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Plans (57) Mc7 i - cx)a-,;-/ 11.v76 ✓v14,ii-- 6-i 1 ,-- - - -- 44'-0" . 29'-0" 15'-0" nr Lull • / - / o :4:12 0 a ,' ' ' ii N 1 N , 1 _ i N/1 1 4:12 - i it m E co N / m i- X $ m $ 1 1 1' ' . • " r Q N - - i c Q IL) Q M M • ,f) sr m 1 i i i I I I • • 4':12 • 6:12 H.S25 6 12 6:14 HUS26 P3(21 6:1? • . . r... D2 w 1, (2) i " 4 ------Q--_-- — 11 4j:121 ice_ N • 4 i co uI Co) / e v^ 14'-0" 20'-5' I 10'-2' I 13'-5" 44'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW PLACEMENT ONLY.REFER TO 12!16/15 TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL M \ DRAWINGS GINEERFOR FURTHER pacifi cumber J-1867 STONE BRIDGE INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS BUILDING 1 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO T R U S S REVIEW AND APPROVE OF ALL COMPAN7 DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.115"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MEI M. R 1111 MiTek7 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1867 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: K 1603522 thru K 1603539 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 c?l EF9 s�o cr 89782PE 9r 5t OREGON ooh 99� PA UL aa� � December 16,2015 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 OP LUMBER SPECIFICAT IONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • T": 2x4 '<UDF 416BTS LOAD DURATION INCREASE = 1.15 1-2-) 0) 36 2-5-(-300) 459 3-5-(-501) 282 3C: lx1 I<USF 416076 SPACED 24.0" O.C. 2-3=(-533) 250 5-4-(-126) 101 WEBS: 2:i4 PUDE STAND 3-4=( -84) 81 LOADING LATEP.'L SUPPORT <_ . UON. LL( 25.I)•DL( 7.0) ON TOP CHORD = 32.0 PSF E_ LATERAL SUPPORT <_ 42"()C. TON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIPED BRG AREP. TCTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) •.,:EPHAN_:_: 12.E 0.0" 0'- 0.0" -75/ 554V -41/ 119H 5.50" 0.89 KDDF ( 625) LL = 25 PUP Ground Snow (Pg) 10'- 0.0" -49/ 412V 0/ OH 5.50" 0.66 KDDF ( 625) I1-1.5x4 n equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members loon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPt. - - ---- ---"" - -" - - _- ------ E'-r hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.423" 5-04-14 4-07-02 MAX BC PANEL TL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.554" MAX HORIZ. LL DEFL = 0.004" @ 9'- 8.5" 12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 8.5" 4.00 ,.."' Design conforms to main windforce-resisting M-1.5x3 system and componentsand cladding criteria. M-3x5 4._ Wind: 140 mph, h=15ft, TCUL=4.2,BCDL=6.O, ASCE 7-10, l (All Heights), Enclosed, Cat.2, Exp.s, MWERS(Dir), �._ load duration factor=1.6, -- M-1.5x9 / End vertical(s) are exposed to wind, M-3X5 .% Truss designed for wind loads in the plane of the truss only. M-1.5x3 '� /".i I M-3x5 3 - rl I-, Truss designed for 4x2 outlockers. 2x4 let-ins of the same size and grade as structural top :r chord. Insure tight fit at each end of let-in. M-1,5x9 '� Cutlookers must be cut with care and are • '� permissible at inlet board areas only. . 11: •• 5 MM-32.4 M-3x4_ 9-08-08 0-03-08 1-00 10-00 c.,EP R QFF6' co"<<" NGINEFS/�r„ c � R 2 :9782PE pr' JOB NAME : J-1867 STONE BRIDGE - Al • 40 .0, Scale: 0.4735 WARNINGS. GENERAL NOTEb unless otherwisenoted: �� v �40 I.Budder and erectioncontractor should be advised of all General Notes I.Tbs design is based only upon theparameters she and fora nd idol �^-OREGON c, Truss: commences. building component icaIP Appbgty of design parameters and proper rya -(/ /coy 2.2v4 compression web bracing must be installed where shovm•. incorporation of of compoi ra the apona4iby of the bu4dirg tlespner, 7 •RY ..1<<, 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the lop and bottom awry to be laterally braced at V� is the responsibility tithe erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless Raced throughout(heir kngM by \ V continuous sheathing such es plywood sherd ngtI)andor drywall(BC). �,/�U L a\ DATE: 1 /1 6/2'0 1 5 the overal structure Is the responsibility of the building designer. 3,2x Impact bridging or Weill bracing required where shown•• �'S SEQ.: K 16 0 3 5 2 2 4.No wad should be willed b any component until eller till bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any wade greater than 5.Design assumes trusses are to be used in a noncorrosive environment, • design wads be lied to an 1, and are for"dry condition" use. TRANS ID: LINK 9" en any 6.Design full tellw rlsshown.Shimorwed wedge 5.CompuTrus hes no control over and assumes no responsibility for the necessary. g^°�rme. g• �° g EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. 7i .Design assumes shall locaedon drainage ce b"uss,ed. December 16,2015 6.This design is furnished subject to the Imitations set lent by 8.Plates shat be voted on bath bus of boas,and placed so thele center TP MICA in BLS!,copies of whits coil be furnished upon request. Teres coincide with pint center Ones. 9.Digits indicate see of plate in inches. MITek USA,Inc.ICompuTrus Software 7.6.7-SP2(1L)-E IR.For basic connector pole design values sea ESR-I311.ESR-1988(MiTeH) This design prepared from computer input by JP L2)119.ER SPECT FT_CATI,IU': TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2,1 ROOF HIuRTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-5=(-300) 959 3-5=(-501) 282 PG: 264 ISODF q'_aBTP SPACED 29.0" O.C. 2-3-(-533) 250 5-4=1-126) 101 WEBS: 204 KDDF STAND 3-4=) -89) 81 LOADING TO LATERAL SUPPORT <= 12"30. 008. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF AC LATERAL SUPPORT <= 12"30. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ RHO REQUIRED PRO AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OCEPHA1162: 12.1" 0.0" O'- 0.0" -75/ 559V -41/ 119H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -99/ 412V 0/ OH 5.50" 0.66 KDDF ( 625) .4 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9 net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.923" MAX BC PANEL TL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.569" MAX HORIZ. LL DEFL - 0.004" @ 9'- 8.5" MAX HORIZ. TL DEFL = 0.005" @ 9'- 8.5" 5-04-14 4-07-02 12 Design conforms to main windforoe-resisting system and components and cladding criteria. 