The URL can be used to link to this page

Plans (2) s %cI re --Cho/'r T 15- s2,,,r s w I/?,�tirf- l-7'r. 40'-0" 18'-0' I 11'-0" I 11'-0' "!- h� , ALL TRUSS TO BULDING CONNECTIONS Al _ ' ARE THE RESPONSIBILITY OF THE BUILDING -' -i-: ...".''',4 DESIGNER OR EOR. \,. - - - --"m __ - - N 4:19 m 4:12 - A2(9) q - 4 it) lb 1 I I \ , icg: 4:12 . co `�d` / E.? • ; ; 5'i I co 4 '4 M r Cr, m //\\ ! ; , 4:12 . . . . ..A . . . ' . / I-1LS26 :12 M.26 • v.0 1 C2 (2) "- TSI r[III I C2 . I M Ii�•1� 'ISI I c) N (75 4 m L / LL _ it 3 co 21:1-6' I 19'-6" �' ' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY REFER TO - : STONE BRIDGE HOMES NW 03/21/16 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL p emi PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FGRTRER 1„, um er INFORMATION.BUILDING aci 1 J-1846 STONE BRIDGE HOMES NW DESIGNER/ENGINEER OF RECORD Y: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN B TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO Q T R U S.SCOMPANY #� y 358 / J-1846 CHECKED BY: REVIEW AND APPROVE OF ALL & C O M r A N t DELIVERY LOCATION. SCALE REVISION-3: DESIGNS PRIOR TO CONSTRucnoN. 0.105"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MI MI MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1846 STONE BRIDGE HOMES NW 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: K1826151 thru K1826169 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. <4` .D PROrec, g". 89782PE c" T', OREGON �4 f'A UL R� • moi. ,. 316 March 21,2016 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 11'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF 0166TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-6=(-62) 636 6-3=(0) 255 BC: 204 RODE doSB'IR SPACED 24.0" S.C. 2-3=(-732) 127 6-9=(-62) 636 - WEBS: 2x4 RODE STAND 3-9=(-732) 127 LOADING 4-5=( 0) 54 TC LATERAL SOPAORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BC LATERAL SUPPORT ,= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE TOTAL LOAD = 42.0 PSE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL= 25 POE Ground Snow (Pg) 0'- 0.0 -93/ 633V -24/ 24H 3.50" 1.01 KDDF ( 625) 11'- 0.0" -93/ 633V 0/ OH 3.50" 1.01 KDDF ( 625) (1-1.5x4 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - -- GOND. 2: Design checked for net(-5 psf) uplift at 24 c spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ----' ----'-- - "-'' - - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.015" @ 5'- 6.0" Allowed = 0.521" MAX TL CREEP DEFL = -0.032" @ 5'- 6.0" Allowed = 0.694" MAX LL DEFL = 0.013" @ 12'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL= -0.014" @ 12'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.005" @ 10'- 8.5" MAX HORIZ. TL DEFL = 0.008" @ 10'- 8.5" 5-06 5-06 i ,� Design conforms to main windforce-resisting system and components and cladding criteria. 5-06 7-00 j,.. ___.___ :Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 00 q pp load duration factor=l.6, Truss designed for wind loads M-4x6 in the plane of the truss only. 4.0" M-3x5 3 - M-3x5 Truss designed for 9x2 Bulls hers. 204 let-ins _�- I of the same size and grade as structural top chord. Insure tight fit at each end of let-in. i Ir ( Outlookers must be cut with care and are M-1.5x9 � I M-1.5x9 T.--1 --�� -- $\ permissible at inlet board areas only. M-3x5 / ° ---1----, 3.D" ® M-3x5 6 \ 332 323, M I o1M-3x9 M-1.5x3 M-3x4 \-- o 5-06 5-06 PR vA1-06 00 1-06 'cDG `fCc.� v 9782PE JOB NAME : J-1846 STONE BRIDGE HOMES NW - Al sale: 0.4307 WARNINGS: GENERAL NOTES, otherwisenoted: �.-.' Illir ) 1.Builder and erection contractorshould beadvised fall General Notes 1.This deg based only upontheparameters shownand ! individual rI OREGON � Truss: Al d Warnings before construction burying component Applicability of design parameters and proper // (1V� incorporation of component the p 'b I'ty ofth building dig r 2,2+4 compression webb 'ng mustbe installed where shown+. 2 Design assumes the top andbog h d to be laterally bd at M�-/, ilitry y +y3.Addlanal temporarybracing t tabiltyduring 1 ton 2 o c and at 10 a c respectively "less braced throughout their length by -s the responsibility f thet Additional s Pe t bracing of � continuous sheathing s plywood sheathing(TC) orrywa( ) rAU}+ \ DATE: 3/21/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bg requiredwh h ++ SEQ.: K1826151 d No bad should be applied to any component until afryr allbracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and el no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosiveenvironment. design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes fug bearing at all supports shawn.Shim orwedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling, sna s l,, shipment tootl the installation of components. 7.Design s assumes adequate drainage is truss, March l 21,2016 6.This design is furnished subject limitations set forth by B.Plates shall be located on both faces of truss,antl placed so their center TPIAA/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA.Inc./Com uTrus Software 7.6.7-SP2 1L-E 9.Digits indicaeiplate bign values P ( ) f B. Far basic fesine connector of piste design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2.64 KDDF 41sl3TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-6=(-62) 636 6-3-(0) 255 BC: 2x4 KDDF 41&BTR SPACED 29.0" O.C. 2-3=(-732) 127 6-4-(-62) 636 WEBS: 2x9 KDDF STAND 3-9=(-732) 127 LOADING 4-5=( 0) 54 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ IRS REQUIRED ORS AREA oVERHANG5: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 POE' Ground Snow (Pg) 0'- 0.0" -93/ 633V -24/ 24H 3.50" 1.01 KILT ( 625) 11'- 0.0" -93/ 633V 0/ OH 3.50" 1.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -_ ----' -- -C - - - - ND. 2: Design checked for net psf) uplift at 29 pacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - -- -- ---- --- - - --- - VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL - -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.015" @ 5'- 6.0" Allowed = 0.521" MAX TL CREEP DEFL = -0.032" @ 5'- 6.0" Allowed = 0.694" MAX LL DEFL = 0.013" @ 12'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 12'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 1.005" @ 10'- 8.5" MAX HORIZ. TL DEFL - 0.008" @ 10'- 8.5" 5-06 5-06 Design conforms to main windforce-resisting 6 6 system and components and cladding criteria. 12 12 4.00 -- 4.00 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, 4 0„ Truss designed for wind loads S _0" in the plane of the truss only. ��_. �'I 3.0" \__ ul 2 �._.�\6666-----A ud\ ro 6 K o M-3x4 M-1.5x3 M-3x4 i \ o 5-06 5-06 1-06 --. _. _... . 11-00 -.. . ._-- ----_-. .__.---- ---- ----- 1-06a'D PROpp ..:. 89782PE C JOB NAME : J-1846 STONE BRIDGE HOMES NW - A2 Scale: 0.4682 , ( ' WARNINGS GENERAL NOTES, unlessotherwisenMed, y^� <a') Builder and erection contractor should be advised of all General Notes 1 This dg based only upontheparametersh d' f an individual 4, 1'Y OREGON c;` Truss: A2 and Warring before constructions building component.Applicability ftl re parameters and proper f- ny 2.24 compression bb g must be installed he ho incorporation of component i theresponsibility of the building designer. 9� �(� y A< V 3 Additional temporary bracing l stability duringconstruction 2 Design assumes the top d bottom chords t b tat Ily braced at 7 :.7 -s the responsibility of the erector.Additional permanentbracing al 2oc and at 10 ac.respectively unless b dthroughouttheir length by \� continuous sheathing such as plywood sheathing(TC) dbr drywa4(6C). P,A I yt y DATE: 3/21/2016 the overall structure-s the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown«♦ {�4+ SEQ. : El 8 2 615 2 a.No bad should be applied is any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any 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 for oontl4b�af use. �/p p qvy j (/�(�y� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shin or wedge if EXPIRES:CIES. 1 2/31120 1.6 fabrication,handling,shipment and installation of coin snary. s smen ptheyts. 7.Design s assurnes adequate tondrainage is provided. I March 21,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center TPINJICA in BCSI,copies of which wi4 be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate sire of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7-5P2(1L)-E 11.