truss is the to bebuIsed in a respective onw l mventractenvirnmem, lactones are compete and at no time should ern'ow is greater roan and:re wr'dry condmom of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 w 5.compu7rus has no centro'over and assumes no raansiblily for the sa.ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 29,2018 6.This design is furnished subject to the limitations a at forth by B.Plates Nall be located on both faces Mtn.,and placed so their center TPIAARCA in SCSI,copies of which will be Nmuled upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask Connector plate design values see ESR4311.ESR-1989(MiTek) 1 i 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/Cg-1.00 TC: 2x9 DF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 36 2-12-(-685) 2094 3-12-) -80) 196 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3-(-2281) 788 12-13-(-R16) 2375 12- 9=) -52) 369 WEBS: 2x9 DF STAND 3- 9=(-2137) 729 13-14=(-816) 2375 12- 6=(-427) 257 • LOADING 4- 5-) 0) 0 14-10=(-716) 2094 13- 6=( 0) 119 TC LATERAL SUPPORT <= 12"OC. UON. t 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- B-(-1996) 711 8-14-) -52) 369 TOTAL LOAD = 92.0 PSF 7- B-) 0) 0 19- 9=( -80) 196 ' 8- 9-(-2137) 729 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2281) 788 ALL 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 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) , AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -218/ 1122V -34/ 39H 5.50" 1.80 DF ( 625) 29'- 0.0" -218/ 1122V 0/ OH 5.50" 1.80 DF ( 625) • • COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.002" @ -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 9-11-11 4-00-10 9-11-11 system and components and cladding criteria. ' T f f Wind: 190 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4-00-08 3-Q6-04 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 f 1 T T T 1' T 1 f load duration factor-1.6, Truss designed for wind loads 8-00 • 8-00 in the plane of the truss only. T T 1' 12 12 9.00 5 7 ' 9.00 M-4x6 M-4x6 4 M-3x8 B • 6 1.11 D M-1.5x3 M-1.5x3 3 9 PillIIIIII. 111114 I M � 1 � /111111 a ee �_ 1 ,;, 2 12 13 14 10 0 o -M-4x4 M-3x8 0'25" M-3x8 7._M-4x4 0 M-5x6(5) • y r y ) ) ) �,, PR°Fes, 7-05 i 4-07 4-07 7-05 5 GINE /A" 1-00 'k 24-00 1-00 ���i` vN �9 Q'v • :9200PE ��' JOB NAME : 20516 SAGEI fUILT PLAN 2179 ASH CREEK - B3 Scale: 0.2535 WARNINGS GENERAL NOTES, unless otherwise noted: Q Q. 1Builder erection contractor should be advised of all General Notes I.This design i based only upon the parere meteshown and is for an individual w Truss: B3 and Wa before construction commences, building component Applicability of design parameters and proper -y4. SORE ON N A.Ix. 2.2a4 coca ion web bracing must be installed where shown.. 2.incorporation of component is 1M responsibility of the building designer. 2-C3\2-C3\ �± 3.Additfo mporary bracing to insure stability during construction Design assumes the bto and bottom chords be laterallybraced at e is the ibility of the erector.Additional permanent bracing of 2'o.c.and at 1U o.c.respectively unless braced throughout their length by /O T s DATE: 1/29/2018 the we structure is therebitofthe building designer. continuousxImridgingi or suchasbracing iredweresandrywad(BC). � RRIO- SEQ.: eponsi M ng g 3.2a Impact bridging m lateral bracing required where shown and/or+ K418 7 7 0 8 4,No load be applied to any component until after all bracing and 4.Installation of truss i the responsibility of the respective contractor. fastener,are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, I beeppie applied ancomponent. and are for"dry condition"of use. maign �ld. TRANS ID: LINK y G DnmpuT+es has no control over and assumes no responsibility for the B.Design assumes foil bearing at ail supports shown.Shim or wedge if 'EXPIRES; 12-31-2019 nwem4fabrics handling,shipment and installation of components, ry "gnawumesatedon orainageisprasided. January 29,2018 6.This de is furnished subject to the limdationa set forth by B.Plates&Tell m bcagtl on both hoes of truss,antl placed so Meir center TPIMT h SCSI,copies of which will be furnished upon request. lines coincide with joint center lines, S Digits indicate size of plate in inches. MiTek l.{A,Ino./CompuTtus Software 76.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) X 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 OF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-922) 2063 3- 8=(-399) 233 BC: 2x4 OF #16BTR SPACED 24.0" O.C. 2- 3=(-2248) 509 8- 9=(-218) 1375 8- 9-) -99) 627 WEBS: 2x4 OF STAND 3- 9=(-1968) 930 9- 6=(-941) 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=(-2248) 504 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 36 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG 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 1OPSF LIVE LOAD. TOP 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 LL DEFL = -0.101" @ 15'- 8.7" Allowed = 1.159" 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 componentsand cladding criteria. • 12-00 . 12-00 Wind: 140 mph, h=21.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 1' • f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-04-14 5-07-02 5-07-02 6-04-14 load duration factor=1.6, f / . . T Truss designed for wind loads in the plane of the truss only. 12 12 4.00 1 M-4x6 a 9.00 • 4.0" • 4 / '41111.11111111 M-1.5x3 ' M-1.5x3 3 ilieK N r"1 12 - 41 NM U t!