4.00 F-'- M-1.5x3 4 -i Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _ ii : load duration factor 1.6, End vertical(s) are exposed to wind, / Truss designed for wind loads /� in the plane of the truss only. M-1.5x3 -- "..""." /_" I 3 ,,""..... "l ti 0 It • • i , 1 .. 5 M-30.4 M-3x4 9-08-08 0-03-08 1-00 10-00 stip PR()Fe, c2; v.--1N -,1 /02 •• �� :9782PE r JOB NAME : J-1867 STONE BRIDGE - A2 • „00,. Sicae: D.4735 , - // / OEM WARNINGS: GENERAL NOTES, unless otherwise noted: TTllSS: A2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "9vt OREGON (-�" and Warnings before construction commences. building component.Applicability of design parameters and proper• '�/ nom/ 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the recpondbility of the building designer. 9,Q �^�� r (/ r♦� 3.Addrhonal temporary bracing to insure stability during construction 2.Des20.0.assumes the lop and bottom chortle to be Wteropy braced at 7 'l J �v is the responsibility 0 the erector.Additional permanent bracing of c'titin and at 10'o.c.respectively unod braced(TC)Sethroughout their length by �'�s sus` continuous sheathing tach as plywood ng(TC)and/or drywaI11BC). l"'� y s� T'AT E: 12/16/2015 the°verse structure is the responsibility of the building designer. 3.20 Impact bodging or lateral bracing required where shown.. {_ s _ SEQ. : K 16 0 3 5 2 3 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 at no rime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,Bandyig,shipment and installation of components. nary. S 7.Design assumes adequate drainage is provided.an December 16,2015 6.This design s furnished subject to The limitations eel forth by 8.Plates shalll b be locatedo f on both faces of truss.and placed so their center TPIIWTCA in BGSI.copies of which*Alba furnished upon request. lines coincide with joint center lines. 9.MiTek USA.Inc./Com uTrus Software 7.6.7SP21L E I Forslsiciconte eceopininches.values P I F 10.For bask connector plate dealgn lues we ESR-1311,ESR-1880(MiTeN) .. This design prepared from computer input by OP • LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" Design 2: Design checked for net(-5 psf) uplift at 24 "ons p g. T::: 2.4 KDDF EliOTP. LOAD DURATION INCREASE = 1.15 - _- - ---- - _ -- -- -- -- - --- -- - - ..... 204 ROOF 415610. SPACED 24.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. T'- LATERAL SUPPORT 0= 12"CC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TCP CHORD - 32.0 POP' Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor-1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PIP 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 OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as 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. Gable end truss on continuous bearing wall UON. '.i M-1x2 ox equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 18-09 18-06 fi M-4io8+ 12 .--- ---:4.00 M-3x5(S) M-3x5(S) I • • • •IIS11 • T _ • • • • • • M-3x6+ • M-3x5(SI -.-_..-...-- 5 ��cko P R OF 1e-09 la-os \ 97820E 9 1-nn JOB NAME : J-1867 STONE BRIDGE — B1 overall Scale: e: 0.2331 'y � • WARNINGS GENERAL NOTES I otherwisenoted: � 5,/ •'Ec �1.Builder Merection contractor should be advised of all General Notes I n design bawd Ny upontheparameters h d r indNtlual ei ' Truss: B1 and Wng before construction o building mp 1 Applicability Itl Ip parameters and proper '9:40, RY 1 A incorporation of component k the responsibility of the building designer.2.254 p web bracing must bet gad where shown". 2 Sea9 assumes the top and bottom chortle to blaterally braced at3.Additional t p 7 bracing t insurestilily d ng construction 2 e c and at 10 o c respect y unless braced throughout their length by PA [k\`V SIresponsibility f theerector.Additional permanent bracing of continuous sheathing such as plgd sheathing(TC)anNor tl rywaTI BC.D.,TE: 1./16/2n15 the o eral structure is the re Wo^°�bill h of the bu ldin des p^er� 3.2a Impact bridging or hiatal bracing required where shown SEQ.: K 1 6 0 3 5 2 4 4.No load should be applied to any component until after an bracing and 4.Installation of buss is the responsibility of the respective contractor.• (-� �j c I� q /» fasteners are complete and at no time should any loads greater than S.Design assumes trusses are b be used Ina noncorrosre environment. EXPIRES:REi7: 1 G/a71!GO 1 TRANS ID: LINK design cads be applied b am component. and are for condition"of use. 5.Coma puTrus has no control over and assumes no responsibility for the 6.Design assumes Ng bearing at ab supports shown.Shim or wedge if • fabricates,handling,shipment and installation of components. °{nary December 16,2015 ].Design assumesadequateon both drainage tspross,an '. 6.This design is furnished subject to IM limitations set forth by e.Plates shaA be located on bon faces of truce,end plead so their center TF IM/TDA in SCSI,copies of which coil be furnished upon request Pees coincide with joint center lines. .Faindkatesize of litteininches. I MTek USA.Inc./Com uTrus Software 7,6.7SP2(it)-E 1I Dsrbasic connector plate design values we ESR-1311,ESR-1888(MITeN) This design prepared from computer input by JP :111lPYR SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 20.4 KDDF t11:BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 9=(-603) 3045 2- 3=(-3012) 576 7- 8=(-2981) 525 BC: 2x4 KDDF €15052 SPACED 24.0" O.C. 2- 3=( -494) 189 9-10=(-508) 2758 3- 9-) -124) 171 WEBS: 2:4 5071 STAND 3- 4=(-3162) 627 10-11=(-495) 27289- 9=( 0) 413 LOADING 4- 5=(-2306) 532 11- 9=(-593) 2937 4-10=( -792) 250 TC LATERAL SUPPORT r- 12"OC. 505. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-2306) 540 10- 5=( -172) 1090 BC LATERAL SUPPORT 5= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3100) 629 10- 6=( -756) 244 TOTAL LOAD = 42.0 PSF 7- 8=( -386) 199 6-11=( 0) 380 OVERHANGS: 12.11" 0.0" 11- 7-) -62) 159 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA For hanger 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" -236/ 1682V -89/ 96H 5.50" 2.69 KDDF ( 625) 37'- 3.0" -195/ 1564V 0/ OH 5.50" 2.50 KDDF ( 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 "on 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 = -0.218" @ 18'- 9.0" Allowed - 1.817" MAX TL CREEP DEFL = -0.441" @ 18'- 9.0" Allowed = 2.422" MAX HORIZ. LL DEFL = 0.080" @ 36'- 9.5" MAX HOP.IZ. TL DEFL = 0.132" @ 36'- 9.5" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=l.6, 18-09 18-06 Truss designed for wind loads - --- - - ---- ------ -- ,' in the plane of the truss only. • 6-00-15 6-05-01 6-03 6-03 6-03 6-00 12 12 4.00 --- M-4x6 ---5-4.0,0 4.0" M-5x6(5) 5 - M-5x6(5) CI . 0.25" % 3.08 0.25" M-4x9 -� 11M-9x9 • M 1 5x3 /�.- ��� '`\ M-1.5x3 - --- _ _ , _i o 9 10 11 ''''13 o M-5x6 M-3x4 0.25" M-3x4 M-5x8 M-5x8(5) �,�ED PR°FFSry 9-04-08 9-04-08 9-04-00 L. _-- 9-01-08 ) 44, --P•___t(��I�c``i9 Uy/0� y 00 37-03 :9782PE r' JOB NAME : J-1867 STONE BRIDGE - B2 - ,,,,iif Scale: 0.1706 ,.. ' WARNINGS: GENERAL NOTES unless othervAse noted'. "7 -EGON �yr Truss: B2 1.Budder derectionre construction should be advised of all General Notes Thisdesign based my upon theparameters he and 1 individual $ dE l and Warnings before construction commences. building component.Applicability f design parameters d proper e. n 2.h4 p web bracing must b bled where shown+ incorporation al component k the responsibility of the building designer. qRY 1 V • 3.Additional temporary brat ng to Incur stability d g construction 2 Design assumes the top cot bon chords t be toughaterally braced al is thepo 'bTry of the erector.Addis 1permanent bracing of 2oc and a110 oc respects N isle braced throughout(heirbrglh by ` continuous sheathing such as plywoodsh th'hereslandror drywall(BC). PA ty r. DATE: 12/16/2015 theoverall structure is the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown•• �./1.+ SEQ.: Ni 6 0 3 5 2 5 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 at no time should any bads greater man 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK designd component. and are for"dry condition'of use, bads beapplied to,m 5.CompuTrus has no control over and assumes no responsibility for the fi.DeeusarRagn meahltlbearingalalwpportashown.Shlmoowetlgeil EXPIRES: 12/3.112016 fabrication,handling,shipment and installation of components. ecessary. 6.This design isfurnished subject tothe limitations set forth by 7.plates'"°m'catedot'tlr'tiace b""a.'" December 16,2015 6.Plates shay be bcabd se bom laws of iruu,and pbud u their center TPWJrCA in BCSI,copies of which wit be furnished upon request. lines coincide with pint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc,/CompuTrus Software 7.6.7SP2(1L)-E to.For bask connecter plate design values see ESR-7371,ESR-1966(Mii'eN) This design prepared from computer input by OP 0))1.33 0L:1F'ICAT:07.: TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cy=1.00 1,1 1±2CF dls CTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 36 2-10=(-583) 3069 - 3=1-30241 582 PC: <-1 KDDF 41,PTR SPACED 24-0" C.C. 2- 3=( -496) 189 10-11=(-982) 2786 3-10=1 -1221 171 2;:-1 I((:DF STAND 3- 9=(-3190) 623 11-12=(-5 U4) 2786 10- 4=1 01 412 LOADING 4- 5=1-233E) 539 12- 8=(-622) 3069 4-11=1 -791) 250 ' 72 E P._ UFFORT <_ . DON. LL( 25.01.10L1 7.0) ON TOP CHORD = 32.1 FSF 5- 6=(-2336) 532 11- 5=1 -171': 1109 1ATERA1 I'JFPCPT k_ 12'0,7_ 00N. DL ON BOTTOM CHORD = 13.0 FSF 6- 7=(-3190) 627 11- 6=1 -791) 250 TOTAL LOAD = 92.0 FSF 7- 8=( -496) 200 1-12=1 912 8- 9=1 0) 54 12- 2=1 -1221 171 LL = 25 PSF Ground Snow (Pg) 7- 8=1-31491 655 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -236/ 1686V -99/ 96H 5.50" 2.70 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 37'- 6.0" -257/ 1799V 0/ OH 5.50" 2.80 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.227" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.458" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.013" @ 39'- 0.0" Allowed = 0.150" MAX IL CREEP DEFL = -0.014" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.062" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.136" @ 37'- 0.5" Design conforms to main windforce-resi sting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 18-09 18-09 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), __. -_--..__ __--- _- - -_ __.. -___._.____ ____ -_ load duration factor=l.6, 6-20-15 6-05-01 6-03 6-03 6-03 6-03 Truss designed for wind loads -- -- -- - ----- - ---------- - --- - in the plane of the truss only. 12 12 4.00 M-4x6 4.0" M-5x6(S: M-5x6(S) 5 .: ft 0.25" 3.0 0.25" 4 / F 6 M-4x4 M-3x8 3 7 ' M-1_."s3 - M-1.5x3 o-, 1 m 1a 11 12 F`e CD M-3 M_SxDM-5/6 .v4 -__. -_ 0.25"- - M-3x4 M-5x6' ��� o, PR°pe M-sx8(S) V 9-04- 8 9-09-08 9-04-08 9-04-08 ,�A� 19' .* :-''" 37-06 1-06 89782PE r JOB NAME : J-1867 STONE BRIDGE - B3 ;_ „�,r-.. _ `»�++ Scale: 0.1E03 ,. WARNINGS: GENERAL NOTES unkse oth ted: f./ vl I.Boder and erection contractor should be advised of all General Notes I.This design sb a Ny upon toparameters shownand f n indn dual / -574/OREGON e. Truss: B3 and Wam cgs before construction commences. building component.Applicability o/design parameters and proper 2� Q' z.204 compression web bracing must be installed where shown., Incorporation of component is the responsibgM of the building designer. e. 3.Aedaional temporary bracing to insure Nobility during construction z.Design assumes the top and bottom chord.to d throughout merafy brncea at '9,9� q 13Y 15 _vt!�, 4 the re sponeibilM of the erector.AeeOwe.permanent bracing of 2'ntreo.ane et 10'o.c.respects ed braced eWtheir length by h continuous sheathing such as plywood heethi g(TC)andtor erywall(BC). /"'A D6s :1616/2015 the astral structure is the respornseility of the building designer. 