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 33'- 3.0" :GOND. 2: Des iAn hecked for net(-5p f) uplift at 29 "oc spacing TC: 224 KDDF k1LBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 I<DDF g1LBTR SPACED 24.0" O.C. Design conforms to main indforce-res Sating system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.1ft, TCDL-4.2,RCDL=E.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=l.6, Unbalanced live toads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. " For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS CF IBC 2012 AND IFC 2012 NOT BEING MET. Gable end truss on continuous hearing wall TEN. M-1x2 or equal typical at stud verticals. I • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. Truss designed for 402 outlookers. 2x4 let-ins of the same size and grade as structural top WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A chord. Insuretight fit at each end of let-in. HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE outlookers must be cut with care and are GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION permissible at inlet board areas only. POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 16-09 16-06 IIM-'x9 M-3x5 9- M-3x5 M-3x5 - (.iI \------__-\ M-3x5 . ; \ M-3x5 \ _\ .. M-3x5 M-3x5� - I \� M-3x5 •• \ M-305 �---� - V� M-3x5 M-3x6+ - I ' - M-3x6+ 0 0 4 E 5 M-3x5(S) ?„.0) PR°Pe-16-09 16-06f ( ,- ,/ .9782PE F�" . JOB NAME : J-1846 STONE BRIDGE HOMES NW — B1 -__ Scale: 0.2508 -74,OREGON ``' • WARNINGS: GENERAL NOTES unless upon po thep parameters d'. ,�J (O. T t Builderanderectoncontractornco beadvisedt all General Notes 1 builThiindesignbased myuponMepesign n and is for an'ntl'vkual T�y♦' A,tiY 1` , Truss: B1 and Warnings before commences incorporation gcompof co ponentApplicis lity responnparameters and proper M '.i 2 2x4 compress bb g must be Installed where shown+ pont ee of component is the respans bd'N of the building designer. f 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be faterally braced al i j`�y [fir 's the responsibility of the erector.Additional permanent brat ng of 2 and at 10 o c respectively unless braced throughout their length by /'"'. U T continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/21/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S EQ. : K 18 2 615 3 1 4.No bad should be applied to any component until after all bracing and 4 Instellaton of truss's the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses t b d in a non-corrosive environment deo loadsbeapplied toan and are for d dean f EXPIRES: 12/31/2016 TRANS ID: LINK S.comnTruanaencontrolsue anaaaanmeansrea 6 Desgnassu es full bearngatall supports shown Shim or wedge f March 21,2016 pu responsibility tor ery. fabrication,handling shipment and installation of components 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center • TPIAMCA in RCSI,copies of whbh will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7-SP2(1L)-Z 10.For bass connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 33'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 284 RUDE 3142.TR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 59 2- 9=(-532) 2639 2- 3=(-2785) 605 7- 8-(-2527) 468 BC: 224 KDDF IISBTP. SPACED 24,0" O.C. 2- 3=( -393) 163 9-10=(-955) 2920 - 9=( -79) 147 WEBS: 22.9 KDDF STAND 3- 9=(-2761) 559 10-11=(-435) 2390 9- 4=( 0) 350 LOADING 9- 5=(-2032) 476 11- 8-(-519) 2528 4-10=( -688) 223 TC LATERAL SUPPORT o= 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2032) 985 10- 5=( -153) 955 BC LATERAL SUPPORT s= 12"05. UCN. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2700) 559 10- 6=( -652) 217 TOTAL LOAD = 92.0 PSF 7- 5-) -309) 163 6-11=( 0) 318 OVERHANGS: 18,0" 0.2" 11- 7-) -19) 150 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA " For ha nger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -239/ 1579V -76/ 87H 5.50" 2.52 KDDF ( 625) 33'- 3.0" -171/ 1396V 0/ OH 5.50" 2.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-C'ONC'URRENTLY. ,C ND. 2: Design checked for net(-5 psf) uplift at 24 "or sparing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.166" @ 16'- 9.0" Allowed = 1.617" MAX TL CREEP DEFL = -0.336" @ 16'- 9.0" Allowed = 2.156" MAX HORIZ. LL DEFL = 0.062" @ 32'- 9.5" MAX HORIZ. TL DEFL = 0.102" @ 32'- 9.5" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=22.lft, 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 16-09 16-06 - _ _ -, .-. - _ _-_ in the plane of the truss only. ,, 5-04-15 5-09-01 5-07 5-07 5-07 5-04 T ( - { 12 12 4.00 M-4x6 --4.00 4.0" 5 r M-3x44 _�� 3.0„ 5-3x9 6M-4x9 �� I ' � M-3x5 M-1 5x3 / x3 '''. / ----______-__ _ o o - 9 10 (- 11 8 ou M-5x6 M-3x4 0.25" M-3x4 M-5x8 B(s) .0 PRapes 8-04-08 8-04-08 8-04-08 y 8-01-08 _.1 \� 01NE � '+(.�„g_. • 144 -17 1-06 33-03 ct" & G 9782PE r. JOB NAME : J-1846 STONE BRIDGE HOMES NW - B2 /y' 4 Scale: 0.1815 WARNINGS: GENERAL NOTES, unless otherwise nt d: CJ /`�p''� /'^�/'�g�� ,/ 1 Builder and fcontractor should be advised of all General Notes 1 This design- based only upon the parameters shownand f n individual �h OR EG V 8 V Oyu'. Truss: B2 and Waring before construct' buldng component Applicability of designparameters and proper '(/%, a') A 204 compression web bracing must be pled where shown+. incorporation ofcomponenl'c the racoon-biry of the building designer. w?�+/�.�.)��f t""..'41 Pit'. .a(_.'Y '� J Additional temporary bracing t stability during construction 2.Design assumes the top and bottom asschords1 b laterally braced at /� "F J Is the responsibility of the erector.Addl nal permanentb ng of 2oc and at o.c.respectively unlessb braced their length by \� I DATE: 3/21/2016 the overall structure is the responsibility of boldo des continuous sheathing such as bracinplywoog she ath-n eros andlrrdrywall(BC). 7.q' i} ' ' pons'ityo g ger. 3.2x Impact brdgng or lateral bracng requred where shown+• x"5111.. SEQ. : K1826159 4.No bad should be applied to any component until after all bracing and 5.IInnPtallationoftru'sisthe retePobaulity sedmenon-cortNecntraionmem, fasteners are complete and at no time should any bads greater than gn assumes design)Dade be applied to any component. and are kr"dry condition"of use. TRANS I D: LINK 5.eompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a4 supports shown.Shim or wedge If EXPIRES: 12/3.112016 fabrication,handling, mars. h, edismeec rade installation fotheyls. 7.Pesiassumes adequ ate othifae is truss, March 21,2016 ', 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so(heir canter ' TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1g88(MiTelg i This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 33'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF (115BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 54 2-10=(-990) 2658 2- 3=(-2794) 611 PC: 2..(4 KDDF 6180TR SPACED 24.0" O.C. 2- 3=( -395) 162 10-11=(-914) 2997 3-10=( -76) 197 WEBS: 2,9 KDDF STAND 3- 9=(-2788) 551 11-12=(-949) 2997 10- 9=( 0) 349 ' LOADING 9- 5=)-2062) 976 12- 8=(-522) 2658 9-11-) -686) 224 TC LATEP..AL SUPPORT != 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' 5- 6=(-2062) 976 11- 5=( -147) 974 BC LATERAL SUPPORT v= 12"OC. UCN, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2788) 551 11- c=( -686) 229 TOTAL LOAD = 42.0 PSF 7- 8=( -395) 162 6-12-( 0) 399 OVERHANG`: 8- 9=( I) 59 12- 7=( -76) 547 LL = 25 PSF Ground Snow (Pg) 7- 8=(-2794) 611 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -233/ 1578V -06/ 86H 5.50" 2.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 33'- 6.0" -233/ 1578V 0/ OH 5.50" 2.52 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, COND. 2: Design checked for net 5 g (- psf) uplift spacing. at 29 'oc s ' VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0,173" @ 16'- 9.D" Allowed = 1.629" MAX TL CREEP DEFL = -0,351" @ 16'- 9.0" Allowed = 2.172" MAX LL DEFL = 0.013" @ 35'- 0.0" Allowed = 0,150" MAX TL CREEP DEFL = -0.014" @ 35'- 0,0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.069" @ 33'- 0.5" MAX HORIZ. TL DEFL = 0.106" @ 33'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 16-09 16-09 Wind: 190 mph, h=22.lft, TCDL=4.2,13CDL=6,0, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-04-15 5-09-01 5-07 5-07 5-07 5-07 load duration tactor=l.6, -- _ --- ( --- --- -- --- ----i / ---1 Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 M-4x6 9,00 • 4.0" 5 M-3x44 / 3.0„ _ M-3x9 t.. . 