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Plans (22) /1457 Ul — 000cZ t I.Z.OL7 SW 4-u?2iGccma., I /I4) 45'-0" 20'-0" r 14'-6" I 10'-0" 0 4112 RECEIVED 4 ,, : , JUN 9 2015 CITY OF TIGARD . : BUILDING DIVISION 1' m m m ch / 9 9 j✓ / y ,.< 9 P 9 ! ,,i,/ N • e •e • �] Q R T I 3 3 3 3 CV N ch 9 in L a-- � m • y i • i i i i 1 , i i 3 4:12 • 5:2 . . . I . 00 • �: N • 12:12 12:12 12:12 12:12 w n HUS26 HUE26 y d W: . . . . . ch 4:'2 I1��I� o / . . . I of 15'-51/2" _I 29'-61/2" 45'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 06/05/15 PLACEMENT ONLY REFER TOTRUSS CALCULATIONS AND PROJECT TITLE REVISION-I: ENGINEERED STRUCTURALco DRAWINGS FOR ALL FURTHER J-1861 STONE BRIDGEINFORMATION BUILDING ' b DESIGNER/ENGINEER OF RECORacif D; PLAN DRAWN BY' JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS BUILDING 327 / J-1861DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL TRUSSCOMPANY n CHECKED BY: ', A N Y DELIVERY LOCATION. SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION ,4 4 CO M P 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. rl MiTek 1l MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1861 STONE BRIDGE A 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: K1251880 thru K1251894 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ciko \ 0NGt N `P/O `z- 89782PE 9r 3',y OREGON r.0"04.• /2016 June 5,2015 Rivera, Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 1E11 MI 1 ft MiTekt MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1861 STONE BRIDGE 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: K1251880 thru K1251894 My license renewal date for the state of Washington is December 20,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ?AUL QS WASIj IA ,� 51976 c) tc 0,4, 4'G STEL �V June 5,2015 Rivera, Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,4 RUDE 811010 LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-33) 36 3-4=(-146) 116 BC: 204 KDDF 811610 SPACED 24.0" O.C. 2-3=(-64) 46 WEBS: 2n4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UCN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF FEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA EC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -63/ 3E5ri -20/ 61H 5.50" 0.58 KDDF ( 625) OVERHANGS: 12.11" 0.0" 5'- D.0" -22/ 1940 0/ OH 5.50" 0.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pa) :1-1.514 or ego.,1 at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (won) REQUIREMENTS O: IBC 2012 AND IRC 2012 NOT BEING MET. CONS. 2: Design checked for net(-5 psf) uplift at 24 or spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 •' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ - 9.5" Allowed = 0.274" MAX TC PANEL TL DEFL = -0.041" @ 2'- 7.6" Allowed = 0.410" 5-00 I - ) MAX HORIZ. LL °EFL = 0.000" @ 4'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10 3" 4.00 I - Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dirl, load duration factor=l.6, End vertical(s) to are exposed wind, M-3:+.5 3 _ Truss for wind loads in the plane of the truss only. M-1.5x9 - Truss designed for 402 outloo(:ers. 204 let-ins of the same size and grade as structural top `C chord. Insure tight fit at each end of let-in. \\\ Outlookers must be cut with care and are M-3x5 / \` / permissible at inlet board areas only. i LH 1 moi- - AUL i--- M-3x4 M-1.5x3 �Qg�Oc�T,jAStij� r� P tie 7. cf�4pC5S9TE7 r•Q ..i ao 5-00 R ass 't r '�'.,c, w�\�� �N ' E&-- u./slO2Y e' :9782PE r JOB NAME : J-1861 STONE BRIDGE - Al ,,,. .o► Scale: DORIS. / MINI l WARNINGS: GENERAL NOTES, unless othenese noted, ^,/• ���OREGON ,,^^ I Builder and erection contractor should be advised of all General Notes I.This design rs based only upon the parameters shown and for an indwtlual 1 :vJ Truss: A 1 and Warnings before construction commences building component.APplcabrity of design parameters and proper "lam/, n0 �Nr 2,2.4 compression web bracing must be instaled where shown• incorporation k al component the responuBag of the budding designer. �� Vq RY 15,V 3.Additional temporary bracing to insure stability during constructon 2 Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 17 o c.respectively unless braced INkeg a7 ougnout their lengthS by \ is the responsibility of the erector.Additenpermanent Erasing of continuous sheathing such as plywood AreaiNng(TC)and/or drywall(BC), PA U R',TE: 6/5/2015 the overall structure is the respons,biety of the building dragnet. 