3.za Impact bridging or lateral bracing required where shown.. • SEQ. : K 16 0 3 5 2 6 4.No load should be applied to any component until after of bracing and 4.InsbYatse of truss is the responsibility of the respective contractor. • fasteners are complete and at no lime should any bade greater than 5.Design assumes trusses are I.be used In a non-corrosnce environment, • design loads be applied to a 1. and are for"dry condition"of use, TRANS I D: LINK 6.Design acs es full bearing et an supports shown.Shim or wedge it 5.Ca ouTrusha.nocontroloverandassumesnoresponseiityforthe necessary. EXPIRES: 12/31/2016 hbricatian,handarg,shipment and installation olcomponents. 7.Design assumes adequate drainage 4 provided. • 6.This desigh 4 furnished subject to the imitations set forth by 6.pates shall be located on bath fens of truss,and placed so their center December 16,2015 TFUWTCA in SCSI,copies of which vee be fureuhed upon request. lines coincide with joint center Ates. 9.Digits indicate see of plate in inches. Mitek USA,Int./CornpuTruc Software 7.6.7SP2(4L)-E 16.For base connector pale design values see ESR-1311,ESR-f000(MITek) This design prepared from computer input by - JP L';M8eB. iPF',r:t Fi CCT:Oh'S TRUSS SPAN 17'- 0.0. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ':'-: 2::4 PLOP 41:.BTF LOAD DURATION INCREASE - 1.15 - - - F11, 2.:4 I:CUF SliBTP SPACED 24.0" O.C. Design conforms to main indforce-resisting A�`--^�C --, "��.. USN. system and components and cladding criteria. CAL'ING B:: n,ATPPA:. 1l:PPP:.PT <_ 12")C. D'AN. LL( 25.0)+DL( 7.0) ON TOP CHORD e 32.3 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.3 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PIF 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 as structural top chord. Connect with M-305 BOTTOM CHORD CHECKED FOR lOPSF LIVE L^AD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CCNCURRENTLY. Gable end truss on continuous bearing wall UON. iM-1x2 or equal typical at stud verticals. • Refer to CompuTrus gable end detail for omple to specifications. 8-06 8-06 • M-,48+ • r�. i 1 • • • M-.3x6+ 1 / --M-3x6+ 0 4 5 Q 1-7:. 17-00 `C.A.,GI ' ' S> `r' :997782 PE -7_,.. JOB NAME : J-1867 STONE BRIDGE — Cl Sale: 0.4702 Ir (� (� WARNINGS: - - - - - - GENERAL NOTES unless otherwiseled. _ - ,/�. �/I. OREGON Truss: Cl 1.Builder and erectioncontractorshould be advised of all General Notes 1.This deagn abased only upon theparameters ate and is 1 nanldual a7 �/�//- and Warnings before construction commences. boAGrg component.Applicability of design parameters and proper 1:9, qRY 1 b . 2.las compression web bracing must be insId ed where shown.. incorporation of components the respoeiibi8ry or the building designer. _ bracing to insure stability during cunslruction 2.Designassumes the topand bottom chorda to be latera braced at �� �\ 3.Additional temporarya M S` s the responsibility of the erector.Additional permanent bracing of 2'0..and at 10'o.c.respectively unless braced throughout their length by L'A- : 12/16/2015 the overall atruclurs Is the responsibility o g goer. continuous sheathing such as ptw'ood sheething(TC)and/or drywell(BC). panibiN of building designer. 3,2a Impact bridging or lateral bracing required where shown.. j SEQ. : K 16 0 3 5 2 7 a.No load should be applied to any component until after at bracing and 4.!retaliationof truss is the responsibility of the respective contractor. fasteners are complete and at no time Mould any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 EXPIRES: 12/31/2016 TRANS ID: LINK and loads be applied to any component. aars tor''dry condition'of uu. 5.CompuTrus has nocontrol over and assumes noresponsibeeyfor the 6. asgnaaaameau�6.an„gatagwppgdaaMwn.Shmgrwedgeif December 16,2015 fabrication,handing.shipment and installation of components. necesssry. 7.Design assumes adequate drainage a provided. 6.This design'e furnished subpd to the imitations set forth by B.Plate.shat be located on both laces of trues,and placed so their center TPLW7CA in BCSI.copes of which wit be furnished upon request lines coincide with joint retest tits. • Mi7ek USA.Inc./Com uTrus Software 7.6.7SP2 1 L E 8.Digits indicate see of plate in inches. P I )- I I.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP I.UIIEt'.R 71-.:;F;CAO1ONZ TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cg=1.00 2"( PUD N1iBTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-10=(-151) 752 2- 3=1-1118) 335 �' PC. ; ((EDF el&STR SPACED 24.0" O.C. 2- 3=( -84) 202 10- 8=(-184) 752 9-10=1 -1521 180 WEBS: 2,1 RODE STAND 3- 4=)-911) 262 10- 5=( -35) 367 LOrl ING 4- 5=)-755) 191 10- 6=( -152) 180 TC ':TER,.:. :'.':PPOPT <= 12"0C. UDN. LL( 25.0)401,1 '.0) ON TOP CHCRD = 32.0 POE 5- 6=(-7551 191 7- 8=1-1118) 335 :_ .,ATERA:. `':PPCPT <= 12"1C. UON. DL ON BOTTOM CHORD= 10.0 POE 6- '=(-911) 262 TOTAL LOAD = 47.0 POE 7- 8=) -84) 202 _ET:N _ ,,;-00 8- 9=( 0) 50 LL = 25 PSF ;round Snow :Pg' _CEPN.AN:;C: 1::. 12.0 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -125/ 828V -87/ 87H 5.50" 1.32 KODF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 17'- 0.0" -125/ 828V 0/ OH 5.50" 1.32 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.082" @ 8'- 6.0" Allowed = 1.072" MAX LL DEFL = 0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 0.0" Allowed = 0.133" 8-06 8-06 - - - --- - - - -- --- - - - -- ---- ------- MAX HORIZ. LL DEFL = 0.010" @ 16'- 6.5" 1-10 2-05 4-03 4-03 2-05 1-10 MAX HORIZ. TL DEFL = 0.015" @ 16'- 6.5" • 12 12 ' M-9x4Design conforms to main windforce-resisting 6.00 -1 6.00 system and components and cladding criteria. 4.0" 5 -- Wind: 140 mph, h=21.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 1.1" in the plane of the truss only. 14-1.5x3 M-1.5x3 4 n M-3x4 M-3x4 3 7 co -_-. 