1 -M-9x4 ,i'./ Vvv �...... 3 7M-9x9 M-1 5x3 % v, �, M-1 5x3 o 21 12 - 8 0 M-5x6 M-3x4 .25" M-3x4 M-5x6 �y ry /'y t'- {' 1 M-5x8(S) �`�wlV �3Rt�f-PL3 C 8-04-08 8-04-08 ---__: 6-04.-08 8-04-08 � �\ .4 ',h.. O �I TT / 1/ 1-06 33-06 ---- - I-06 ' ✓ p "'�. �' 89782PE JOB NAME : J-1846 STONE BRIDGE HOMES NW - B3 ,,r,.' Scale: 0.1818 " ;r'• . WARNINGS GENERAL NOTES, unless th noted: Truss: B3 I.Builder de tishould be adv-sed of all General Notes I This design based l p N parametersh and ! ds dual '3 R� �. and Warnings before construction commences. building p t Applicability f design parameters and proper OREGON V 2 2x4 compression web bracing must be installed where shown+ incorporation ofcomponent is the respanstb 6ty of the building designer. t'a. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al T 'q +Y -'t � 's the responsibility of the erector.Additional permanentbracing of los and at 10 ac resp 1 ly I braced throughout their length by �+ �� continuous sheathing such plywood sheathing(TC)and/or drywall(BC) F �`�y' q�. DP,TE: 3/21/2016 11 the overall structureisthe responsibility of the bIdgtl 'g 3 2x Impact bridging or lateralb g required where shown++ f•� a.No bad should be applied to any component until after all bracing and 4 Installation of truss is the responsibilityf the res SEQ. : K1826155 fasteners are complete and at no time should ambads greater han 5.Designassumes trus re " einanenco«asiveeta contractor. deli loads beapplied toand are tor'dry condition'"of use, �/[y ye} rj )n({ y^� TRANS ID: LINK design oaanycond l. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: IGIJ1/2016 5.CompuTrus has no control over and assumes no responsibility for the ssary. fabrication,handling,shipment and installation of components' 7.Design assumes adequate drainage is provided. March I,,121,2016 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size Opiate in Inches. MiTek USA,Inc./ColnpuTrus Software 7.6.7-1F2)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by JR LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" �COND, 2: Design checked for net(-5 psf) uplift at 24 oc spacing. J 7°: 204 NUDE tllcBTR LOAD DURATION INCREASE = 1.15 -- - -- - - - - '- - BC: 204 KDDF H1.6BTR SPACED 29.0" O.C. Design conforms to main wi ndforce-resisting WEBS: 2:,4 EDDF STAND system and components and cladding criteria. LCADING C LATERAL SUPPORT o= 12"0C. UCN. LL( 25.0)+DL( 7.01 CN TOP CHORD = 32.0 PSF Wind: 140 mph, h=21ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT 12"01. DON. DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, E.T.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.E, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. I1-1.504 or equal at non-structural vertical members loon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [� REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. fvote Tru s design requires continuo. bearing wall for entire span DON. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM THIRD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6-09 12 12 6.00 f - M-4x8 6.00 4.0" 3 —, •I 5.1 M-1.5x3 1 M-1,5x3 • • 6 M-5x6 M-1.5x3 M-5x6 6-09 6-09 1-00 13-06 1-00 iololt. ,D PRapt- ' 89782PE mac' JOB NAME : J-1846 STONE BRIDGE HOMES NW — C1 ' Scale: 0.9773 WARNINGS: GENERAL NOTES, unless othervasenoted: 1.,. 1.Builder tl erection contractor should be advised of all General Notes 1 This design based only upon the parameters h d islor an individual ^�/" OREGON N. Truss: Cl d Wbefore construction commences biding component.Applicability f dg parameters and proper awy. �'. 1 2v4 compressi bb g Ib installed h hincorporationot component'theespons big of the building designer. e'e7 �al/l_y 3 Additional temporary bracing 1 stability duringconstruction 2.Design the top d bottom chords to be laterally braced al T "I `. 's the responsibility f rhe t Additional permanent bracing f 2' c and t 10 pectsely unless braced throughout their length by [1,A,?'E; 3/21/2016 the overall structure lathe responsibility f thbuilding dg continuous aspNwoatl required here)antl/or drywall(BC). ir 'j,s�: Q�Ab � 4.No bad should be applied to an 3.20Impact b I I g lateral bracing where shown.. A i SEQ. : K 18 2 615 6 pp y component until atter all bracing and 4.Installation of truss's the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design a es trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are torr dry condition"al use. 5.C Trus hascontrol over d assumes no6 Design assumes full bearing at a8 supports shown.BRie or sedge It EXPIRES:RES. 1 2/31/201 6 presponsibility billy for the r—escary fabrication,ha dl g shipment and' t II tion of components. 7.Design assumes adequate drainage is prodded. March 21,2016 6.This design is furnished ubject to the limitations set forth by a Plates shall be located on both laces of truss and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size or plata in inches. MiTek USA,Inc./CornpuTrus Software 7.6.7-SP2(1L)-Z 10,For bask connector plate design values see ESR-1311,ESR-1988(Mack) This design prepared from computer input by Jp DUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 400/DDF/Cq=1.00 TG: 234 RODE 4100TR LOAD DURATION INCREASE = 1.15. 1- 2=( 0) 50 2- 8=(-31) 472 2- 3=(-B08) 202 BC: 2x4 RIDE 010070 SPACED 24.0" O.C. 2- 3=( -76) 196 8- 6=(-31) 472 B- 4=( 0) 308 - WEBS: 2s4 FDDE STAND 3- 4=)-603) 141 5- 6=(-808) 202 LOADING 4- 5-(-603) 141 TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( -76) 196 BC LATERAL SUPPORT 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD - 42.0 PSF 7.FTINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -106/ 6B1V -71/ 71H 5.55" 1.09 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 6.0" -106/ 681V 0/ OH 0.50" 1.09 RODE ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.089" @ 11'- 9.6" Allowed = 0.629" MAX TL DEFL= 0.095" @ 11'- 9.6" Allowed = 0.839" MAX LL DEFL = 0.002" @ 14'- 6.0" Allowed = 0.100" 6-09 6-09 MAX TL CREEP DEFL = -0.003" @ 14'- 6.0" Allowed - 0.133" 1 --_-- MAX HORIZ. LL DEFL = 0.004" @ 13'- 0.5" 1-10 4-11 4-11 1-10 MAX HORIZ. TL DEFL = 0.008" @ 13'- 0.5" ----T-- - --- - -I T 12 12 !!M-4x4Design conforms to main windforce-resisting a 6.00 system and components and cladding criteria. 9.0" 4 , Wind: 140 mph, h 21ft, TCDL 4.2,BCDL 6.0, ASCE 7-10, IIT (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 1 1"� M-3x4 0 M-3x4 ®\ V O F M-3x6 M-1.5x3 M-3x6 6-09 6-09 c„...'D PRapt_S 1-00 13-06 1-00 se,-;?\ 04GI N '. 89782PE r` JOB NAME : J-1846 STONE BRIDGE HOMES NW - C2 Scale: 0.3773 1.Builder and tcontractor should be advised of all General Notes I.Thisds NOTES, unlessotherwise ate'. t 1 OREGON WARNINGS: GENERAL .,�• d 'g based Appyly p y parameters h and is findividual -V/. e��Q Truss: C2 d Wg beforeconstruction commences. incorporation 'lding orpocomponent.pone is Applicability f dg parameters and p 2.24 p s' bb gmust be tab:11ed where shown.. - poral on of co myon li th p 'ti I'ty fIh bub'gd 9 r -_ya ,.1� 3,Additionaltemporary,bracing t stabilityduring 1 lion 2 ['mon assumes the top db h chords 1 b Wt Ilyb d t °s�h •PY Ab lio,\' s the responsibility fthe erector.Additionalpermanentf 2 c.and at 10'oo rep t ly s bd ththeir length by f� \ VVV ponsi ty o bracing o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ! F P i '.y DATE: 3/21/22116 the overall structure's the responsibility of the building designer. 