3,2a Impact bodging or latera bracing required where shown•• SEQ. : K 12 518 8 0 4,No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater man S.Design assumes trusses are to be used in a non-corrosive environment, des. loads be applied 1p ancomponent and are mr"dry condition"of use. TRANS ID: LINK g^ 6.Design s.eompuTrus has no control over and assumes no responsmmry for the EXPIRES: 12/31/2016necessary fabrication.handing,shipment and rnaallaban of components. 7 Design assumes adequate drainage s provided. U n e 5,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TRIM/TCA in SCSI,copes of which yes be furnished upon request lines coincide wdh fort center lines. • m uTrus Software 7.6 7SP2 1L-E 9.Digits indicate sae of plate in inches, MiTek USA,Inc./Co P ( I 10.For basic connector plate desgn values see ESR-1311,ESR-1988(MiTek) - This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 RODE 4166TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-33) 36 3-4=(-196) 116 BC: 2x4 KDDF 416BTP. SPACED 24.0" O.C. 2-3=(-64) 46 WEBS: 2,1 KDDF STAND LOADING TC LATERAL SUPPORT A= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- D.0" -63/ 365V -20/ 610 5.50" 0.56 KDDF ( 625) OVERHANGS: 12.0' 0.0" 5'- 00" -22/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 9.6" Allowed = 0.274" MAX TC PANEL TL DEFL = -0.041" @ 2'- 7.6" Allowed = 0.910" 5-00 I MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ASS Heights), Enclosed, Cat.2, Exp.B, MFRS(Dirl, M-1.5x3 load duration factor=1.6, End vertical(s) are exposed to wind, 3Truss designed for wind loads n the plane of the truss only. IEJ _________.--------- ___,+- II of / L Al _ PAUL I. . M-3x9 M-1.5x3 0- IAS . '(?p Z 7 �e' off xx .., Ifs 4 .8 p 51976 ... 1-00 5-00 Q.L .4r'(3 o HCl ass, . F, r CO 89782PE pr JOB NAME : J-1861 STONE BRIDGE - A2 Scale: 0.6552 WARNINGS: GENERALNOTES, unless otherwise noted, (/ 4) I.Balder and erection contractor should be advised of all General Notes 1.TMs design is based only upon the parameters shown and is for an lndbildual y `57 O R EGON „'- Truss: A2 and Warnings before construct:on commences building component Applicability of design parameters and proper (7 '1/ (� 0. 2 254 comptesaon web bracing must be installed where shown•. Incorporation of component the responsibility of the bmldmg designer. V 3 Addition&temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced al '9//'y�JI q RY 1 1 .,` is the re sponsibiliry of the erector.Atld,raeal permanent bracing of 2'o c,and al ID'o.c.respectively unless braced throughout thou length by ). a'� \N91 DATE: 6/5/2015 the overall structure is me resaesmd continuous sheathing or aterasacng reahead hares anmor tlrywan(Be). �Cy/ p N of Ina rmane designer. 3 c25o Impact bndgmg or lateral bracing d sheath where snows•r d• A SEQ. : K12 518 81 4 No load should be appled to any component until atter all bracing and 4 Installation of truss is the responsrbddy of the respective contiacmr. fasteners are complete and at no time should any loads greater than 5.Design a es trusses are to be used in a non-corrosive environment, TRANS ID' LINK design bads be applied to any component. and are fosutlry conddion''ol use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2016 fabacatRn,handling,shipment and installation o&components 7 sa ss - Fl Design assumes adequate aedrainage is provided. June 5,2015 6.Thu design is furnished subject to the 4mitalions set forth by 8 Plates shah be located on bolo faces of truss.and placed wtheir center TPI'WTCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center bees. 9 Digits indicate so,of plate in inches. Mitek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10 For basic connectorlate design 9^values see ESR-1311,ESR-1988(MITeM) This design prepared from computer input by OP _ LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" ICOND. 2: Design cher ked for net(-5 psf) uplift at 24 'oc spacing. ... 2:4 RODE PliETr LOAD DURATION INCREASE = 1.15 B_, 2+.4 RIDE P1,BTP SPACED 24.0" O.C. Design conforms to main indforce-resisting system and components and cladding criteria. TM, LATERAL SUPPORT <= 12"OC. UOS. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) 011 TOP CHORD = 32.0 PSF Wand: 140 mph, h=23.Sft, osed, .2,BC DL=6.0, ASCE 7-10, - DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unoalanced live loads have beer. Truss designed for wind loads considered fox this design. LL = 25 POE Ground Snow (Pg) in the plane of the truss only. — For hanger specs - One approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Out loo leer truss. Upper top chords require same material REQUIREMENTS OF IEC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with 14-3x8+ BOTTOM CHORD CHECKED FOP 1OPSF LIVE LOAD. TOP min typical 35"oc (tion). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [/lie end truss on continuous bearing wall TON. 11-102 or equal typical at stud verticals. !Refer to CompuTrus gable end detail for (complete specifications. 20-00 19-09 12-07-06 7-09-10 7-09-10 12-09-06 ' 1 I i I 12 M-3x5+ 12 5.0o7'.--- M-4,<8+ X15.00 j M-3x5(5) ---51-6—_----15ll'�� M-3x5(5)+ /� M-3x5(5) -----_,�� M-3x5(5)+ pAUc ,kry o�wAsg��'� lc i ,,, M 3x9+ i `.', �( f 4 8+ _-- 1 , - -- �.1 SQL 14r 6 tCp CIS .RSO '; M-3x5(S) s,S± �ys '�/ 20-00 19-09 ��`� �,•� ',r' / ,. • 1-09-10 39-097012 PE JOB NAME : J-1861 STONE BRIDGE - B1 �/ Scale: 0.2073 41) WARNINGS: GENERAL NOTES, unless elherwsenoted s ,OREGON(�Q'� Q„ I Builder and erection contractor should be advised of all General Notes I Th.design is based only upon the parameters shown and Is for en indbdual �wey� ,a�� Cr, (,+. � Truss: B1 and Warnings before construction commences building component Applicability of des/ parameters and 7 Al `L- gn parame proper 2 2v4 compression web bracing must be installed where shown.. incorporation of component is the respo Is of the building designer. t 3 Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally re braced at '°AUL Ck\ is the responsibility of the erector,Additional permanent bracing of 2'o,c,and at 10'o c respectively unless braced throughout their length by 1,-,..0, continuous sheathing such as plywoodrequired sheathing(TC)and/or drywalkl3C), .til E: 6/5/2015 the overall structure Is the responsibility of the building designer 3 2v Impact bridging or lateral bracing required where shown s s SEQ. : K 12 518 8 2 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor fasteners are complete and al no time should any loads greater than 5,Design assumes trusses are to be used in a noncorrosive environment deal loads de applied t°an and are for"dry condition'ofuse. EXPIRES: 12/31/2016 TRANS ID: LINK g" component 6,Design assumes lull bearing at all supports shown Shim or wedge if June 5,2015 5 CompuTrus has no control over and assumes no responsibility for Inc necessary fabrication,handling,shipment and Installation of components. ].Design assumes adequate drainage Is provided. 6 This design IS furnished subject to the limitations set forth by a Plates shall be located on both faces of truss,and placed so their center TPIGVICA in SCSI,copies°I which will be furnished upon request lines coincide with joint center lines. uTrus Software 7 6 7-SP2 1L-E 9 oigds Indicate size of plate in inches. e MITek USA,inc/Com P ( ) 10 For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2,1 KDDF U16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 79 2- 9=1-527) 2731 2- 3=(-2983) 624 7- 8=(-2659) 445 BC: 2A4 KDDF (115075 SPACED 24.0" D.C. 2- 3=1 -513) 237 9-10=(-410) 2417 3- 9=1 -174) 171 WEBS: 2x4 KDDF STAND 3- 4=(-2894) 593 10-11=1-394) 2392 9- 4=1 0) 447 LOADING 4- 5=(-2091) 514 11- B=(-516) 2640 4-10=1 -770) 265 TC LATERAL SUPPORT <= 12"OC. DON LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-2091) 527 10- 5=( -221) 1191 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2841) 601 10- 6=1 -738) 259 TOTAL LOAD = 42.0 PSF 7- 6=1 -398) 230 6-11=1 0) 415 OVERHANGS: 21.6" 0.0" 11- 7=( -117) 175 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ARS AREA " For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -301/ 1882V -159/ 171H 5.50" 3.01 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -223/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O MAX LL DEFL = 0.026" @ -1'- 9.6" Allowed = 0.180" MAX TL CREEP DEFL = -0.029" @ -1'- 9.6" Allowed = 0.240" MAX LL DEFL = -0.184" @ 20'- 0.