10 ___8 'o (i-3x6 M-3x8 M-3x6 8-06 8-06 4�NO PR0F�`ScS' ` oo- i o0 4�\� �NGIN�E,4 /p2pc'' • :9782PE JOB NAME : J-1867 STONE BRIDGE - C2 ,or ✓ Scale: 0.307' - WARNINGS: GENERAL NOTES, unless otherwise noted. '�/ (/ / �40 I.Builder and e,eUnn contractor Mould be advised(kali General Notes I.This design is based oNy upon the parameters shown and k for an indradual A '}� OREGON Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 5, 4/& (10 �` 2.294 compression web bracing mW be installed where shown•. incorporation of component R Olebottom respor.ibary of the building designer. V Q1 ].Add4ional temporary bracing to insure gabilily during consiructan 2.Dew assumes the lop and bottom chords to be laterally braced at 9i4 4 R Y 1 b _& is the responsibility al Me erecl(r.Additional permanent bracing of 2'oc.race and at 180.c.respectively plywnlessood braced throughout(heir length by P \� continuous sheathing such as ptywaod sheathing(TC)andior drywall(BC). ��11 R U L :•.'-',-;E:. 12/16/201E• the overall structure is the responsibility of IM building designer. 3.29 Impact bridging or lateral braung required where shown•• SEQ. : El6 0 3 5 2 8 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. listeners are complete and at no time should sny loads greaten than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK detogn load,be applod 00 arty corepoeent and are for"dry condition"ofuse. 5.CompuTrua has no control over and assumes no reaponaibilily for the fi.Oeaa�an es Na bearing at all supports shown.Shim or wedge itnecEXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of components. aryaum 7.Desiassumes adequate drainage is provided. December 16,2015 6.This design u furnished subset to the imihtbns set forth by 8.Polesto shalt be located on both laces of truss,and placed so they center TRW/MA in SCSI.copies of which will be lumshed upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7SP21t. E 9.For bisic conte seroopplateinign values P ( f f0.For bask connector stele design values roe ESR-1711,ESR-1988)MiTek) This design prepared from computer input by Op OUNME9 :7E17:FICATISNS 17-00-00 GIRDER SUPPORTING 37-0c-00 IBC 2012 MAX MEMBER FORCES 419111/DDF/Cq=1.00 2-4 K!IUF 0,6075 LOAD DURATION INCREASE = 1.15 (Non-Rept 1- 2-(-9926) 2206 1- 6=)-1838) 8356 c- 2=1 -E701 31E6 - " 816,'20 2- 3=(-6969) 1588 6- 7=(-1618) 9254 2- "=(-2438) 590 B -•_F SAND; LOADING 3- 4=(-6968) 1588 7- 8=(-1818) 8254 7- 3=(-1338) 5929 2• -- 09A0T'• 0. LL = 25 PSF Ground Snow (Pg) 4- 5=(-9926) 2206 8- 5=(-1898) 8356 7- 4=(-24381 590 I _.., PUDE STUD = TC UNIF LL( 50.01•DL1 14.0)- 54.0 PLF 0'- 0.2" TO 17'- 0.0" V 4- 8=1 -670' 31E6 BC SNIP LL( 443.9)+GLI 321.8)= 7E5.5 PLF 0'- 0.0" TO 17'- 0.0" V St :.A'ER�:. sgPPOPT <= 1"DG. VON. BEARING MAX VERT MAX HORD ERG REQUIRED ERG AREA ..r.TEPA:. ::';PPOPT <= 22"Y . UON. LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1575/ 70515 -76/ 768 5.50" 11.28 KGDF ( 625) 17'- 0.0" -1575/ 70515 0/ OH 5.50" 11.28 KDDF ( 625) complete [r sses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Atlanta ply withu 3"x.111 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ails staggered: 9" oc in 1 yow(s) throughout 204 top chords, CONE. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 6" cc in [ row's) throughout 2x6 bottom chords, 5" cc in I row's) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = -0.092" @ 8'- E.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.187" @ 8'- E.0" Allowed = 1.272" MAX HORIZ. LL DEFL = 0.032" @ 1E'- 6.5" MAX HORIZ. TL DEFL = 0.054" @ 16'- 6.5" E-06 8-06 Design conforms to main w indfozce-resisting system and components and cladding criteria. 4-06-03 3-11-13 3-11-13 4-06-03 Wind: 140 mph, h=2l.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6 n0 - - M-4x6 `. Truss designed for wind loads 6.00 in the plane of the truss only. 4.0" 3 3.1" M-3x8 M-3x8 % 4 B Pa'HS 9x13 • _ MSHS-9x18 o - V - .. �_. ._.. fi _.- o M-3x8 0.25" M-3x8 _5-8x5;5) i 4-04-07 4-01-09 4-01-09 4-04-07 , L?F''0 PR°Pess 17-00 1r<° OAG,INE9 /02 t' 89782PE 9r JOB NAME : J-1867 STONE BRIDGE - C3 • Scale: 0.3450 . -.+ \ WARNINGS GENERAL NOTES, unless othenese noted. 1.Builder and erection contractor shoulbe dvised of all General Notes 1.This desgnlab d Nyupon th parameters sho and b an individual y OREGON >\� Truss: C 3 and Warnings before construction commences. building component Appleabiley of design parameters and Q 1 f component c the re Proper as 2.ha compression web bracing must be installed where shown•. incorporation o pore aponublNy of the building designer. �lJ9 �^�� •(� n+� 3.Additional temporary bracing to insure stability dung construction 2.Design assumes the lop and bottom chortle to be laterally braced at 77 �l �!.`� is the responsibility alma erector.Additional permanent bracing of 2'o.<.and 0110'o.c.respectively unless brand throughout then kngth by \ `� continuous sheathing such as plywood sheathing(TC)andor drywall(BC). p^ y ,� 1:A 1 E: 11/16/1011 the overs)structure Is IM responsibility of the bulging designer. 3.2a Impact bridging or lateral bracing moulted where shown•• �'S L.. SEQ.: K 16 0 3 5 2 9 a.No bad should be applied to any component until seer all bracing and a.InstaNation of truss is the responsibidty of respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in noncorrosive environment. and are for"dry condition"of use. TRANS ID: LINK design loads be+ppnedroany component. 6.Design assumes me bearing at all supports shown.Shim m wedge 11 5.CompuTnushas nocontrol over and assumes norespompbilityfor the „ry. EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. ).Design assumes adequate drainage is prodded {, c 6.Tha design i banished subject to the imietbns set forth by 8.Pietas aloe be located on both taus of truss.and placed so thew center December 1 5,2015 'MONICA in SCSI,copies chetah ea be furnished upon request. lines coincide ode pint center eines. 9. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E m.Digitsoabasic connectorsee elde inches. tBB6 NITek platesign values see ESR-1711,ESR- (Web) This design prepared from computer input by op 1.;;175 ER Oil'AT(CDFc TRUSS SPAS 14'- 0.0•' 'C!OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 'Mci": 4 KOCF t11sf:1K LOAD DURATION INCREASE = 1.15 1� .�... 