� 7 .r'1 0 e 9 -6 o TM-4x9 M-3x4 M-3x6(5) M-3x4 -M-4x4 0 1, y l l 8-03-04 7-05-08 8-03-04 y 12-00 y 12-00 y 'C(' O PROFFSs 1-00 24-00 1-00 ,.._44../ � 2 89200PE p JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - B4 Scale: 0.2535 WARNINGS: GENERAL NOTES, unless otherwise noted: �'" 1.Builder and crenlon contractor sh�Id beadviseddvof W General Notes 1.Thisdesign is based only upontheparameters shownand is for individual 7 "�7 OREGON D� �lc, Truss: B4 and Wan before construction Commences. building component Applicability ofdesign parametersand proper 2.ars compression web bracing must be-need whore shown.. incorporation or component the r the building designer. so �4 3.Additional temporary bracing to insure stability during construction 2.Designassumesalt ane lop end bottom unlesschobac be laterally braced at (O r j y A (.v is the responsibility of IM erector.Additional parmansM bracing or con2'rate.and al ea Dict respectively braced throughout their length by 1 Cl f .4 DATE: 1/29/2018 the overall structure is thereresponsibility ofthebd designer. 2simpat rigorng stenlb as acingreuiredinefesown.TC)and/or eryw.n(ec). p upon Try lane a 3.2a Impact bridging or lateral bracing required where shown.. �Fi R 1``„ SEQ.: K 418 7 7 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respo be used of the respective contractor. 7l fasteners are complete and at no film should any loads greater than 5.Design assumes trusses are to be used in a nonionosive environment, and are for"dry condition"of use. design loads be applied to any component. ID: LINK 5.CompuTmehas m¢nbolover and aawmease. se ibil yforlhe S.Designassumeafollbearing at all supports shown.Shim orwedge if EXPIRES: 12-31-2019 neismary. fabrication.handling,hedauwntand installation of components. T.Plates assumes adequate dranaeaapm.ieed. January 29,2018 ` S.This design is furnished subject to the limitations sal forth by 8.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 pint center lines. g.Digits indite Ss of pate 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) 9 i 1 This design prepared from computer input by t Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 24'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF #1&BTR; i 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 i LOADING 3- 5=( 0) 0 12-13-(-1724) 7820 11- 6=(-2214) 450 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' 4- 6-(-7914) 1918 13-14=(-1724) 7820 6-12=( -846) 288 TC LATERAL SUPPORT <= 12"0c. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-9684) 2248 14-15=) -790) 3714 12- 7-( -522) 2040 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4112) 920 13- 7=( 0) 146 8- 9-( -30) 36 7-14=(-4536) 1040 ' LL = 25 PSF 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 BAG 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/ 61H 5.50" 3.53 DF ( 625) OVERHANGS: 12.0" 0.0" 24'- 0.0" -630/ 2939V 0/ OH 5.50" 4.70 DF ( 625) i 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 1SPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). , 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 j MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" -',- nails staggered: MAX LL DEFL = 0.138" @ 13'- 4.3" Allowed = 1.154" 9" oc in 1 row(s) throughout 2x4 top chor• MAX TL CREEP DEFL = -0.525" @ 13'- 4.3" Allowed = 1.539" 9" oc in 2 row(s) throughout 2x6 top chor•:, (/t2 9" o in 2 row(s) throughout 2x6 bottom c •rds, MAX HORIZ. LL DEFL = -0.029" @ 23'- 6.5" �M�/ 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. 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, 2.2-00 12-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T i f f load duration factor=1.6, 6-06 3-03-06 2-02-10 1-04-09 9-07-12 3-00-19 2-11-02 End vertical(s) ar exposed to wind, Truss designed fore wind loads f 1 1 'f 1 'f 1 T in the plane of the truss only. 7-02-04 T +9810 +5226 +9834 12 •• 5 +522# 4.00 D 7M-9x9 11-4x8 M-6x6 M-5x12 M-5x6 M-1.5x3 3 4 6 7 8 9 T2WS PM 00 • 0 iro '-i 2 Is ® -- O ® N o 1 low= to 11 0 25^12 13 14 T . o M-3x8 :=M-4x9 =M-9x4 M-1.5x3 M-3x8 M-5x6 } M-7x6(5) y ), y y y k > Q,0 PROF 6-06 3-06-14 3-06-19 9-09-04 2-09-06 3-02-10 r•�`" GIN F �Ss/ 1-00 ' 29-00 y ��`J �N F9 p2 .•• 8�200PE 9r JOB NAME : 20516 SAGE4UILT PLAN 2179 ASH CREEK - B5 • * Scale: 0.2603 „,,,,,, WARNINGS: GENERAL NOTES, unless othenvise noted: • I.Builder s• erection contractor should be advised of all General Notes 1.This design is based only up theparameters shown and is for an individual t� OREGON � 44// Truss: B5 and Wa ys before construction commences. building component Applicability of design parameters and proper �/y� I N''' ew t 2.204 corn n web bracing must be installed where shown•. Incorporation of component is the responsibility of the building designer. ��/ %�t 40`N 4,\ 3.Addilio �lmporary bracing to insure stability Pang construction 2.Design assumes the top and bottom chortle to be laterally braced at es r y A is the Oiliy of the erector. at.al permanent bracing of 2'o.c.and at 15 o c.respectively unless braced throughout their length by t`# DATE: 1/29/2018 the ove structure is the responsibility f the builmn designer. continuous sheathing such as plywood required sheathing(TC)annoy drywell(BC). ^a.v aa,,�� aponsi BY a g3.2x Impact bridging a lateral bracing required where shown•i R R 1�� SEQ.: K4187710 4.No IoW Id be applied to any component until alter all bracing and 4.Installation of truss is the reasonability of the respective contractor. taste compete area at no time should any loads greater man G Design assumes busses are to be used a a non-corrosive environment, and are for"dry condition"of use. TRANS ID: LINK Design I be applied 10 any component s tampon tosnocoMroloverantlassumesnareaponwbilyforthe 8.Design assumes full beating atMIsuppotsshown.Shim orwedge if EXPIRES; 12-31-2019 • ssery. Iebriostio handling,shipment and installation of components. .Design assumes catedneofeiaprovided.an January 29,2018 B.This de' is furnished subject to the limitations eat forth by 8.Plates shall be locatedoon both faces of truss,end placed Sc mein center TPI/WT Sr SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek U Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4 • k 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 #185TH TOP CHORD LL + DL = 32.0 PSF 12 2.83 M-5x8 M-3x6 M 3x6 v 1st v PROVIDE SUPPORT @ 48"O.C. M-3x6 0 y 8-05-01 M-3x6 QO N f� to O /— I o y y l 1-05-12 8 -05-13 ��Pc O P R prFss k....1 ,NGW EF9 /C :9200PE 9% JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK — BR Scale: 0.5034 0' .. ` WARNINGS: GENERAL NOTES, unless otherwise noted: tO Q"" 1.Builder and erection contrador should be advised of N General Notes 1 This design is based only upon the parameters shown and N for an individual 74. 