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.372" @ 20'- 0.0" Allowed = 2.569" MAX HORIZ. LL DEFL = 0.076" @ 39'- 3.5" MAX HOPIZ. TL DEFL = 0.125" @ 39'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 20-00 19-09 Truss designed for wind loads l - I in the plane of the truss only. 6-08 6-08 6-08 6-08 6-08 6-05 12 12 5.0oF=T M-4x6 l 5.D0 4.0" s M-5x8(5) r-- M-5x8(5) ' 3.0" Q�aU,�. r 0.25" �\ 0.25" ) AV NENTAS/4 k -M-9 r.9 . \ M-3x5 tif�.a a) kg M-1.5x3 --\: \ % / M-1.5x3 ,,1� it'vG/' o ���� , 1. `(- r� G 1976 �Qr 0,/ m [_ 1 _ - MN J.m , is o _ 9 1 11 +'e Sys' w 6 IM-5x6 M-3x4 0.25" M-3x4 M-5x8 'o M-5x8(S) 11 f_ I. I 1 10-00 10-00 10-00 9-09 �r�2 c''..... I �O - ' ) 1-09-10 39-09 `� 9782PE mac-` JOB NAME : J-1861 STONE BRIDGE - B2 - - 404. ..00, Scale: 0.1523AWN ♦ �. WARNINGS: GENERAL NOTES, unless otherwise noted 6./ 'ry 1.Binder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and is for an individual I OREGON r-.;'s Truss: B2 and Warnings before construction commences building component.Applicability of design parameters and proper '��. -16 s, Q" 2,2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the banding designer. e9 (/��Y 'V (�'s 3.Addiional temporary bracing to insure stability awing construction 2.Design assumes the tap and bottom chortle to be laterally braced al V� is the responsibility of the erector.Additional permanent bracing of z c.c.and at to'a o respectively unless lim=ed throughout their length by ` o g goercontinuous sheathing such as plywood ehealhiihere s ownand/ora tlrywall(BC). PA , +1 sr� DATE: 6/5/2015 the overall structure is the responsibilityf the buldin desi 3.2x Impact bridging or lateral bracing required where shown++ r'Y U G� 1 - SEQ. : 9112 5 1 8 8 3 4 No bad should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor, fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a nancorrosrve environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition"of use. 5 CompuTrus has no control aver and assumes no responsibility for the 6 Design assumes full bearing at all supports shown Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components necessary. r Design assumes adequate drainage is provided. June 5,2015 6 This design is furnished suble=t to the limitations set forth by 8.Flates shall be located on both laces of truss,and placed so their center TPI:WTCA in BCSI,copies of which will be furnished upon request lines coincide with Point center lines MiTek USA.Inc/Com uTrus Software 767SP21L-E g.ForDigits isdaonte eceopllte dein ign values P ( ) ID For basic connector plate design values see ESR-1311,ESR-1966(Mire k) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IEC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2,64 ODOR 61613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -997) 2751 2- 3-1-2990) 1191 RC: 2.:3 KODF 4158TR SPACED 24.0" O.C. 2- 3=( -519) 360 10-11=( -821) 2439 3-10=1 -172) 226 WEBS: 2x4 KDDF STAND 3- 9=(-2918) 1173 11-12=( -867) 2939 10- 4-) -21) 447 LOADING 4- 5=(-2110) 1001 12- 8=(-1043) 2751 4-11=1 -769) 972 TC LATEPAL SUPPORT <= 12"CC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2116) 1001 11- 5=1 -462) 1210 BC LATERAL SUPPORT <= 12"70. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2918) 1172 11- 6-) -769) 472 TOTAL LOAD = 42.0 PSF 7- 8-1 -514) 361 6-12=1 -21) 447 - OVERHANGS: 21 6" 21.6" 8- 9=1 O) 79 12- 7-) -172) 226 LL = 25 PSF Ground Snow (Pg) 7- 8-(-2990) 1141 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HCRZ BRG REQUIRED BRG AREA LIVE LOAD AT LCCATIONIS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -300/ 1885V -173/ 173H 5.50" 3.02 KDDF ( 625) 90'- 0.0" -300/ 1885V 0/ OH 5.50" 3.02 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.030" @ -1'- 9.6" Allowed = 0.180" MAX TL CREEP DEFL - -0.029" @ -1'- 9 6" Allowed - 0.240" MAX LL DEFL = 0.202" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.386" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.030" @ 41'- 9.6" Allowed = 0.180" MAX TL CREEP DEFL - -0.029" @ 41'- 9.6" Allowed = 0.240" MAX HORIZ. LL DEFL = 0.078" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.129" @ 39'- 6.5" Design conforms to main wrndf orce-resisting system and componentsand cladding criteria. 20-00 20-00 -- - - - ------ - Wind: 190 mph, h=23.5ft, TC DL=9.2,BCDL=6.0, ASCE 7-10, 6-08 6-08 6-08 6-08 6-08 6-08 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), -.- load duration factor=l.E, 1 I I i 1 Truss designed for wind loads 12 12 in the plane of the truss only. 5.00 . M-4x6 -X15.00 4.0" 5 - M-5x8(S) i-'� M-5x8(S) _/ _ 0.25" 3.0 -�\ 0.25" , ?8A ULj�j }ot��' ?� // .¢- 7t, „ Or ,M-9x9 / M-9x9 C, „e 4 r M-1.5x3 \ \ --0.-• / d7r /i M-1.5x3 ��,./- • 0 . 1 1_,-,-17-- --= - . 'mss O � �'ISTE G� o I- .