7;;7 ItDOF qI nBTR SPACED 24.0" C.C. Design conforms to main tui ndfor re-res isti nq system and components and cladding criteria. . LATERA:. :'"!65050 <_ L1"OC. DON. LOADING 3C LATERA_. _'rJ PP.52 -_ 12"30. DCN. LL( 25.0)+DL( 7.0) ON TCP CHCPD = 32.0 PSF Wind: 140 mph, h=21.1 LL, TCDL=4. BCDL-6.O, ASCE -10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, ESp.B, MWFRSIDirl, TOTAL LOAD = 42.0 PSF load duration factor=l.6, Lnbalanced e road_ 'c been Truss designed for wind loads considered for this de_;agn. LL = 25 PSF 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 as structural top chord. Connect with M-306+ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP min typical 36"oc (con). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall SON. M-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 7-00 7-00 M-92t9+ 1 .- • • M-3t6+ • ' M-3x6+ • • 02 4 5 1-00 19-00 -» ���Eo . .°Fess ,S\� �NGIN49 / • 02 89782PE 9r JOB NAME : J-1867 STONE BRIDGE — D1 ,; 7,,,>\•'=". --7.Scale: D.5366 WARNINGS: GENERAL NOTES, unless othnoted. OREGON ` I.Builder and erection contractor mould be advised of all General Notes I.This design is based only upon theparameters shownand-1 an indv dual Truss: D1 and warnings before construction commences. b!drug component.Appliubdey of demgn parameters and ptopet �/ 2.2+4 compresaon web bracing must be hwtaled where mown., incorporation of component a line responsibility of the building designer. 99 (/^R Y V Q� 3.Atldthonal temporary bracing to insure stability during constructron 2.Design assumes the top and bottom chortle to be laterallythroughout Braced at 7 'l ��j` n the re sponaibilay of the erector.Addrtfonal permanent bracing of 2 o.c.and at 10'o.c.respectively artless braced Inroupn O thee length by V continuous sheathing such as pswnod orad g(TC)andlnr drywall(BC). PA UL �\ DATE: the overall structure is the respenslhgty of the building designer. 1 2x Impact bridging or lateral bracing required where mown.. 1.. SEQ. : K 1 6 0 3 5 3 0a.No load should be applied to any component until Met all bracing and rt.Installation of truss is the responsibility o/the respective contractor. • Fasteners are complete and at no time mould any bads greater than 5.Design assumes Trusses are to be used Ina nonworrosne environment. TRANS I D: LINK design loads be applied to any component. end are for condition"of use. 5.CompuTrus has no control over andamumas no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge it necessary. EXPIRES: 12!3.112016 fabrication,handling,shipment and intalalon of components. 7. 6.Das design rs furnehed subject to the imitations set forth by 8.Plates shall be located oassumes n both faces drainege is provided. a°nd ohs.'so their center December 16,2015 TPWVTCA in BEV.copes of which oil be furnished upon request lines coincide with join)center lines. 9.Digits Indicate size o/plate In Inches. %Tel,USA,Inc./CompuTrus Software 7.6.7SP2CIL)-E to.For basic connector plate design values see ESR-1311•ESR-1988(MiTek) • This design prepared from computer input by JP 1.UI1000 SPFC:-rICATT;NS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 0C: 1 106iF 6150'20 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-33) 495 2- 3=1-838) 205 'C: 5.) FDDF 14159.TP- SPACED 24.0" O.C. 2- 3=( -76) 196 9- 6=(-33) 495 8- 4=( 0) 320 WEB:: 2_04 KDDF STAND 3- 4=(-631) 145 5- 6=1-83B1 205 LOADING 4- 5=(-631) 146 :.6TE9.';. 11PPGPT ._ 2"J2. 00N. LL( 25.0)5DL( 7.0) ON TOP CHORD = 30.0 PSF 5- 6=( -76) 196 RD :.ATERAL .:''PP:RT ._ _, VON. DL ON BOTTOM CHORD= I PSF 6- 7=( 0) 50 TOTAL LOAD = 42.(1 PSF 3-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA (9.' P'oAtl::n: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -109/ 702V -73/ 739 5.50" 1.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 0.0" -109/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 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 = 0.100" @ 12'- 3.6" Allowed = 0.654" MAX TL DEFL = 0.106" @ 12'- 3.6" Allowed = 0.872" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" 7-00 7-00 MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 1-10 5-02 5-02 1-10 12 12 Design conforms to main windforce-resisting 1 6.00 M-4x4 6 00 system and components and cladding criteria. 4'0 Wind: 140 mph, h=21.Ift, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,JA load duration factor=l.6, 1 Truss designed for wind loads in the plane of the truss only. I.1'-, j. M-3x4 M-3x4 8 ! O 8 M-3x6 M-1.5x3 M-3x6 • 7- 00 7-00 tLQ�Et P R QFFS 1-03 14-00 1-00 �(c'� �NGtNEFR cS'jO2 8.782PE 9r' JOB NAME : J-1867 STONE BRIDGE - D240,,,,,,\22. Scale( 0.3616 tl• . .fir --,+). WARNINGS: GENERAL NOTESunless se lee: OREGON N. �„ I.Budder am erection contractor should be advised Wall General Notes I.ThIsdesign is based only upon the parameters shownred' 1 an individual Truss: D2 and warnIngs before construction commences. building component Appbcablty of des gra parameters and proper ';'..41-1/1/(/ 20 2.2aa compression web bracing must be installed where shown.. incorporation of component 4 rne raaponaibilily of the building designer. q RY 1`� tGQ' 3.Additional temporary bracing to insure nobility during construction 2.Design assumes the top and bosom asschobraced to he latently braced at .�(1� Is the responsibility of the erector.Additional permanent braising of 2'o.c.and al 10'o.c.respectively unless Dnue INa)eelh heir length by T \ continuous sheathing such as plywood sled g(TCI andbr drywall(BC). p�' r L..6.02:_.. ..'/:6/2 0 1 the overal structure is the responsibility of building despner. 3,2x Impact bridging or lateral bracing required where shown•• l� SEQ. : K 1 6 0 3 5 3 1 4,No wad should be applied to any component until after al bracing and a,Instal,tion of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greeter than 5.Design a c es trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"ofuse. 6.Design ry ea full bearing at an supports shown.shim of wedge if EXPIRES: 12/31/2016 • 5.CompuTrua has no control over and assumes no responsibility for the on,um I fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage a provided. 