3.2:Impact bridging or lateral bracing required where shown.. A"5 V L.. SEQ. : KS8 2 615 7 4.No bad shored be applied to any component until after au bracing and a.Installation of russ is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D- LINK I design loads be applied to any component and are for dry condition-of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 nDace sa assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry 7,Design assumes adequate donbodrainage is trussed. March 21,2016 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 TPI7WTCA in SCSI,copies of which will be furnished upon request. lees coincide with pint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-562(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' This design prepared from computer input by JP LUMBER SPECIFICATIONS 13-06-00 GIRDER SUPPORTING 33-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF POSEUR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-6180) 1370 1-6=(-1116) 5080 2-6=(-122) 648 BC: 206 ROOF NISBTR 2-3=(-6094) 1386 6-7=( -810) 3866 6-3=(-678) 3016 - WEBS: 2o4 KDDF STAND; LOADING 3-4=(-6094) 1386 7-5=(-1116) 5080 3-7=(-678) 3016 204 DF STAND A LL- 25 PSF Ground Snow (By) 4-5=(-6180) 1370 7-4-(-122) 648 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 6.0" V TC LATERAL SUPPORT S= 12"0C, UON. BC UNIF LL( 393.8)+DL( 287.8)- 681.5 PLF 0'- 0.0" TO 13'- 6.0" V 0C LATERAL SUPPORT 12"OC. UON. BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1119/ 5032V -59/ 590 5.50" 8.05 KDDF ( 625) ( 2 ) complete trusses required. 13'- 6.0" -1119/ 5032V D/ OH 5.50" 8.05 RIDE ( 625) Attach 2 ply with 3"0.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4" oc in 1 row(.$) throughout 2x4 top chords, 7" oc in 2 row(sl throughout 206 bottom chords, COND. 2: Design checked for net(-5 psf) uplift at 24 oc spacing. it 9" or in 1 row(s) throughout 204webs. -- - - VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.046" @ 8'- 11.1" Allowed - 0.629" MAX TL CREEP DEFL = -0.093" @ 8'- 11.1" Allowed = 0.839" MAX HORIZ. LL DEFL = 0.014" @ 13'- 0.5" MAX HORIZ. TL DEFL = D.024" @ 13'- 0.5" 6-09 6-09 3-OS-01 3-03-15 3-03-15 3-OS-01 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,. E.00 ,. M-4x6 `6.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads a in the plane of the truss only. ,/ ,-t,'1 ---: / M-1.5x3 '\3.1" M-1.5x3 4 o M-8x8 / �, M-8x8 I� o f �o 1 --`1, � 6 7 5 11 M-4x8 M-4x8 4-06-15 4-04-02 4-06-15 - 1 , ,O PROF S;S' - -- - - X71 13 06 r� ��1GINE�,g ''C?2 C :9782P• E JOB NAME : J-1846 STONE BRIDGE HOMES NW - C3 - ' Scale: 0.4131 � C..+' r'7'4 all WARNINGS GENERAL unless otherwise noted 1 BudderM and t contractor shouldbe advised of all General Notes 1. basedVhsdergnaonly upon the parameters shownand I an irtlrydua �y •R/ EGCN = Truss: C3 and Warnings beforeconstruction commences. buldimg componentp bTparameters and proper ' �f ( �t incorporation of component theresponsibility esp nb ry f thebuilding designer. 22d4 compression b bracing t be 1 lled where shown I, 2 ❑sgn assumes the top tlb d chords 1 b laterally braced at •17 Apy� J 3Addt Itemporary bracing t stabilityduring 1 fon 2 cand at 10 ac respectively unlessbraced throughout their length by h" ,ss the responsibility lty fth t Adtltlonalpermanent b ng of continuous sheathing such as plywood sheathing(TC)andlor drywall(SC) PA U1,.. DATE: 3/21/2016 the overall structure is the responsibility of the bld g desIgner. 3 2x Impact bridging or lateral bracing required where shown.. SEQ. : K1826158 I 4 Na bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility ofthe 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, design loads be applied to any component. and are for"dry condition"of use. p p y Y� /s'�/'�,{�+ TRANS ID: LINK6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: I 171/20{V 5.CompuTrus has no control over and assumes no responsibility for the necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. I March 21,2016 5.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so that center TPI/W1CA in SCSI,copies of which will be furnished upon request. (nes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-5P2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN I'- 6.0" LORD. 2: Designchecked fornet(-5 oc ecpst) uplift at 24 pacing. !. TC: 204 KDDF 1715HTR LOAD DURATION INCREASE = 1.15 Design conforms to main wi ndf once-resisting BC: 204 I(CDF kl&BTR SPACED 34.0" O.C. - system and components and cladding criteria. .,: LATERAL SUPPORT .= 12"OC'. SON. LOADING BC LATERAL SUPPORT <= 12"0C, SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF hind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF !All Heights), Enclosed, Cat.2, E.'p.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, 67 For hanger specs. - See approved plans Truss designed for wind loads LL = 25 POP Ground snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.• 1 . Gable end trusson continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 12 complete specifications. 111 4.00 ___..__.__ ___. _._. _ _ _ —_.. i M Lop-- M-3x9 a I 1-00 8-06 4�p P Rape ct- . 89782PE c" JOB NAME : J-1846 STONE BRIDGE HOMES NW - F1 , , . Scale: 0.6356 , WARNINGS: GENERAL NOTES, th at d G✓ 1 Builder and erection contractor should beaW'sed of all General Notes 1 This design based only upon the parameters sh d is for anintividual 7 OREGON 1e Truss: Fl and warnings before construct ences building component Applicability of design parameters and proper '1,I/, 0 2 2x4 compression web bracing must be installed h h incorporation of component's the responsibility of the building designer. V ,�} { i+' ] Additional temporary bracing tostability tl gconstruction 2 Design assumes the top and bottom chord 1 b laterally braced at �9,der •I+i Y 1 6 :4 's the responsibility of the erect Additionalper permanentbracing el 2 .c.and at 10'o.c.respectively unless b dthroughoutther length by .17,9 UL � Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �{„}` DATE: 3/21/2016 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown+t e SEQ.: K 1 V0 2 61 5 9 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 at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, des loads be applied to an 1, and are for"dry condition"of use. TRANS ID: LINK ren pp component. 6.Design assumes full beating at all supports shown.Shim or wedge if E GompuTrus has no control over and assumes no responsibility for the n nary, EXPIRES: 12/31/2016 • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 21,2016 6.This design is furnished subject to the limitations set forth by 0.Plates shall be located on both faces of truss,and placed so their center TPIAMGA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./GompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1586(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN - 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2r.4 KDDF Bl&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 36 2-4-;-54) 70 3-4-(-260) 180 BC: 2;.4 KDDF BSuBTP SPACED 24.0" 0.C. 2-3-(-109) 91 WEBS: 2,4 KDDF STAND LOADING TC LATERAL SURPJRT o= 12"0C. SON. 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"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 500V -35/ 101H 5.50" 0.90 KDDF ( 025) OVERHANGS: 1^_.0" 0.0" 8'- 60" -41/ 342V 0/ OH 5.50" 0.55 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. BOND. 2: Design checked f or net(-5 p f) uplift at 24 c spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFT = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = -0.391" @ 4'- 4.7" Allowed - 0.520" MAX IC PANEL TL DEFL = -0.523" @ 4'- 4.8" Allowed = 0.779" MAX HORIZ. LL DEFL - 0.001" @ 8'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 8'- 4.3" 8-06 • 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 _ load duration factor=l.6, End vertical(s) are exposed to wind, / 2.-----J Truss designed for wind loads in the plane of the truss only. ..-2 to it 222 22- m'I tin o -2.---2222-2 `_:..� 00 4 ',,M-3x4 M-1.5x3 1-00 8-06 -. LI ct.- 8.782PE JOB NAME : J-1846 STONE BRIDGE HOMES NW - F2Ae Scale: 0,5358 3. WARNINGS: GENERAL NOTES, otherwise noted, Truss: F2 t Builder d erection contractor badvised r gG al Notes 1 Thisdesign-based only p theparameters shownand f 'dividual ' OREGON " d Wg beforet building component.Applicability fd 'g parameters end pp e 'r v 2 4 press b bracing must binstalled where shown a incorporation of component-the of the building designer. .1,4`.1 y ,y} Z+ - 3.Additional temporary bracing t stability during construction 2.Design assumes the top and bottom chords to be Wle ratty braced at 7'5> ,14 IC?_y A is the responsibility f the t Additional perm 1 bracing of 2 o c and at 10 e c respectsely unless braced throughout their length by LP.- DATE: 3/21/2016 the overall structure is the responsibility of buildingdes 2ontpaetsriging'org ltehxsacing re aired mere shwn•tlrywall(BC) �}p .