- l0 11 lz e �o �S G ,, 'M-5x6 M-3x4 0.25" M-3x4 M-5x6� `S-i', Q•,(e,� =� M-5x8(S) t"-' � • 10-00 10-00 10-00 10-00 �C`�� �� . '• °/;"‘�' = 1-09-10 - - --- 40-00 1109-10 `z' 89782PE yr JOB NAME : J-1861 STONE BRIDGE - B3 Scale: 0.1596 ' WARNINGS: GENERAL NOTES, unless othenese noted, OREGON R /^ Truss: B3 1 uilder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an Individual �' OREGO!V ��VJ and Warnings before construction commences building component.Applicability of design parameters and proper ��f (� 2 2v4 compression web bracing must be installed where shown a Incorporation of component is the responsibility of the budding designer V ��+ 3 Additional temporary bracing to insure stabmty dung construction 2 Desgn assumes the top and bottom chords to be laleralty braced at '4,e� q R 1`�^ �j . is the responsibility of the erector Additional permanent bracing of 2'o.c,and at 10'o c re specbvly unless braced Ihro ugho ul their alllp by dtr 's D:c.: 6/5/2015 the overall structure:s the responsibility t the building designer continuous sheathing such as plywoode sheathing(TC)ere s swnand/or drywall(BC). • PA U y \ c� ponsi y o g gner 3,2x Impact bridging or lateral bracing required where shown.+ 4. SEQ. : K 12 5 18 S 4 4 No load should be applied to any component until after all bracing antl 4 Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design a es trusses are to be used in a nonorrosive environment. TRANS ID: LINK design loads be applied to any component. and aremsuarycpndmm�-muae. c 5 CompuTrus has no control over and assumes no responsibility far the 6.Design assumes full bearing at all suppods shown Shim or wedge if fabrication.handling. hi Designas EXPIRES: 12/31/2016 g.s porenla^dorsallati°^ole°cop°nems 7 assumes adequate drainage is provided June 5,2015 6 This design is furnished subject to the limitations set forth by B Plates shall be located on both faces of truss,and paced so their center TPDWTCA in SCSI,copies of which will be furnished upon request, lines coincide with)Dint center lines 9 Digits MiTek USA,Inc ICompuTrus Software 7.6 7SP2(1 L)-E 10 Fors basic lplateinches connectosee rplate designe1968(MUTek) values see E5 R.1311,ESR-1988 This design prepared from computer input by ` JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1FBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-33) 36 3-4=1-146) 116 BC: 2,4 ROOF 4160TR SPACED 24.0" O.C. 2-3=(-64) 46 WEBS: 2x4 RODE STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -63/ 3651 -20/ 610 5.50" 0.58 KDDF ( 625) OVEP.HA.NGS: 12.0" 0.0" 5'- 00" -22/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) I4-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 9.5" Allowed = 0.274" MAX TC PANEL TL DEFL = -0.041" @ 2'- 7.6" Allowed = 0.410" 5-00 ( I MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 4.00 U' Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, _ End vertical(s) are exposed to wind, M-3x5 j Truss designed forwind loads in the plane of the truss only. Truss designed for 9x2 outlookzrs. 2,4 let-ins M-1.5x4 -7-7- of the same size and grade a; structural top `n chord. Insure tight fit at each end of let-in. / bi// / Outlookers must be cut with care and are M � '3 � permissible at inlet board areas only. %n % �i Vii. o 1%�2�_'" i /� 4 - te ' PAUL �J r' �/ M-3x4 M-1.5x3 > 0' WAS`�r,I,,4, y ..A., /meq tti� �Q"� va t r ' I 1 00 5 00 I 73Q �, 51976 9 � eZ' GISTE- 89782PE g<` JOB NAME : J-1861 STONE BRIDGE - C1 • - - Scale: 0.6800 ___.. f WARNINGS: GENERAL NOTES, unless othervnse noted ..� I Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indsidual OREGON 'ti' _ Truss: C 1 and Warnings before construction commences, budding component Applicability of design parameters and proper �/ n V 2 2v4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ��. &^�y { V 3.Additional tem bracing to insure stabile during 2 Design assumes the lap and bottom chards to be laterally braced at 7 ' { •r. temporary g y g 2'o c and at 10'o c.respectively unless braced throughout the lir length by \ is the responsibility of the erector.Additional permanent bracing of continuous sheathingplywood sheathing(TC)an rywall(BC). PAUL DATE: E/5/2015 the overall structure is the res such as dsheatNn TC dlord L.. responsibility of the building designer. 3,2v Impact bridging or lateral bracing required where shown++ SEQ. : K1251 8 8 5J 4,No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a nemcorrosNe environment, and are for"dry condbon"of use TRANS ID: LINK design loads be applied to any component. 6 Designfull at supports shown Shim or wedge 5 CompuTrus has no control over and assumes no responsibility for the assumes g a ppo ge if p c y!''