6. December 16,2015 This design is furnished subject to the Imitations set forth by a.Plates shall looted on both faces of true.and placed so their center TP VWrCA in BCCI,copes of whiCh coil be furnished upon request. Ives coincide with pint center limos. see in es. MITek USA.Inc lCompuTrus Software 7.6.7-SP2)1 L)-E Io.Farr basic coigits nnector pedeign viol platespit values see ESR-1311,ESR-1988(Weir) This design prepared from computer input by JP ....'E.ER .r)I 1FICATI,TJI:`: 14-00-00 GIRDER SUPPORTING 37-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cid=1.00 C,: 2,1 I0I(:,F 4165TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-7196) 1604 1-6=(-1314) 5940 2-6=1-199) 742 PM: 'xr. i. .r' 8:62.2R 2-3=1-7112) 1622 6-7=( -95E) 4502 6-3=1-800) 3542 1,7:DF STAND; LJADING 3-4=1-7112) 1622 7-5=(-13141 5940 3-'=1-800) 3542 (IN, O- STAIN A LL = 25 POE Ground Snow (Pg1 4-5=1-7196' 1604 7-4=1-144) 742 TC ONIE LL( 50.0)+DL1 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 0.0" V LATERAL 1..PPG57 - "CO. BC ONCE LL( 443.8)+OL( 321.8)= 765.5 PLF 0'- 0.0" TO 14'- 0.0" V LATERAL SUPPORT <_ _2"3n. VON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRO AREA. LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2312 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1298/ 5807V -62/ 624 5.50" 9.29 KODE ( 625) 1 _nine'.et.e. to sees required. 14'- 0.0" -1298/ 5800'0 0/ OH 5.50" 9.29 KDDF ( 625) Attach 2 ply withu 3"o.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP s ta99ered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. on in 1 rowts) throughout 2x4 top chords, o� _ owls) throughout 2x6 bottom chords, GOND. 2: Design checked for net(-5 psf) uplift at 24 spacing. �, � �n 2 r 'oc oc in 1 row l s) throughout 204 webs. ----- __-- - ----- -- - -- -- ---_ -- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.056" @ 9'- 3.1" Allowed = 0.654" MAX TL CREEP DEFL = -0.113" @ 9'- 3.1" Allowed = 0.972" MAX HORIZ. LL DEFL = 0.017" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.029" @ 13'- 6.5" 7-00 7-00 Design conforms to main windforce-resisting • 3-06-09 3-05-07 3-05-07 3-06-09 system and components and cladding criteria. 12 12 Wind( 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 6.00 M-5x6 ^.6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5.0" Truss designed for wind loads in the plane of the truss only. M-1.5x3 `-,3.3" M-1.5x3 2 • 4 M-8x8 �M-8x8 • m 0 M-4x8 M-4x8 • 4-08-15 4-06-02 4-08-15 • p 19-00 .0 C'co PRop n cc.� �NGINEFG9 si�2v 89782P r' JOB NAME : J-1867 STONE BRIDGE - D3 ,. - ' - ~-+" ' Scale: 0.4042 WARNINGS GENERAL NOTES, unless othenese noted iv vJ 1.Budder and erection contractor should be advised of all General Notes I.Th tl gn is based only upon theparameters N and I n individual 2 1744Z/ v OREGON as Truss: D 3 and Warnings before construction coin nces building component Applicability of design parameters and proper P 4j, n� �` 2.2s4 compression web bracing must be installed where shown•. incorporation of component a the responsibility of the building designer, '�ya Vn v 3.Additional temporary bracing to insure stability during consCucten 2 Design assumes he lop and bottom chords to be leleraey Graced sl •,9 eQ RY 1 .._&''Z' is the responsibility of me erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecwely unless braced throughout their length byI continuous sheathing such as pNwaod snealhing(TC)andeordrywall(SC). Pig U1� 12/16/2'"11i• the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• A'S SEQ. : K 16 0 3 5 3 2 4.No load should be spoked to any component until seer aN bracing and 4.Installation of truss is the responsibility of the respective contractor. I fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noneorrosne environment. TRANS ID: LINK design loads be applied to any component. and are forr"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ase mea me bearing al°"supe°na.hese^.Shim or wedge if EXPIRES: 12/31/2016 fabricate,handling.shipment and installation of components. 7.Design euumes adequate drainage Is provided. • December 1 6,201 5 6.This design b forniahed subject to the imitations eel forth by 8.Plates shall be located on both faces Whim.and placed so their center TPVWTCA in SCSI.copes of which oil be furnished upon request, lines coincide with pint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7SP21L E 9.Fe bts asic connectme or of deplate in inches.at P ( )• tg,For basic connector pfale deeps lues see ESR-I311,ESR-1958(MiTek) This design prepared from computer input by OP f)MbER UP F__FICATDI:NS TRUSS SPAN 21- 0.0" iCOND. 2: Design checked for net(-5 psf) uplift at 24 'ec sparing. C_;: :if�F ql.c BTR LOAD DURATION INCREASE - 1.15 PC: 2,.:4 K'i F dl5PTP SPACED 24.0" O.C. Design conforms to main windforre-resisting system and components and cladding criteria. LATER:.:. SUPPORT ,_ I2"DC. UON. LOADING _.0 I,A.TEP:,T S rlPPORT 0_ __"CC. UON. LL( 25.0)•DL( -.JI ON TOP CHORD = 32.0 PSE Hind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 2-12, DL ON BOTTOM CHORE = 10.0 PSF (All Heights), Enclosed, Cat.2, Enp.B, MWFRS(Dirl, TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss oncontinuous bearing wall ION. • 9 00 1 21-1x2 or equal typical at stud verticals. •• BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ,Refer to CompuTrus gable end detail for • • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Icomplete specifications. • 3 - Ili/ 10 • M-3x4 • 1-00 ;_. --____. - _ 2-00 -_ - ,.