2!OREGON Ix A. Truss: BR and Warnings before construction aoramencen building componentcomponentcomponentApplicability of design parameters and proper 2.204 compreswon web bracing must be installed when Mown.. incorporation ocomponentis the responsibility of Me building designer 1+ 3.Additimultemporary bracing toinsure stabilitydumgconstruction 2.Design assumes the top and botlomchords tobelaterally brscetlat 'o 44k 14 2°\0,v.-, is the responsibility of the erector.Addbcnal parmrlsrd bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 DATE: 1/29/2018 the overall structure is Me responsibility f Me fou dor ,continuous sheathing such as plywood ahealhing(TC)and/or tlrywaN(BC). If aponr sy o bulldog designer 3.2s Impact bridging or lateral bracing required where shown.. R R 11 v SEQ.: K 418 7 711 4.No load shbe applied to any component unto after all bracing and 4 Installation of truss is the responsibility of the respective contractor. Il {r fasteners are complete and at no time should any ban.greater than 5 Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. end are for"dry mmNon'of use TRANS ID: LINK 0 Design assumes full beanng at all supports shown Shim or wedge if EXPIRES: 12-31-2019 5 CampuTrus has no control over and amumes no responsibility for thenecewry, .I fabrication,handling,Nipment and installation of components7.Design assumes adequate drainage is provided. January 2912018O 6.This design is furnished subject to the hmiahom sr forth by S.Plates shall be located on both Noes of truss,and placed so Meir center .7 TPIIWICA in BC51,copies of which will be furrsahad upon request lines coincide with joint center lines. g.Signs indicate axe of plate in inches. MiTek USA,Ina./CompuTrus Software 6.2.3(1L)-2 1o.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 #16BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 36 2-4-(0) 0 BC: 2x4 OF #16BTR SPACED 24.0" O.C. 2-3=(-31) 30 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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" -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/ 4BV 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 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" 1-11-11 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 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-21.9ft, 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 3 in the plane of the truss only. r1 • ti � - o /- M-3x4 • • • 1-00 1 6-00 •<<:?`Eo PROpe ,s ���c� ��GINEF9 /029 89200PE c JOB NAME : 20516 SAGE$UILT PLAN 2179 ASH CREEK - Ji Ia Scale: 0.7027 WARNINGS GENERAL NOTES, unless otherwise noted'. 1.Builder erection contractor should be advised of all General Notes 1.This design u based only upon the parameters shown and is bran individual OREGON 4, Truss: J1 and W'a before construction commences budding component Applicability of design parameters and proper ♦ '/sem 2.2s4 co n web bracing must be installed where shown.. incorporation of component is the resporoibiliry of the building designer. / "/L1 SC/' o A A� 3.Addilio temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced al O -7,Y 1 A Y is Me biliry of the erector.Additional permanent bracing of 2'rec.and at 10 0.0.respectively unless braced throughout their length byconhnu DATE: 1/29/2018 the ov structure is thereresponsibility of building designer. 2xImpct ridging or suchasacng re uired neresown•g(TC)andlor tlrywall(BC). Wonst M o g g 3.2s Impact bridging or lateral bracing required where shown•. SEQ.: K418 7 712 4.No load Id be applied to any component until alter all bracing and 4.Installation of truss I the responsibility of the respective contractor. fasten 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 I be applied to any component. and are for dry conditionof use. 5.Compu hes no control over and assumes no responsibility for the e 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry • !abhor,' n efutmg,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 29,201 8 8.This d u furnished subject to the limitations set forth by 8.Plates shall be located on bath feces of truss,and placed so their center TPVWT In SCSI,copies of which will be fumished upon request. lines coincide with pint center lines. 9.Digits indicate see of plate in inches. MiTek LOA Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design velues see ESR-1311,ESR-1983(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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 36 2-5-(-94) 454 5-3=(-287) 207 BC: 2x4 DF #16BTR 2-3=(-533) 59 5-6=(-32) 60 5-4=) -99) 627 WEBS: 2x4 DF STAND LOADING 3-4=(-454) 73 4-6=(-717) 1B6 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. 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 BRG AREA BC UNIF LL( 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"OC UON. FOR TC 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 "on spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 4320# 'r MAX HORIZ. LL DEFL = 0.002" @ 7'- 1.3" 12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 1.3" 4.00 Design conforms to main windforce-resisting system and components and 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), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wtloads - - truss in the plane of the truss only. 0 0 cm O _. ______-------2 �<._ S .w 6 0 • M-3x4 M-3x4 M-1.5x3 • )' ), 5-06-12 1-08-04 • 1-00 7-03 �5 tiNGINE�r9 /� 2 ctw 89200PE 9r JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - Cl Scale: 0.5917 -.