� �j I] �+ fabrication,handling,shipment and installation of components 7 Design assumes adequate drainage is provided, EXPIRES:(RE J: I GIJ 1IGO 1 V June 5,2015 6,This design is furnished subject to the Imitations set forth by B Plates shall be located on both faces of truss,and placed so their center TPIWTCA in BCSI,copies of which will be furnished upon request. tines coincide with joint center lines. 9.Digits indicate size of plate in inches MITek USA,Inc.ICompuTrus Software 7 6 7-SP2(1L)-E 10 Far basic connector plate design values see ESR-1311,ESR-1985(MITek) - This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 204 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=1-33) 36 3-4=(-146) 110 00: 2+4 ROOF 14160TR SPACED 24.D" O.C. 2-3=(-64) 46 WEBS: 2:14 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIF 0'- 0.0" -63/ 365V -20/ 610 5.50" 0.58 KDDF ( 625) OVEPHANGS: 12.0" 0.0" 5'- 0.0" -22/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) -- For hanger specs. - See approved plans LIMITED STORAGE DOES NOT .APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IR0 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 29 'so spacing. _ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL EL REEL = 0.038" @ 2'- 9.5" Allowed = 0.274" MAX TC PANEL TL DEFL = -0.041" @ 2'- 7.6" Allowed = 0.410" 5-00 1 MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 9.00 E" Design conforms to main wandforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Drr), M-1.5x3 load duration factor=l.6, End verb calls) are exposed to wand, 3i - Truss designed for wind loads in the plane of the truss only. ------ /� 000 utt rn �o 1 0- - o .-- 2 - 1 4 ?AUL 8th N-3x4 M-1.5x3 , A$k %., t0 + / • c 1-00 5-00 „, GISMO sl�. qa r,�� �. E' s 6>02 89782PE -7_,JOB NAME : J-1861 STONE BRIDGE - C2 -- ---_ - Scale: 0.6550 :- ....�,�.. 1 WARNINGS: GENERAL NOTES. unless olhensnse noted I Budder and erection contractor should be advised of all General Notes I This design based only upon the parameters shown and is for an indarbual y nOREGON r^" Truss: C 2 and Warnings before conslrucnon commences budding component.Applicability of design parameters and proper 2 n V �� 2.2r4 compression web bracing must be installed where shown. incorporation of component is the responubiliry of the building designer .e7� �^�� s� (/ 3.Additional temporary bracing to insure stability during conshuction 2.Design assumes the lop and bottom cM1ords to be laterally braced at 7 aI :J �!' is the response Dility of the erector.Additional permanent bracing of 2'o.c.and al 10'o c,respectively unless braced throughout then length by \ir '(/ continuous sheathing such as plywood sheathing(TC)anS drywall(BC) 1A�y DATE: 0/5/2015 the overall structure is the responsibility of the building designer 3 2r Impact bridging or lateral bracing required where shown++ �'S l� SEQ. : K12 5 1 8 8 6 a.No load should be applied to any component umd after all bracing and a Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater man B Design assumes trusses are to be used in a noncorrosive envuonment, - TRANS ID- LINK design loads be applied to any component. and are for"dry conditwn"of use. S CompuTrus has no control over and assumes no responsibility for the fi.Design assumes lull bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 shipment and installation of components necessary fabrication.handling.chi 7.Design assumes adequate drainage is provided. June 5,2015 6 This design is furnished subse=t to the limitations set forth by B.Plates shall be located on both faces of truss.and placed so men center TPIWOCA in Bill.copies of which will be furnished upon request. lines coincide with pint center lines s. I Mr7ek USA,Inc/CompuTrus Software 767SP2(4L)-E to FFmibasc connectols indicate sqe r pi platedesign values see ESR-1311,ESR-1968(MiTeM) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0,0" IBC 2012 MAX MEMBER FORCES 491R/DDF/Cq=1.00 TC: 2,4 KDDF 41iBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-33) 36 3-4=1-146) 116 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2-3=(-64) 46 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. 505. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIP.ED BRG AREA BC LATERAL SUPPORT <= 12"OC. .1011. DL ON BOTTOM CHORD = 10.0 RIF LOCATIONS REACTIONS REACTIONS SIZE SQ.114. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- D.0" -63/ 365V -20/ 611-1 5.50" 0.58 KDDF ( 625) O'VEPHANGS: 12.0" 0.0" 5'- 0.0" -22/ 199V 0/ OH 5.50" 0.