� Gl c c p y o goer. J.2x Impact br dg ng or lateral bracing required where sM1own+. f•{ t- SEQ. : K 1 8 2 V 16 0 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is me responsibility of to respective contractor. Ali fasteners are complete and al no time sheaf any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK desgnloads beapplied loany component and are rsr drywndnon oftse. 5 GompuTrus has no control over and assumes noresponstilty for the 6 DesgnasstmoslollbearegatallsupportsshownShimorwedgeit EXPIRES: 12/3.1/2016 fabrcation handling,shipment and installation of eco scary • a Amen components. 7.Desgnassueesedequale drainage is provided March 21,2016 '• 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss.and placed so their center TPINVTGA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. B.Cages indicate size of plate in inches. MiTek USA,Inc./GompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 FDOF #10070 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-197) 65 2- 3=( -22) 193 BC: 2x4 KDDF 41iBTR SPACED 24.0" O.C. 2- 3=(-167) 98 10-11=(-172) 59 10- 4=(-850) 204 - WE5S: 2,4 KDDF STAND 3- 4=) -81) 263 11-12=(-172) 59 4-12=( 0) 512 LOADING 4- 5=(-439) 198 12-13=1-141) 640 12- 5=( -35) 101 TC LATERAL SUPPORT K= 12"1C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-428) 192 13- 8-1-139) 642 12- 6=(-386) 156 BC LATERAL SUPPORT a= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-779) 216 6-13=( 0) 214 TOTAL LOAD = 422.0 PSF 7- 8=( -83) 204 7- 8=(-965) 286 LETINS: 2-00-00 2-00-00 8- 9=( O) 50 LL = 25 PSF Ground Snow (199) OVERHANGS: LIMITED STORAGE DOES NCT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -88/ 213V -101/ 101H 83.50" 0.34 RODE ( 625) M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 0.0" -91/ 898V 0/ OH 83.50" 1.44 KDDF ( 625) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6'- 11.5" 0/ 115V 0/ OH 83.50" 0.19 ROOF ( 625) 20'- 0.0" -131/ 716V 0/ OH 5.50" 1.10 ODDS ( 625) Jnbalanced live loads have been , .-u nsidered for this design. C OND. 2: up Design checked for net(-5 psf) uplift at 24 c 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 = -0.030" @ 15'- 0.0" Allowed = 0.629" MAX TL CREEP DEFL = -0.061" @ 15'- 0.0" Allowed = 0.839" 10-00 10-00 MAX LL DEFL = 0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed - 0.133" 1-10 3-03-12 4-10-04 4-10-04 3-03-12 1-10 MAX HORIZ. LL DEFL = 0.005" @ 19'- 6.5" - - -- --- 1 I I --_.1 MAX HORIZ. TL DEFL = 0.007" @ 19'- 6.5" 12 12 0 0 1.14-4x4-4x9 6.0 6.00 4 0,r Design conforms to main windforce-resisting M-3xS r-i M-3x5 system and components and cladding criteria. 11)2 Wind: 140 mph, h 21.8£t, TCDL=4.2,BCDL-6.0, ASCE 7-10, M-3x5 M-1.5x4 / \ , M-1.5x9 (All Heights), Enclosed, Cat.2, Exp.B, MW FRS(Dir), l� M-3x5 load duration factor-1.6, 1 v Truss designed for wind loads M-3x6 �z - M-3x4 in the plane of the truss only. �� ( A M-2.5x4 or equal at non-structural diagonal inlets. M 3x4 �---'I M-3x4 Truss designed for 4x2 grade eskers. 2x4 let-ins of the same size and grade as structural top 3 �- chord. Insure tight fit at each end of let-in. � ers must be cut withcare and are re permissible at inlet board only. 1 ' �� L, 7'm g J. "812 13 M-3x5 11 M-4x8 M-1.5x3 M-3x6 M-5x6 6-11-08 3-00-08 5-00 5-00 �tCCct d PRQF `ScS' .,�0 GINE-": .,r0 1-00 20-00 1-00 , 'v 89782PE 17,...... JOB NAME : J-1846 STONE BRIDGE HOMES NW - El Scale: 0.2626 WARNINGS GENERAL NOTES, otherwise noted 1.Builder tl t contractor should b advised t all General Notes 1 This design based only p theparameters h 'd,s for anindividual ntiv dualTPUSS: Eland W g before tactbuild,.component.AppI' bit Ntd ptrsantlproper Poton of component the responsibility building tVT7 OREGON 0:3- N ] 2x4 compression web bracing must bt installed where shown maY ` 72Design assumes the lop and bottom chords to be laterally braced atI 3Additional temporary bracing to insure stability d rng construction 's the responsibility f the erector.Additional permanent bracing of 2 .c.and 110' aches respectively unless braced throughout their length by t� O?..TE: 3/21/ 016 the overall structure thebill of buildingdesigner. continuous such as ptywood equ redhilrere)andfor drywalESC) PAUL �� l responsibility o g 3 2x Impact bridging lateral bracing requ red where shown++ A 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of respective SEQ. . K1826161Dons seD pecosweeviron fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to e.used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are m6 ery condition"arose. 5.C Tushastoocontroloversedassumes"ores 6 Desgnassumestallbearngalellsupportsshown SM1morwedgeit EXPIRES. 12/3.1/2016 necp responsibility for essary. fabrication,handling,shipment and installationofcomponents. 7.Desgn assumes adequate draleage is provided. March 21,2016 6 This design is furnished subject la the limitations set forth by B Plates shall be located on both faces of truss and placed so their center TPIANICA in BCSI,copies of which will be furnished upon request. fines coincide with pint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10,For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN - 6.0" IBC 2012 MAX MEMBER FORCES 451R/DDF/Cq-1.00 TC: 2x4 ELSE 14115TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4-(-54) 70 2-4=(-260) 180 BC: 2x4 RODE' 61aBTP SPACED 24.0" O.C. 2-3=(-100) 91 WEBS: 2.4 CODE' STAND LOADING TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BPS 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'- 0.0" -71/ 500V -35/ 101H 5.50" 0.80 KDSF ( 625) O',ERHANGS: 12.0" 0.0" B'- 6.0" -40/ 342V 0/ OH 5.50" 0.55 EDDF ( 625) LL = 25 PSF Ground Snow (Pg) equal structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _ r net(-5 upliftat2 spacing.M-1.5+;4 or at non vertical members t./on). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design_checked f psf) 9 pac;n BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • • " For hanger specs. - See approved plans 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 = -0.391" 6 4'- 4.7" Allowed - 0.520" .• MAX TC PANEL TL DEFL = -0.523" 6 4'- 4.8" Allowed - 0.779" MAX HORIZ. LL DEFL = 0.001" @ 8'- 4.3" MAX HORIZ. TL DEFL = 0.001" 8 B'- 4.3" 8-06 Design conforms tomain wrndf orce-renis tr ng 12 system and componentsand cladding criteria. 4.00 M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 3 _6 load duration factor=1.6, End vertical(s) are exposed to wind, i Truss designed fox wind loads % D'--- ill in the plane of the truss only. / Truss designed for 4x2 outlookexs. 2x9 let-ins M-1.5x9 "- of the same size and grade as structural top u1 chord. Insure tight fit at each end of let-in. / Outlookers must be cut withcare and are - ,- permissible at inlet board areas only. 0 I i % I ro M-3x5j �� 1 u7 0 4 I 'I M-3x4 M-1.5x3 1-00 8-06 '0 P ° -sus '44 17 ct 19782PE •r* JOB NAME : J-1846 STONE BRIDGE HOMES NW - E'3 , ,. ' Scale: 0.5483 ,. WARNINGS GENERAL NOTES I th not d: 1..+' J t Builder nd erection contractor h b be d i ed of all General Notes 1.This design b based only upon the parameters sh d is far an individual T/� OREGON �} Truss: F3 'i, and Warnings before construction commences building component Applicability fit design parameters and proper 'jr/, AQ N` 2.2w4 compress b bracing must be installed where shown+ incorporation of comport 1'theresponsibility f the building designer. ryw V/: '( k.' 2.Design assumes the top and bottom hod t b laterally braced at • •�Y y 3 Additional temporary bracing to insure stability during construction 2 o.c and at 10 o.c respectively unless braced throughout their length by tit! VVV 's the responsibility of the erector.Add t onal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA p y T DATE: 3/21/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ u'"5 4I L.. SEQ. : 101826162 4.Na bad should be applied to any component until after all bracing and 6,Installation of truss is thhs are Po be ulsed in non-corrosive respectbe contractor. environment, fasteners are complete and at no time should any bads greater than Design assumes Be,,n tootle be applied to anycomponent. and are for"dry condition'of use. TRANS ID: LINK g E'76.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2016 5 CompuTrus has no control overd no responsibility for the cessary fabrication,handing shipment and installation ofcomponenls. 