^'" WARNINGS: IGENERAL NOTES, unless otherwue noted'. Q 4" I.Builder and erection contractor sh¢¢¢ededed be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual 7, 4 OREGON �4/ Truss: Cl and Warnings before construction a,menoea building component.Applicability of design parameters and proper 2.2s4 compression web bracing mua�be installed where shown v incorporation of component is the responsibility of the building designer. A �^'� �� 3.Additional temporary bracing to insure stability during construction 2.Design and at 10 the top and bottom chorda to be laterally braced al � +Y V is the responsibility of the erector.Additional permafl M bracing of 2'continuous at 1 O o h respectively unless braced throughout their length by O 4 1 SQ DATE: 1/29/2018 the overall structure the resAll rens Swu deai continuous eneamiorng such as bracplywoing requiredd ilteC al and/or tlrywall(BC). spny M o ng designer. 3.2x Impact bridging or lateral bracing where shown** iiib R 11 `, SEQ.: K 418 7 713 4 No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility or respective contractor. 1 1 1. fasteners are complete and at no time should any Nada 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 seudry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.De gwaeaumes NII bearing at all supports shown.Shim or wedge i( EXPIRES: 1211-2019fabrication,handling,shipment and installation of angonenta. ry 7.Designassumesbeseded on drainage 1.0cupruside January 29,2018 6.The design is furnished subject to the limitations W Nth by 8.Plates shall be loafed on both has of truss,and placed so their center TPIAYFCA in SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines S.Digits indicate sift of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.13(11)-E II.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 • 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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) BC: 2x4 DF #1SBTR I SPACED 24.0" O.C. 2-3=(-47) 32 ( TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. 1 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/ 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 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" 1' T MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.7" Allowed = 0.213" MAX BC PANEL TL DEFL = -0.041" @ 3'- 1.9" Allowed = 0.315" 12 4.00 CI 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: 190 mph, h=22.2ft, TCDL=9.2,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 in the plane of the truss only. • ro • M-3x4 • • • • • y y b 1-00 • 6-00 • tAkcO PR QpFss 'C'S-.."'NC; .'NGIN ,E9 /O 2 I ct 89200PE -7r JOB NAME : 20516 SAGE SUILT PLAN 2179 ASH CREEK - J2 Scale: 0.6527 / WARNING GENERAL NOTES. unless otherwise noted- Q 410 1Builder erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -� 4 O REGON � . Truss: J2 ant We before construction commences. building component Applicability of design parameters and proper 2.2s4 cont salon web bracing must be installed where shown+ incorporation of components the responsibility of the building designer.3.Addle temporary bracing to insure stability during canstructbn .c 2.Design assumes the top and bottom chords to be laterally braced at at ,O � 14 �O is the re nstbilily of the erector.Additional permanent bracing of 2•s .and at 101 .d o.respectively unless braced throughout their length by 111 DATE: 1/29/2018 the ova rruaure is the re by f the building designer. continuous sheathing ORor etch as acing replywood r et when s andlor tlrywall(BC). Wont in o g 9aci 3.2s Impact of MINOR o lateral onsibi required the where shown++ SEQ.: K4187719 4 No bad lelbeapplied toanycomponent until after all bracingand 4.15111tasofeussstthe aretobeusyeinerespective contractor fastens pa complete and at no time should any loads greater Man 5.Des gn assumes ansae are is be used in a non-corrosive environment, TRANS ID' LINK design be applied to any component. end are for dncandmonmeas. 5.Cpmpu has no control over and assumes no responsibility for the 8.Design assumes tub bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessarabrim handling.shipment and installation of components. 7.Design assumes adequate drainage b provided. January 29,2018 8.This Is furnished subject to the limitations set forth by 8.Plates shall be kidded on both faces of truss,and placed so their center TPI/WT m 8E51,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate Size of plate in inches. MiTek ,Inc./CompuTrus Software 7.6,8(11)-E to.For bask connector plate design values see ESR-1311.ESR-191113(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 9WR/GDF/Cg=1.00 TC: 2x9 DF #1SBTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 36 2-4-(0) 0 BC: 2x9 DF #l&BTR SPACED 29.0" O.C. 2-3=(-69) 39 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" 0.64 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 GDPSF LIVE LOAD. TOP ICONS. 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" 5-11-11 MAX TC PANEL LL DEFL - 0.060" @ 3'- 7.2" Allowed = 0.354" T i T 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 indforce-resisting system and componentsand cladding criteria. 3 -/ Wind: 140 mph, h=22.6ft, 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 P. in the plane of the truss only. m m N M I M O o f 2 4 'oI� M-3x4 ; l l 1-00 6-00 ti.EO PROF ,co �NGiNE9 s/0 Q44: 89200PE r JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - J3 I Scale: 0.6277 I�yp,V,��','w+yy+aa' Ail'WARNINGS: GENERAL NOTES, unless m noted' O y .a5!