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members loon). REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 " For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 9.5" Allowed = 0.274" MAX TC PANEL TL DEFL = -0.091" @ 2'- 7.6" Allowed = 0.410" 5-00 ( 1 MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 4.00 G Design conforms to main windforce-resisting system and components and cladding criteria. hl-1.5r.3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, End vertical(s) are exposed to wind, M-3x5 3 _ Truss designed for wind loads in the plane of the truss only. L Truss designed for 9x2 outloo::e rs. 2x9 let-ins M-1.5x4% of the same size and grade as structural top 'n chord. Insure tight fit at each end of let-in. V\ _i Outlookers must be cut with care and are M-3x5 `,� ~ permissible at inlet board areas only. i ! o , j i 4 • PAUL krt.. M-3x9 M-1.5:<3 I. OV WAS44 ... FT O \\\\,r7 i 1-00 ) 5-00 J. �.; ,1+ 51976.� 5�.197{� �� :_ ,t CISTI?R ass 4) .E. ���� c:', 4E�9 s�°2 `z 89782 P E 9�' JOB NAME : J-1861 STONE BRIDGE - D1 - ,rte Scale: 0.6800 r.; '� AIM WARNINGS: GENERAL NOTES. unless othenoisenoted " OREGON ,z7- ,1„,,..1.Sulkier and erecton contractor should be advised of all General Notes I.This design is based ordy upon the parameters shown and is for an Indrvlual _ Truss: D1 e Warnings before constructor commences. budding component.Apploab@ry of design parameters and proper 2 n� HiQ` 2.2va compression web bracing must be installed where shown• Incorporation of component is the re eponubrtiI of the budding designer. .9' ' 0.q RY G v bars 3 Addetonal temporary bracmg to insure stabady dung constructor 2.Design assumes the top and bottom chords to be WteraBy braced al 77 'l :,/ �!. is me responsibility of the erector.Adtlaronal permanent bracing of and at 10'o c.respeclrvely unless braced throughout their kngth by \ `�/ ElATE: 6/5/2015 the overall structure is the responsibility the braidingdest continuous sheathing such as plywood aired here s antllortlrywall(fiC). p A ponst ry 0 aver. 7.2w impact bridging or lateral braurg required where shown.. /"{ SEQ. : 1<1251887 a.No load should be applied to any component unit after a8 bracing and a.Installation of buss is the responsibility ohne respective contracm, fasteners are complete and at no time should an loads 6 0 es trusses are to be used in a fon-corrosive envtronmenl, p y greater than and are assumes TRANS ID- LINK design loads be app lied to any component. are orrery eandnbn'01 use. 5.CompuTrus has no control over and assumes no responsibility tar the 6.Design assume full bearing at alt supports shown.Shim or wedged EXPIRES: 12/31/2016 fabrication.handling, necessary shed subject tint aothek 0abon olctforth components. 7.Plage assumes adequate onborainage is provided. June 5,2015 6 This design is lurmshed subject to the Bmdalons set by 8 Plates shall be located both faces of truss,and placed so thea center TPWJrCA to SCSI.copies or which will be furnished upon request line nide with joint center tines. M,Tek USA,Inc/Com uTrus Software 767SP21 L-E 9.For astdiconte eceoplate dplate esign values P I ) 10 For basic connector plate design values see ESR-1711,ESR-1968 lMtTek) - This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2',4 ROOF 615BTR LOAD DURATION INCREASE = 1.15 - 1-2=( 0) 36 2-4=(-19) 21 3-4=(-60) 70 BC: 2:.:4 ROOF 0162,TR SPACED 24.0" O.C. 2-3=1-50) 25 WEBS: 2v4 HOOF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ RHO REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. 005. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POE 0'- 0.0" -63/ 305V -11/ 37H 5.50" 0.49 ODOR ( 625) _ OVERHANGS. 12.0" 0.0" 3'- 0.0" -11/ 107V 0/ OH 5.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) '- For hanger specs - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 _ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.005" @ 1'- 7.6" Allowed = 0.133" MAX TC PANEL TL DEFL = -0.006" @ 1'- 7.6" Allowed = 0.199" 2-10-04 0-01-12 I 1 I MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.3" 4.00 F-- Des_gn conforms to main n indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads M-1.5v3 in the plane of the truss only. / ----- / /� o 0 . . rl--,.I r• o ,/,- o I� --___ M-3x9 M-1.5x3 t '� ..?AUL lei. 0 �_ I I / ( 1-00 3-00 �'� R 5197b 'CVS 0.4� FC/STE'R ' .. S,r lig �.,���C3 co, A : `� � 'e,, s Q 89782PE 1-' JOB NAME : J-1861 STONE BRIDGE - D2 ,/- ����//yy Scale: 0.7162 - 'y�"G�J\ . WARNINGS: GENERAL NOTES, unless otharsese noted -4 OREGON (7.5)'.'