7.Easignassumesadeqaate drainage is provided. March 21,2016 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 TPIA6VICA In SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size Dlplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For bass connector plate design values see E5R-1311,ESR-198B(MiTek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS 20-00-00 GIRDER SUPPORTING 33-06-DO IBC 2012 MAX MEMBER FORCES 95R/DDF/Cq=1.00 TC: 20.4 01)DF kl&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-10896) 2398 1- 6=(-2032) 9296 6- 2=( -670) 3210 BC: 208 KDDF 1616BTR 2- 3=1 -7672) 1792 6- 7=1-2012) 9208 2- 7=(-2836) 694 WEBS: 20:4 KDDF STAND: LOADING 3- 4=1 -7672) 1792 7- 8=(-2012) 9208 7- 3=(-1970) 6534 2x4 KDDF H158TR A LL= 25 PSF Ground Snow (Pg) 4- 5=)-10896) 2398 8- 5=(-2032) 9298 7- 4=(-2836) 694 TC UNIF LL( 50.0)+DL( 19.01= 64.0 PLF 0'- 0.0" TO 20'- 0.0" V 9- 8=( -670) 3210 TC LATERAL SUPPORT 12"OC. SON. BC UNIF LL( 393.8)+DL( 287.81= 681.5 PLF 0'- 0.0" TO 20'- 0.0" V BC LATERAL SUPPORT 9= 12"OC. TON. BEARING MAX VERT MAX HORZ BRE, REQUIRED ERG AREA LIMITED STORAGE DOES NOT .APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1655/ 7455V -90/ 909 5.50" 11.93 RUDE ( 625) ( 2 ) complete trusses required. 20'- 0.0" -1655/ 7955V 0/ OH 5.50" 11.93 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 204 top chords, ' 7" oc in 2 row(s) throughout 209 bottom chords, COND. 2: Design checked for net(-5 psf) uplift at 24 spacing. ,'i 9" oc in 1 row(s) throughout 2x4 webs. _ -- - _-" --- -- VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/100 MAX LL DEFL = -0.114" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.231" @ 10'- 0.0" Allowed = 1.272" MAX HORIZ. LL DEFL = 0.032" @ 19'- 0.5" MAX HORIZ. TL DEFL = 0.054" @ 19'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 10-00 10-00 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-05-03 4-06-13 4-06-13 5-05-03 load duration factor=1.6, Truss designed for wind loads • 12 12 in the plane of the truss only. 6.00 M-5x6 `CI 6.00 5.0" 3 r_7r �� 3 3 M-3x8 M-3x8 2 pp M-10x10 A.,,,,,,8-2,,,,,,,,,,,,,,,,,,,,,,,,,, �� M-10x10 M-3x4 •� \� i M-3x4 _ - �o 1"''i 6 7 8 -�5 1 M-3x10 M-7x10 M-3x10 L. --- - -- y • y y • gypp//'�y 5-03-07 4-08-09 4-08-09 5-03-07 ©. PiIV,!��,`. 20-00 �,`r,,<‹(.5c.�� IN`'"-!.9, L i. ` - 89782PE fir, JOB NAME : J-1846 STONE BRIDGE HOMES NW - E2 .. • Scale: 0.2990y„ WARNINGS. GENERAL NOTESunless otherwise noted. .s-J ('}('" vJ 1.Builder and erection contractor should be advised of all General Notes t This design based only p theparameters h and f Individual T OREGON „M Truss: E2 dW rung before constructioncommences. building componentApplicability of design parameters and proper ((ri 11( 2 24 prey' bb 9 must be installed where shown+, - rpo rel on of co mponent's the responsibility of building des goer 11,, GAl a,-Y Ar_' 4 3.Additional temporary bracing t stability during construction 2 D gn assumes the top and bottom chard 1 b laterally braced at 7 �+ :J 's the responsibility of the erect Additional per t bracing of 2 .c.and at 10 a c respectively unless braced throughout their length by t continuous sheathing such as plywood sheathing(TC)where and/or drywall(BC) }/+U y , \ DATE: 3/21/2016 the overall structure is Na responsibility of the building designer. 3.2Y Impact bridging or lateral bracing required where shown++ �'•5 M SEQ. : K1826163 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 at no time should any bads greater than 5 Design ass"mes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads beappledtoany component. and are fordry aedgon ofuae 6 Design assumes lull bearing at all supports shows Shim or wedge't EXPIRES: 12/ .1/201 5 C p T us has no control overand no responsibility for the necessary fabrication,handing shipment and" t lI( of components 7 Design assumes adequate drainage is provided March 21,2016 6.This design is furnahed subject to the limitations set 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 upon request. lees coincide with join)center lines. a.Digits indicate size of plate in inches. MiTek USA.Int./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 CC: 2x4 RIDE 415BTR LOAD DURATION INCREASE = 1.15 1-2=(-119) 102 3-4=1-271) 241 3-1=1-174) 178 4-2=(-160) 134 BC: 2x4 RIDE B1SSTR SPACED 24.0" 0.C. 1-9=(-203) 250 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ 3AG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -36/ 216V -113/ 154H 5.50" 0.35 KDDF ( 625) TOTAL LOAD = 42.0 POE' 5'- 0.5" -79/ 221V 0/ OH 5.50" 0.35 KDDF ( 625) For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checkedd for net(-5 psf) uplift at 24 "oc spacing. ! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L=L/18D BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.096" @ 2'- 8.6" Allowed = 0.301" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.055" @ 2'- 6.6" Allowed = 0.951" MAX HORIZ. LL DEFL = -0.002" @ 4'- 9.0" MAX HORIZ. TL DEFL = -0.002" @ 4'- 9.0" 5-00-08 12 Design conforms to main windforce-resisting 4.00 I- - system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 2 Truss designed for wind loads i in the plane of the truss only. M-3x4 - • o : 3" t+ 4 M-1.5x3 M-3x4 5-00-08 ) .<' D PRQp 61 .�c3 �GLNE s / ' 8"782PE JOB NAME : J-1846 STONE BRIDGE HOMES NW - F4 Scale: 0.4299 s. ' WARNINGS: GENERAL NOTES, I tri noted: it/ (`� /'�� s� Truss F9 Builderand contractor should be advised of all General Notes TdThisde g - based ty p the parameters h and t an t '9 OREGON J!V d Wbefore construction commences biking component.Applicability ftl ig parameters and proper 95' ^e 2.2)(4 compression bD g Ib installed where shown«, incorporation<f component-the responsibility ofthe building designer. may . 3 Additional temporary bracing l stability during construction 2 Design assumes the top and bottom chords to be laterally braced at T �� -, ( Is the responsibility (tri 1 Atld t I permanent bracing of 2 o c and at 10 o c respectively unless braced throughout their length by `'\ '[- co:epac:s sheathing such l sb pacwooe aired where )shown q DATE: 3/2l/2016 the overall structure'the responsibility of the building d 9 3 2e Impact bridging or lateral bracing required where shown++ A UL SEQ. : K1826164 4 No bad should be applied to any component until after all brai ng and 4.Installal on of truss s 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 noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for conditionof use. S.CompuTrus has no control over and assumes no responsibillly for the 6.Design assumes full bearing at a9 supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 21,201 6 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center 'i. TPIANFCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA.Ino./CornpuTrus Software 7.6.7-SP2(1L)-E to.Far basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.5" IBC 2012 MAX MEMBER FORCES 419R/DDF/Cg=1.00 TC: 254 RIDE 415BTR LOAD DURATION INCREASE - 1.15 1-2-1-89) 81 3-4=1-224) 205 3-1-1-205) 194 4-2=(-96) 90 BC: 254 RODE 015BTP SPACED 24.0" O.C. 1-4=1-225) 269 WEBS: 2,4 RUDE STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL .SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 0'- 0.0" -64/ 173V -115/ 141H 5.50" 0.28 ODOR ( 625) TOTAL LOAD = 42.0 PSF 3'- 0.5" -112/ 171V 2/ OH 5.50" 0.27 RODE ( 625) For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3-00-08 I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COED. 2: Design checked for net(-5 psf) uplift at 24 spacing. 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 4.00 - MAX TC PANEL LL DEFL = 0.009" @ 1'- 7.9" Allowed = 0.162" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX DC PANEL TL DEFL = -0.010" @ 1'- 6.6" Allowed = 0.243" MAX HORIZ. LL DEFL = -0.001" @ 2'- 9.0" MAX HORIZ. TL DEFL = -0.001" @ 2'- 9.0" Design conforms to m rn windforce-resisting M-1.5x3 system and components and cladding criteria. Wind: 140 mph, h-21.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-1D, J. (All Heights), Enclosed, Cat.2, Eop.B, MWFRS(Dir), load duration factor=1.6, M-3x9 " End verticals) are exposed to wind, Truss designed for wind loads 1' in the plane of the truss only. • • ti • w I � \I-0 3 + .