^' • .. 1.BIa and exaction contractor h4adb dvbedofRGeneral Notes 1.lin desig based only upon theparameters shown and isro individual 7, 4OREGON ��(/ Truss: J3 dWarnings bro construction Wm a building component Applicability ldesign parameters and pipe a� 2.2aa compression bbd g a JCR tuned when shown.. oorporer r component theresponsibility of the building designer. N 1t 3.Additional temporary bra ng toinure stability during construction z.Design gn the top and bottom name to be ry braced r �O '9Y y 4 Z0� T is the responsibility of the erector.Ad monal permanent bracing of 2co.c.andat IITea ..respectively unlessbraced throughout their length by 1 ,Ii../- 2 P DATE: 1/29/2016 the overall structure is the responsibility of the building desi ner continuous sheathing such as plywood required where shown and/0r tlrywall(BC). Won 111' ng p 3.2a Impact bridging or Intend bracing .v ��O'1 SEQ.: K4187715 4.No Marl should be applied to any tneshould component until ant all bracing and 4.Installation of buss is the reasons/tellytof the respective contractor !l lr fasteners are complete and at not tine should any barb greater than 5.Design assumes busses are robe used in a non-carmtve environment, TRANS I D• LINK design loads be applied to any commanent. and are for"dry condition"of o.e. 5.CnmpuTrus has no control over and assumes no responsibility for the B.Deemegnwassumes NII bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and iatallation of mlrponents. y • 7 Desimesadequate drainage ia provided. January 29,2018 6.This design is furnished subject to the limitations set forth by 8.Platessshallshall 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 pint center lines. 9 Digits indicate aim of plate In inches. MiTek USA.Inc./CompuTrus SoRware 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-19S8(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-5=(0) 0 BC: 2x4 DF 816BTR SPACED 24.0" O.C. 2-3=(-78) 66 3-4=(-45) 18 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD= 10.0 POE 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" -53/ 378V 0/ 91H 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/ 338V 0/ OH 1.50" 0.43 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -19/ 01.7 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 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 = 0.036" @ 2'- 9.4" Allowed - 0.356" MAX TC PANEL IL DEFL = -0.055" @ 2'- 11.9" Allowed - 0.533" 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 4.00 D' MAX HORIZ. TL DEFL - -0.001" @ 7'- 10.9" • 4 -r' Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h-20.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, • 3 (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. rn • • aT O f 2 >! ' 6 o M-1,3)(4 • l y a 3 1 1-00 6-00 1-11-11 4tiD PROPt 44.1C ‘,Nc3 NFfi9 3/429 4. 89200PGIE r' JOB NAME : 20516 SAGE$UILT PLAN 2179 ASH CREEK - J4 Scale: 0.5775 WARNING GENERAL NOTES. unless otherwise noted' 1.Builder d erection comrectorshould be advised of all General Notes 1.This design is based only upon the parameters shown and u for an indivaual OREGON ttr� Truss: J4 and s before construction commences. building component.Applicability of design parameters and proper dy 2.2s4 ca salon web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / -/1 4)0 , 3.Addeo temporary bracing to Insure stability during construction 2.Design sesames the top and bottom chows to be laterally braced at is the nvibilily of the erector.Additional permanent bracing of 2'o.c.and at 1 a old.respectively unless braced throughout their length by O 14, DATE: 1/29/2018 the structure is the responsibility of the permanent t br continuous sheathing such as plywood sheathing(TC)ander drywan(80). as aponsi ity o ng designer. 3.20 Impact bridging or lateral bracing required where shown++ �"R R 14 SEQ.: K4187716 4.Nob Id be applied to any component until after all bracing and 4.Installation of truss tsthe reeponsibildyofthe respective contractor. fastene are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design be applied to any component. and are for.dry condition"of use. TRANS ID: LINK 5.Compu 6A has no control over and assumes no responsibility for the e.Design assumes d1beadngalallsuppodsshown Shim orwetlgeif EXPIRES: 12-31-2019 necessary. f dn.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 29,201 8 6.This hisde$emon is furnished subject to the limitations set forth by B.Plates shall be loured on both faces of Trus,and placed so their center TPIAM"IA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate eine of plate in inches. Muck A,Inc/CompaTras Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-5=(-45) 60 3-5=(-225) 163 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-94) 79 WEBS: 2x9 DF STAND 3-9=( -7) 3 LOADING ' TC LATERAL SUPPORT <= 12"OC. DON. 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 = 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL i REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 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" 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 T f f 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: 190 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, , 1Ilr End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N I on O N al N f O 2 5 -/ o M-3x4 M-1.5x3 • • 6-11-04 0-03-12 l l y 1-00 7-03 ���EO P R OpFSS �cl, �NGINFF'9 >0 2 `r :92OOPE ter' JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - C2 �� ' Scale: 0.5667• NAq"*e. WARNINGS: GENERAL NOTES, unless tM - noted: O �" t Builder and erection ahold be advped of all General Notes I.Thisdesignbased only upontheparameters shownand is for individual 7 OREGON A. Truss: C2 dWa ngs before Muoon ncea. building component.Applicability ftlsinp nd ppe 2.2s4 compression b bracing must ba'stalled where shown+, incorporation (componentthe f thebuilding tl sip r. 3.Additional temporary bracing to Muni stability doting construct on 2.Design a the top and bottom chortle k be ty braced t A 2� �4 is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at o.c.respectively unless braced throughout thea length by /O `�1 11! continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V1 DATE: 1/29/2018 the overall structure is the reyronsibeRy of the budding designer. 