.D2 I. udder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an indivdual �� and Warnings before construction commences building component Applrcabilrty of design parameters and proper 4/� ( ' Q' 2 2x4 compression web bracing must be installed where shown+ rncorporalion of component is the responubii of the building designer. IIII'"' V ['� 3 Additional temporary bramng to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced al �i4� q RY 1`� "'4 - Istheresponsibility of the erector.Adtliliseal permanent bracing of 2'o.c.and at10'o c respectively unless braced throughout their length by ` 'i4ST G: 6/5/2015 the overall structure is the responsibility of the building designer. continuous sheathing or sato as plywood sheathing(TC)and/or drywall(BC), pA' 1 L 4 No love should applied re an t until ager all brawn I 2x Impact bridging or lateral bracing required where shown++ u SEQ. : K 12 518 8 8 y component g and 4 Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater man 5 Design a civ es trusses are to be used in a nonorrose environment, TRANS ID: LINK design loads be applied to any component. and are fo5"dry canddwn"of use. 5 CompuTrus has no control over and assumes no responsibildy for the 6 Design assumes lull bearing all supports anawn.Shim or wedge EXPIRES: 12/31/2016 fabrication hand4 shipment components necessary. ng,ed I and,bn,,alion of coin 7.Devon assumes adequate drainage is provided June 5,201 5 6 This design is furnished sub)ect to the bmitabons set forth by 6 Plates snag be located on both laces of truss,and placed so then center TPVWTCA in SCSI copies of worth eU be furnished upon request. lines coincide with Joint center lines. Milek USA,Inc/Com Trus Software 7,6 7-SP2 1L-E 9.For bs indicate are opiate d n inches. Pu ( ) 5.For base cafe arplate design values see ESR-I311.ESR-1988(MiTeN) This design prepared from computer input by UP LUMBER SPECIFICATIONS TRUSS SPAN 21'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 •'oc spacing. TC: 2x4 I<DDF 1416BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 14185TR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPL'! DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP min typical 36"oc (lion). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall SON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-10 10-10 h1-4x8+ 3 A - — -------- ., ,,,,., - „ ,,, .„ --- _� o�we 5 M-3x5(S) AT / '� '�O 0 M-3x9 � t • a,. �Q , 51976 rv .;. 0rsR 12-00 9-08 . fs al ��^ 1-00 21-06 r:,§?\ A r t y Fq LYg2 ,e :9782PE 9c JOB NAME : J-1861 STONE BRIDGE - El Scale: 0.3853 //^� WARNINGS: GENERAL NOTES, unleuotherwise noted C'7 OREGON % Truss: E 1 1.Budder and erectionor contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual A -9 ' and Warnings before construclwn commences building component Applicability of design parameters and proper !i /, nV 2.2v4 compression web bracing must be metalled where shown e. incorporation of component is the responsibility of the building designer. C/ v rr� Y (� 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at ��� R i 1 J ��• Is the responstbiary alma erector,Adddwnal permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by \ � continuous sheathing such as plywood sheathing(TC)andfor drywall(BC), p A U y ri DATE: 6/5/2015 the overall structure is the responsimaly of the building designer. 3 So Impact bridging or lateral bracing required where shown•• PAUL SEQ. : K 12 518 8 9 4.N.load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man s Design assumes trusses are to be used a non-cormstve environment, TRANS ID: LINK design loads be applied to any component. and are tor ry condition'.of use. m • 5.compurrus has no control over and assumes no responsibility for the 6 Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication.handling, ssary. ng,ahtpmes:tot the sitaienofcomponents. 7 Design assumes agbeloadequate donbodrainage isprovided. June 5,2015 6.This design is furnished subject to e limitations set forth by e.Plates shag be located on both laces of truss,and placed so thea center TPVWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center aces. 9.Digits indicate sae of plate in inches. MiTek LISA,Inc/CompuTrus Software 7.6,7SP2(1L)-E 10.cor basic connector plate design values see ESR-1311,ESR-1966(MiTek)