+ M-1.5x3 M-3x9 • 3-00-08c0 PRO fire G{ GINE G' f0 8`782PE -57�' JOB NAME : J-1846 STONE BRIDGE HOMES NW - F5 Scale: 0.5339 • WARNINGS: GENERAL NOTES, unless th noted, 110 1 Builder tl erection co r t' M t should be advised of all General Notes 1 This design based only upon the parameters h d is for an Individual OREGON K, Truss: F5 d Wngs before construction commences building component.Applicability of design parameters and pp . {5' incorporation of component'thep blN of the building designer.] 24 pens bb g ticinstalledwh h 2.Design assumes the top d bod chords to be laterally braced at .{7,(� y3.Additional temporary bracing t - stability duringconstruction 2 o.c and al 10 o c respectvl unless braced throughout their length by's the responsibility of the 1 Additional permanent bracing continuous sheathing such as plywood .,! sheathing(TC)and/or drywall(BC) PA `}, q DATE: 3/21/2016 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown a. f•1 SEQ. : K 1 8 2 61 6 5 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied le any1. and are for condition"of use. TRANS ID: LINK g^ and assumes 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. q EXPIRES: 12/31/2016 fabrication,handling,shipment and Instagalion of components. 7.Design assumes adequate drainage is provided. IA rch 2 1,2016 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. Inca coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR.1986(MiTek) This design prepared from computer input by Op LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 7'C: 9,91 KDDF 14158TR LOAD DURATION INCREASE = 1.15 1-2=(-89) 81 3-4=1-224) 205 3-1=1-205) 194 4-2=(-96) 90 _ RC: 2,1 RIDE 411iBTP. SPACED 24.0" O.C. 1-9=1-225) 269 WEDS: 2,4 RIDE' STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 4= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. JON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -69/ 173V -115/ 141H 5.50" 0.28 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 0.5" -112/ 171V 0/ OH 5.50" 0.27 KDDF ( 625) M-1.5:9 on :s o_- equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). 3-00-08 ___ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2. Design checked for net(-5 psf) uplift at 24 oc spacing. r REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 9.00 BOTTOM CHORD CHECKED FOR lOPS'F LIVE LOAD. TOP MAX TC PANEL LL DEFT = 0.009" @ 1'- 7.9" Allowed = 0.162" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0,010" @ 1'- 6.6" Allowed = 0.243" MAX HORIZ. LL DEFL = -0.001" @ 2'- 9.0" MAX HORIZ. TL DEFL = -0.001" @ 2'- 9.0" M-1.5x3 Design conforms to main windforce-resisting M-3x5 2 system and components and cladding criteria. M-3x5 --FF� Wind: 140 mph, h-21.2ft, TODL 4.2,BCDL 6.0, ASCE 7-10, M-3x4 -"T (All Heights), Enclosed, Cat 2, Exp.B, MWFRS(Dir), load duration factor R.6, -� -I End vertical(s) are exposed to wind, 1....- --- Truss designed for wind loads • in the plane of the truss only. Truss designed for 1,2 outloo kers. 204 let-ins of the same size and grade as structural top as chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are 'or permissible at inlet board areas only. r M N \ M-1.5x3 M-3x4 3-00-08 , gyp PAop4. <c. 89782PE f JOB NAME : J-1846 STONE BRIDGE HOMES NW - F6rwr' ' Scale: 0.5926 WARNINGS: GENERAL NOTES, less otherwise noted: E....• /4., Truss: E6 1.Builder and t' contractor should be advised of all General Notes i Thistl 'g based only upon the param 1 h d' f d'dual 'y OREGON v� and Warnng b fore construction commences b ilding p t Applcabilty of designparameters and p 2.2w4 compress bb ting must be-stalled where shown. incorporation of component is the responsibility of the building designer. .may ,y� a ,(]� 3 Additional le b 2.Design assumes the top and bottom chords to be laterally braced at T ei Ry '1:)y /,'G� temporary 'n9( stability g construction 2 o.c. d tt0 spectnely unless braced throughout/her length by ir „I 's the respon bTty I the 1 Additional permanent bracing 1 continuoussheathing such as pfywootl sheathing(TC)and/or d UL Q DATE: 3/21/2016 the overall structure-theresponsibility of the buildingtl 'g grywall(BC). �`}� 1`� 4 No bad should be applied to an 3.2w Impact bridging g lateral bracingbh required ted where shown rt a SEQ. : K1826166 pp ywmponentonlyarceraneate designer. 4.Design gnassuation estiruss sesthe restons used in a respective comviron fasteners are complete end al no time should any bads greater than 5.Des ar assumes trusses are to be usetl'n a non-corrosive ve env ronment TRANS ID: LINK design loads be applied to any component. and are for dry condition"m use. 5.Com Trus has no control over and assumes no res 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 pu responsibility far the n s ry. fabrication,handling shipment andinstallation of components ece 6.This design's furnished subject tthelimitations set forth by 97Desg es adequate dranage sprovdead. B Mateo hall blocated on both faces of truss d placed so Melt center March 21,2016 TPIAAMCA in BCSI,copes of which will be furnished upon request, lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(4L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by SP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 224 EIDE g15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-35) 38 3-4=(-166) 126 BC: 224 KDDF 015BTR SPACED 24.0" 0.C. 2-3-(-69) 50 - WEHS: 224 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UGH. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC 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" -60/ 365V -21/ 650 3.50" 0.58 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 4.5" -26/ 218V 0/ OH 5.50" 0.35 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) M-1..50.4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL J vertical members (uonj. REQUIREMENTS Si IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' For hanger - See BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 specs. approved plans 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 - 0.058" @ 2'- 11.0" Allowed = 0.300" MAX TC PANEL TL DEFL = -0.070" @ 2'- 8.9" Allowed = 0.450" 5-04-08 MAX HORIZ. LL DEFL = 0.000" @ 5'- 2.8" ---- - - - I MAX HORIZ. TL DEFL = 0.000" @ 5'- 2.8" 12 4.00 Iv- 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.B, MWFRS(Dir), load duration factor=l.6, M-3x5 End vertical(s) are exposed to wind, Truss designed for wind loads II in the plane of the truss only. lli / 1 0711111411 M-1.5x4 - Truss designed for 4x2 outlookers. 204 let-ins j o of the same size and grade as structural top j chord. Insure tight fit at each end of let-in. / '..2,,--- _ Irl Outlookers must be cut with care and are M-3x5 / !.nn permissible at inlet board areas only. / N 2 --- )))))))))_3_---------- IIAi' 1_,---- o ww 4 M-3x4 M-1.5x3 • 1-00 5-04-08 ''t :9782 PE ��' JOB NAME : J-1846 STONE BRIDGE HOMES NW - Gi • Scale: 0.6468 w - WARNINGS: GENERAL NOTES, unless Ih noted. OREGON 1.Builder and erection contractorshould beadvised f all General Notes 1 This design based N p theparameters h and f individual y*'' Truss: G1 and Warnings before construct' buildingcomponent.Appl Applicability Id B parameters and p p 2 2x4 compression bb 'ng must be whe a shown+ ce rp rat on of component-theespo ns bl'N of the building designer. �1:4? ,.ey �yyR Y 9 yd�.� 3 AddTonal to 2.D sgn assumes the top d b tl m chords b be ble ratty braced of 7 '�i �(- temporary bracing stability g construction 2oc d t16 such asvely unless braced throughout their length by •s {c .the responsibilityctur f theerector.Ad 1' I permanent b g of continuous sheathing g plywood sheatM1 ng(TC)and/or drywall(BC) � C�\ DATE: 3/21/2016 the overall structure-the responsibility f thebuilding tl 'g 3.20 Impact bridging lateral bracing required where shown•+ !-"'A U.�, b SEQ. : K1826167 4 No bad should be applied to any component until after all bracing and 4 Installation of truss is the responsbev of the respective contractor. Y fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a nen-corrosive environment, TRANS ID: LINK desgn loads be applied to any component and are for dry conditionor use. 5.C Trus has no control over and assumes no res 6 Design assumes full bearing at all supports shown Sh'm or wedge f EXPIRES:RES. 1 2/3.1/20 E V p ponsblN for the necessary. fabrication,handling shipment and installation otcomponents. 