3.2a Impact bridging or lateral bracing required where shown++ ��O'1 SEQ.: K 4 18 7 7 17 4.No load should be applied to any cbnponent until Oar ell bracing and 4.Installation of truss Is the responsibility of the respective contractor. fl L.• fasteners are complete and at no firne should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID. LINK design loads beapplied to any component. and are for"dry condition"aruse. 5.CompuTrua has no control over and assumes no responsibility for me 6.Design albumin NII bearing et all supportsMown.Shim of wedge if EXPIRES: 12-11-2019 cog®ry fabrication,handling,shipment and inetallation of components. ' Design assumes adequate ofaceioprovided. 8January 29,2018 .This designfurnished is furnished subject the limitationsfortheatforthB.h by Plates Mlocatedlocated all be located on both hoes of frau,and placed their center January TPIANrCA in SCSI,copies of which will be fumeshed upon request. lines coincide with pint center lines. 9 Digits indicate six of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L}E to.For bask connector plate design values see ESR-1311,ESR-1988(MITek) • • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x4 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 BAG 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 OF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 OF ( 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. 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 Design conforms to m ) indforce-resisting 4.00 O 4 system and componentsand cladding criteria. Wind: 140 mph, h=20.8ft, 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 • to rn ti E rn 1 • O f 2 5� M-3x4 ' • • y y b 1 1-00 • 6-00 3-11-11 ���Ed PROPtc,S 5 tiNG�NEF9 /49,0, Q� :9200PE 9r JOB NAME : 20516 SAGE*UILT PLAN 2179 ASH CREEK - J5 . . i Scale: 0.5007 >, WARNINGS•. GENERAL NOTES, unless otherwise noted: Q ct- 1.Builder MalMalerection contractor should be advised of all General Notes 1.This design is based en9 upon the parameters shown and is for an individual 7, 4 OREGON Truss: J5 and Warerms before construction commences. building component.Applicability of design parameters and proper �La incorporation of component is the responsibility of the building tleaigcer. 2.2s4 oomrsion web bracing must be installed where shown•. / -9 Y 2�) �4 3.Addition!.temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be telera o braced at fa) d is the nubility of ms erector.Additional permanent bracing of 2'o and at 17 h.e.respectively unless braced throughout their length by T, DATE: 1/29/2018 the oe structure is the refoil f the buildingdesigner, continuous sheathing such as plywood aired where shown and/er drywall(BC). wens dy o g 3.20 Impact bridging or lateral bracing required where •• ,�•/4,1 .,a O'1 SEQ.: K 418 7 718 4 No load Id be applied to any component until after all bracing and 4.Installation of truss*the responsibility of the respective contractor. •!11 fasten ire complete and at no time Mould any lads greater than G Design assumes trusses are to be wed in a non-corrosive environment, TRANS I D• LINK design I be applied toany component and are for"dry condition"of use. S.Compo has no control over and assumes no responsibility for the 8.Oewcegnwaswmes fob During at all supports shown.Shim or wedge ifEXPIRES: 12-31-2019 fabricet handling,shipment and installation of components. ry ,.Pltasshall eseuoneothSeenage is provided. January 29,2018 8.This d u furnished subject to the limitations sot forth by S.Plates shall be located on both latae of true,and placed so their center TPINVT In SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. S.Opts indicate Size of pate in inches. MiTek 141A,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 LUMBER SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2X9-2 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF • • • 12 2.83 o M-5x8 M-3x6 1111111C M-3x6 111111 .',.. M-3x6 • 10111.000 M-3x8 0111161000 m I f o � • y • 11-10-13 PROp �NGINE�9 /� :9200PE yr JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - CR Scale: 0.7799 ---- "'�`"'"• • WARNINGS: GENERAL NOTES, unlessotMrwise noted: r'A� 1.Builder and erection contractor ahgild be advised of all General Notes 1.This design*based only upon the parameters shown and is for an individual "'� 0 R EGON i Truss: CR and Warnings before contraction Commence. balding component.Applicability of design parameters and proper �/� vs tom(/ 2.2k9 compression web bracing must as installed when shown.. incorporation of component is the responsibility of the building designer. L/ %<J 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords for to be laterally braced at '1)'7 A 0 is the responsibility of the erector.Additional pemlareM bracing of 2 o.c.and at 18 on.respectively unless braced throughout their cat(B by O `�1 DATE: 1/28/2018 the overall structure is the responsibility r the Dunn!)asst continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NV poll Ny om goer. 3.2a Impar bridging or lateral bracing required where shown.a• ER R I LL SEQ.: K 418 7 719 4 No load should be applied to any component until sitarbad all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any boos greater than S Design assumes trusses are to be used in a non-conorva environment, TRANS ID: LINK design bads be applied to any component. andarcfordyfutbes^gruae. 5.CompuTrus Ms no control over antl assumes no responsibility for them.ofi.Da B swmes full bearing at all supports mown.Shim or wetlga H EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry. T.Design assumes adequateoninage is provided. January 29,2018 6.This design is furnished subject to the limitations M forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished won request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches MiTek USA,Int./CompuTruN Software 6.2.3(1L)-Z /g.For basic connector plate design values see 151-1311,ESR-1988(MiTek) xi Ie • 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 #16BTR 1 LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6-(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. • 2-3=(-129) 67 3-4=( -64) 24 TC LATERAL SUPPORT <- 12"OC. UON. LOADING 4-5=( -26) 12 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 OVERHANGS: 12.0" 0.0" - TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSI 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" -149/ 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 DF ( 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 "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 - -0.026" @ 2'- 11.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.054" @ 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 m ) indforce-resisting 12 6 -/ system and componentsand cladding criteria. 9.00 l7 4 ') Wind: 140 mph, 1,21.1ft, TCDL=4.2,BCD1,=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. 3 m 0 0 ai n1 PPP' 0 2'_ 6 _ M-3x4 • y 1-00 * 6-00 )•• 5-10-15 * .1\C,• PROrCs6) • • <r��� tiNGINEF9 /�'1' 92 vC JOB NAME : 20516 SAGE70,0,,,....00. UILT PLAN 2179 ASH CREEK - J6 Scale: 0.4383 �..t WARNINGS GENERAL NOTES, unless otherwise noted'. t Builder erection contractor should be advised of all General Notes 1.Thi.design is based only upon the parameters shown and is for an individual 9 '2!OREGON t oto Truss: J6 and Wa before construction commences. building component,Applicability of design parameters and proper 2.2x4 co 'on web bracing must be installed where shown. incorporation of component is the responsibility of the building designer. 2��' �� 3.Addito temporary bracing b insure stability during construction 2.Design esteems km top and bottom thaw to be laterally braced et is the ibility of the erector.Additional permanent bracing of 2'o.c.and at ICY art.respectively unless braced throughout Meir length by /� T s DATE: 1/29/2018 the ova structure is the responsibility f the buildingdesi ner. continuous sheathing or such b apcn requiredd in ere s coandnn orywall(BC). MFR R I t� YVl aponsi dY o B 3.2x Impact bridging Or lateral bracing where shown.+ SE Q.: K418 7 7 2 0 4.No load be applied to any component until after all bracing and 4.Installation of truss Y the responsibility of the respective contractor. fasten W compete 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 be applied to any component and are for"dry condition"cif use. 5.Dompu has no control over and assumes no responsibility for the EXPIRES: Design assumes SI bearing et all supports shown.Shim or wedge d EXPIRES: 12-31-2019 mmo fabrica' ,handling,shipment and installation of components. 7.Design assumes adequate drainer is provided. 8.This 6 is hmiat d subject to the limitations set forth by 8.Plates Nall be Scaled on both faces of truss,and placed so their center January 29,2918 TPUWT in BDSI,copies of which will be furnished upon request. lines coincide with pint center lines. 11�� P.Digit.indicate Are Meade in inches. MrTek L A,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) i 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 #l&BTR SPACED 24.0" O.C. 2-3-(-37) 11 TC LATERAL SUPPORT <= 12"00. 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" -82/ 301V 0/ 31H 5.50" 0.48 DF ( 625) -27/ 25V 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 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/240, TL=L/180 1-11-11 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" f a. 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 D MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" • ' ) , Design conforms to m indforce-resisting • system and componentsand 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. 3 -r • ti N ti 0 1 1' '�. C) i 1- • M-3x4 • b )' b 1-00 2-00 �Ep PR OFF ����� NGIN���SiQ2 Q� 89200PE - 9r JOB NAME : 20516 SAGEBUILT PLAN 2179 ASH CREEK - SJ1 Scale: 0.7272 _. .. WARNINGS: 1 GENERAL NOTES, unless°Melrose noted: Q CC I.Builder and erection oomradorshc�.ddb am&ptlaall General Notes I.This deegnisbased only upo theparameters shownndisfo individual -�G ,�OREGON t. �tti Truss: SJ1 ash Warnings before construction th , building component Applicability ofdesign parameters and pope 2.2x4 compassion web bracing mur4 installed where Mown, ncorporefon or component is the responsibility of Me building designer. 3.Additional temporary bracing to in N slabiliFy during construction 2.Design assumes the top and bottom chords to be laterally braced al % qY 14, z� P} is the responsibility of the erector.Additional permanent bracing ofVP 2'continuous and al 1 Cr o.c. ly unless braced throughout(heir length by sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 1/29/2018 the overall structure is the responsddlly of the bulling designer. 3.2x Impact bridging or lateral bracing required where shown++ 4// 76.1111,.. - SEQ.: K 418 7 7 21 4.No load should be applied W any cor ponenl until eller all bracing and 4.Installation of arose is the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater man 5.Design assumes trusses are to be used in a norvcorrosive environment, and are for"dry condition"of use. TRANS ID: LINK design loads he applied to any component. 