7.Design assumes adequate drainage is provided. March 21,2016 6,This design's furnished subject to the Imfations set forth by B Plates shall be located on both faces or truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E t9.For basic connector plate design values see ES19-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.5" IBC 2012 MAX MEMBER FORCES 451R/DDE/Cq=1.00 TO: 284 KUDF 415BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 36 2-4=(-35) 38 3-4=(-166) 126 BC': 2x4 RODF 616BTR SPACED 24.0" O.C. 2-3-(-69) 50 WEBS: 2U4 ROOF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.1) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. MON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -60/ 365V -21/ 65H 3.50" 0.58 DUDE ( 625) OVERHANGS: 12.0" 0.0" 5'- 4.5" -26/ 218V 0/ OH 5.50" 0.35 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) For harmer specs - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ,COND. Design checked for net(-5 psf) uplift at 24 Moo spacing. _ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP INFO = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.058" @ 2'- 11.0" Allowed = 0.300" MAX TC PANEL TL DEFL = -0.070" @ 2'- 8.9" Allowed - 0.450" 5-04-08 MAX HORIZ. LL DEFL = 0.000" @ 5'- 2.8" ---r MAX HORIZ. TL DEFL = 0.000" @ 5'- 2.8" 12 4.00 2,- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), M-1.5x3 load duration factor-1.6, 3 End vertical(s) are exposed to wind, __-----� Truss designed for wind loads ii in the plane of the truss only. i o I , / o � " N 2/ ,Bill M o L'-- M-3x4 M-1.5x3 y I 1-00 5-04-08 � 4 PR pfi�s tt- •9782PE fir'" JOB NAME : J-1846 STONE BRIDGE HOMES NW - G2 • S 1 : 0.6218 T- _. _. _..._. _ I WARNINGS GENERAL NOTES, unless th noted: 'F ..s� I.B b and erection contractor should be advised of all General Notes 1 Tho design based only upontheparameters shownd' f d'idual "7 OREGON ", Truss: G2 and Warnings before construction commences. building p !Applicability I b l of design g parameters and pp 2 2w4 compression web bracing must be'stalled where shawn� incorporation ofcomponent'th responsibility of the building designer. �y/�, . Ab' {.+ 3 Additional temporary bracing lo' stability during construction2 Design the top and bottom chords to be bterally braced at I,r" IS the responsibility of the erect Additionalp 1b g I 2 oc and 110 pecfively unless braced throughout theirlength by /r4 DATE: 3/21/2016 the overall structure's the resp bl'ty f the bid 5 designer. continuous2sImpact mp suchasb plywood sheathing(TC)andlor tlrywall(BC). -11 h� 4.No load should be lied to anycomponent bracing3.In lmpa lbridging lateralbrac ng required where shown++ P SEQ. : K1826168 '.., pp com t until after all and 4.Installationumes is the responsibility of respective contractor. _ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, designloads be applied to ancomponent. and are for condition.of use. �J Q y/y Q !�(y �+ TRANS ID: LINK �o 6.Design assumes full bearing al all supports shown.Shim or wedge it EXPIRES. 2/31/2016 I 5.C p T us has no control overand no responsibility for the n ..,. fabrication,handling,shipment and- t l t f components. 7 Design assumes adequate drainage is provided. (., .I 6.Thisdesign is furnished subject totheI ft t set forth by 8.Plates shall belocated on both faces of truss,and placed so their center Ma Cil 12 I,2016 TPIWPCA in SCSI,copies of which will be furnished upon request. Ines coincide with jont ante,lines. 9.MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-Eto.Digitsr indicate sizectr pplate ininches.values For basic connector plate design values see ESR-1311.ESR-1866(MiTek) This design prepared from computer input by Jr LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDE i715BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-263) 491 3-5=(-483) 272 _ BC: 204 FIDE 1416.NTP. SPACED 24.0" O.C. 2-3=(-510) 239 5-4=(-116) 95 WEBS: 2`:4 P:DDF STAND 3-9=( -79) 77 LOADING TC LITERAL SUPPORT o= 12"OC. :JON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. 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" -71/ 518V -39/ 112H 3.50" 0.33 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 9'- 9.5" -47/ 393V 0/ OH 5.50" 0.63 RODE ( 625) 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. ICONS. 2: Design checked for net(-5 p f) uplift at 24 oc spacing. BOTTOM CHORD CHECKED FOR SOUSE LIVE LOAD. TOP - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1,1290, TL=L/190 MAX LL DEFL = 0.102" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.225" @ 4'- 8.2" Allowed = 0.392" MAX BC PANEL TL DEFL = -0.225" @ 4'- 8.2" Allowed = 0.523" MAX HORIZ. LL DEFL = 0.009" @ 9'- 1.0" 5-01-02 4-03-06 MAX HORIZ. TL DEFL = 0.005" @ 9'- 1.0" 12 4.00Design conforms to main wrndforce-resisting M-1.5x3 system and components and cladding criteria. 4B--, Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, EVp.e, MWEPS(Dir), load duration fearer 1.o, End vertical(s) are exposed to wind, / i Truss designed for wind loads • M-1.5x3 ------ in the plane of the truss only. to O m It m - 5 co I .M-3x9 M-3x9 9-01 0-03-08 -- - - .__.. -_.-----_..- ---- --' 1-00 9-04-08 ?GG'4 PR 0, . , co 4N. f�IUI �tlC� � Q :9782PE (" • • JOB NAME : J-1846 STONE BRIDGE HOMES NW - G3 Scale: D.9996 .0 -.. WARNINGS GENERAL NOTES unless th ofd a P.Y" OREGON /'+/ry R' "J 1.Builder and erection contractor should be advised of all General Notes 1 This design based only upontheparameters shownand f individual / "st OR EGOS V l'. Truss: G3 and Warnings before construction nces budding component.Applicability of design parameters and proper t/'//� A 2 24 compression bb 'ng Ib stalled where shown. incorporation efcomponent'th p responsibility flh buildingdesg er. aT CJ V ��}s 3,Additional temporary bracing t tabil N during construction 2 Design assumes the top d bottom chords 1 b laterally braced at /.(''c,,rr__ "I/y '� (e.",- 3. j_'v 's the responsibility of the erect Additional permanent bracing of 2' c.and al ea o c respectively unless braced throughout and/or dryw rgth by Lf \.4 DATE: 3/E 1/10 1 6 the overall structure is the res ib f the bu ldin des continuous ri g ingiorg laterh l bs acing re hired'n ere shown) drywall(BC). 1 �,`}q, i y1 pons '!y o g goer. 3.co Impact bridging or lateral bracing required where shown• A U t SEQ. : K1 8 2 6 1 6 9 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK deign loads be applied to any component and aredry conditionuse. �j p c yR'� I'�(�{ 5 G p Trus has no control over and assumes no responsibility for the 5 nDeu ssa esign assumes full bearing at all supports shown.Shim or wedge it EXP I RES: 1 C/31/20 1.6 fabrication,handling shipment and installation of components ry 7.Design assumes ne drainage is truss, March 21,2016 �, fi.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both taus of truss and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. dt MiTek USA.Inc./CompuTrus Software 7.6.7-SP2(1L)-E to.Forbasc�conne� plate ctorr late design values p design values see ESR-1311,ESR-1980(MiTek) , Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0_1/f Q, 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves 1 MillrlEIE p may require bracing,or alternative Tor I _ O III p bracing should be considered. = i I 00Llii Ill 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. .\411 O 4. Provide copies of this truss design to the building r 4 x 2 orientation,locate C7 s cba cs-b designer,erection supervisor,property owner and ates 0 4i d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each I This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR 2362, ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that /it Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS 44 by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft,spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 4.=.# 1Indicates location where bearings (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior approval of an engineer. MIL IIIMMI reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. number where bearings occur. may pose unacceptable Min size shown is for crushingonly. 18.Use of green or treated lumber =� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for Metal protect 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. is not Sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek° ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013