6.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the w fabricNbn,handling,shipment and installation of components. 7.Desiry,gn assumes adequate drainage is provided. January 29,2018 - 6.This design is furnished subject to the limlah6.ons she forth by Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which Mil be furnished won request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) • • 6:, 1. j This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS i TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 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=(-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" -83/ 322V 0/ 52H 5.50" 0.52 DF ( 625) 1'- 9.2" -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 G," BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 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" I 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" I MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" • 3 -, Design conforms to mlwindforce-resisting 1 system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, li (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. 0 f i I 0 o 1 2 4 M-3x4 • • • • • • ), , - b - k - ), 1-pF 2-00 1-11-11 <<qED PR QFFss Fs° cNGI NEF9 /°2 j 4w : 9200PE ter` JOB NAME : 20516 SAGE:1UILT PLAN 2179 ASH CREEK - SJ2 41lPideE- Scale: 0.8727 „ WARNINGS:I GENERAL NOTES, unless otherwise noted: Cr 1.Builder a 1111 erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 9 4 OREGON R oto Truss: SJ2 and NO 1-before construction commences. building component Applicability of design parameters and proper 2.2x4 cam•( n web bracing must be installed where shown.. incorporation or component is the responsibility of the building designer. Y 2.Design assumes thebp and botbmchoBslobalaarelybraced al 'O�Y' 74 ?$ Q`r 3.Addition.( ••nary bracing to insureN dliry during construction 2 o.c.and at 10 o.c respectively m braced throughout their length by is the '•Ility of the erector.Additional permanent bracing of continuous sheathing such a plywood sheathing(TC)and/or drywall(BC). DATE: 1/29/2018 the j• dareisthereeponsidlty of the building designer. 3.2x Impact bntlgngorlateral b rprequiredwhereshown+. FRRILL SEQ.: K4187722 a.No load 1t Idbe applied toany component until after all bracing and aInstallationOftro..Inereeponrmltyonnereapec.eWmradar fasteners 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-I be applied to any component. amoraro drywmtiammune. 1 6.Design assumes full bearing at all supports shown.Shim or wedge it S. EXPIRES: 12-31-2019 Comm puT hes no control over aassumes no responsibility for the mace faalce llo�handling,shipment and installation of components. sorry. 7.Designlasshall assumes adequate drainage faces is provided. January 29,201 8 e.This•- I e furnished subject to the limtalfons set forth by B.Plates be located on both aces o([roas,and placed so their center TPI/WTI n BCS(,copies of which will be furnished upon request. lines coincide wit joint center lines. 9.Digits indicate size or plate in inches. KIMU • Inc./CompuTrus Software 7.&8(11)-E10.For bask connector plate design values see ESR-1311,ESR-1910(MiTek) • F • Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3f" Center plate on joint unless x,y P rty 4 offsets are indicated. I I (Drawings not to scale) Dam ge or Personal Injury r�EE Dimensions are in ft-in-sixteenths. 11164,, Apply plates to both sides of truss 1 2 3 1. Ad itional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �'y1fi, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves pmay require bracing,or alternative Tor I 11-2-21-1111111NP-Aia_E pbracing should be considered. illiRlip OrYO3. Neverexceedthedesignloadingshownandnever d stack materials on inadequately braced trusses. H O 4. Pr ide copies of this truss design to the building C7-8 C6-7 C5b For 4 x 2 orientation,locate digner,erection supervisor,property owner and plates 0 'ht!'from outside BOTTOM CHORDS a ther interested parties. edge of truss. 8 7 6 5 5. Cu members to bear tightly against each other. 6. Maim 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. Deign 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. Unljess otherwise noted,moisture content of lumber snail not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Uhl ss expressly noted,this design is not applicable for ICC ES Reports: u$ with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.CO ber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1 311,ESR-1352,ESR1988 refs onsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1 397,ESR-3282 ca ber for dead load deflection. the length parallel to slots. 11.Pia a type,size,orientation and location dimensions indi ted are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and Southern Pine lumber designations are as follows: in I respects,equal to or better than that 40 i� Indicated by symbol shown and/or SYP represents values as published sp ified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.TO chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spaicing 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. I 15.Co nections not shown are the responsibility of others. II Indicates location where bearings of cut or alter truss member or plate without prior 16.D (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved a{� oval of an engineer. ikltlll•I� reaction section indicates joint �� number where bearings occur. 17.Ins II and load vertically unless indicated otherwise. Min size shown is for crushing only. MN Mil i 4ti 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MI is not sufficient. BCSI: Building Component Safety Information, F\iTe k� 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