\� �NGt NEE9 ��2 89782PE pr JOB NAME : J-1867 STONE BRIDGE — El . � j/ • • Scale: 0.9708 /". -. WARNINGS: GENERAL NOTESunless otherwise noted'. I.Bulderand areal.contractor should be dvisedofallGeneral Notes I.This design is bd my upon the parameters shown ndisroranindrvdual i' OREGON Ooh Truss: El and Warnings before constructor commences. building component.Applicability of ds 1 and Nr ].2sd compression sr9 mus incorporation design parameters n proper pression web brat t be installed where shown• orporarron of component k Ma responsibility of the building designer. IP. { •L A 3.Additional temporary bracing to insure stability during construction v Design assumes the too and bottom chords to be laterally braced at �� RY '} _`�j` _ is me responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.reaps as ply unless bossed Ihroughoul their att)B by I Nj V n - 12/16/2011! the overall structure Is the responsibiity of the building designer. continuousIpa sheathing or such l b*wood re Meed where)own•r Orywall(BC). p�' 1 d,No load should be applied to a component g a 3.25 Impact bridging lateral bracing required d where shown•• u L SEQ. : K 160 3 5 3 3 pple any com t until after all brach and d.Installation of tress is the responsibility more respeame contractor. fasteners are complete and al lb time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosbe environment TRANS ID: LINK design bads be applied to any component. and are Nr"dry condlon"of use. 5.OompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all Supp°^•chew^.Shim or wedge if EXPIRES: 12/31/2016 on.handling, necessary. fabrcat .• rap.shipment and installation of components. 7.Design assumes adequate drainage s provided. December 16,2015 6.This designs furnished subject to the imitations set forth by 8.Plates shat be located on both faces of truss.and placed so Meir center TPIM1VICA in BGS!,copies of which will be furnished upon request. knee coincide with joint center Mea 9.Digits indicate sac of plate in inches MiTek USA,Inc ICompuTrus Software 7.6.7SP2)1 L}E to.For basic connector plate design values see ESR-1311,ESR-1908(PATO) This design prepared from computer input by JP :31;18PR hITIEICAT:7NC TRUSS SPAN 2"- 0.0" IEC 2012 MAX MEMBER FORCES 9410/DDF/Cq=1.00 TT( 2-'4 NUDE' 416ETR LOAD DURATION INCREASE - 1.15 1-2=( 0) 36 2-4-(-17) 19 3-4=(-44) 34 ::1 I(D5F Bli8TP. SPACED 24.0" O.C. 2-3=I-66) 39 'EB:;: 781 ICD:_`F ST.NC. LOADING 7E 2"0C. NUN. LL( 25.0)+DL( -.DI ON TOP CHCPD - 32.0 PSF BEARING MAX VERT MAX HORZ 5RG REQUIPED BRG AREA /:.c�:,.. r?CR r H. I0-ER5:. 8CPP:,R': ._ 12"PC. NON. DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 2.0" -72/ 2990 -9/ 30H 5.50" 0.48 KDDF ( 625) -17/ 617 0/ OH 5.50" 0.10 KDDF r 625) LL = 25 PSF Ground Snow (Pg) F,: I'. spec -.. - Se=_ approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL :..f 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "os. spacing. 4.00 !.- BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/IRS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.093" MAX TO PANEL TL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.139" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.3" Design conforms to main indforce-resisting system and components and cladding criteria. 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), load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r+ • 1 • ' --� M-3x4 M-1.5x3 1-00 _... 2-00 _. 0. 74&EFq `SAO 89782PE r JOB NAME : J-1867 STONE BRIDGE - E2 - • Scale( 0.9708 ; I.Bu WARNINGS: GENERAL NOTES, unlessyuotherwisethepar/weed. '57 OREGON I.Builder and erictwn contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual 0 Truss: E 2 and warnings before construction commends. building component.Applicability of design perimeters and proper 2.2vn compression web bracing must be installed wit shown+. incorporation of component N me responsibility of the building designer. •RY 15 2 Q' 3.ACdeonal temporary b gt - reststabilityduring construction 7.Design mea mefopam bond dwd 1 be Nlerafy etheirbraceat is Me responsib ldy of theerector.Additionalpermanent piecing of 7 d t I D'o c.respectively N braced mroupnoM their length by :::/16/201E- the overall structure is the continuoussheathing such as plywood ah thirp(TC)and/or drywaAlBC). AA �\ esponsbiFry f the buildng designer. 3.2 Impact bridging or lateral bracing required where shown.. • SEQ. : 51603534 4.No load should be applied to any component until after al bracing and 4.Installation of russ-s the responsibility of he respective contractor. fasteners are complete and al no time should any Naas greater than 5.Design assumes busses are to be used Ina non-corrosive environment. design bads be applied to a and are for"dry condition"of use. 12/31/2016 TRANS 1�: LINK g.Conp Trus has no conlml er component. no res 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 1 2/31/201 6 pu responsibility for the necessary, fabrication.handkrp,shipment and installation of components. 7 Design assumes adequate drainage N provided. 6.Thisdesign is furnished subject to the limitations set forth by 6.Plates snag be located on both faces el buss.andpbced so their center December 16,2015 TPII WTCA in SCSI.copies of which oil be furnished upon request. hots coincide with pint ceMcf Ibes. 9.Digits indicate sae of plate In inches. MITek USA,Inc/Compufrus Software 7.6.7SP2(1L)-E lo.For basic connector plate design values see ESR-1711.ESR-1966(Weir) • This design prepared from computer input by Op :,(1171'',:8 ,PF:r'.T FI:'?.TIONS TRUSS SPAN 4'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 2%i 0001 R166TR LOAD DURATION INCREASE = 1.15 1-2=1-7E) 58 3-9=1-149) 120 3-1=1-124) 93 4-2-1-129) 104 !CI(. ::1 RDI:F 91>BT? SPACED 24.0" O.C. 1-4=1 -89) 125 'SEES: 2,-1 KD'JF STAND LOADING NEARING MAX VERT MAO HORS BRG REQUIRED ERG .AREA. 87 LATEP AL ':PPCR': o_ S. JON. LL( 25.01.00( 7.0) ON TOP CHORD = 32.0 PSF LOCATION£ REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ... TAT79.•(..1. .. .r..._ 8= _2 UCN. DL ON BOTTOM CHORD - 10.0 PSF 0'- 0.C" -19/ l63V -45/ 78H 5.50" 0.26 KDDF ( 625) TOTAL LOAD = 42.0 PSF 4'- 0.5" -25/ 177V 0/ OH 5.50" 0,28 KDUF ( 6:.5) " For bine. spec:. - See approved plans LO = 25 PSF Ground Snow i Pg; LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TI,--L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.1" Allowed = 0.225" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.019" @ 2'- 0.6" Allowed = 0.337" MAX HORIZ. LL DEFL - -0.001" @ 3'- 9.0" MAX HORIZ. TL DEFL = -0.001" @ 3'- 9,0" 4-00-08 • Design conforms to main windforce-resisting 12 4.00 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, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3r.4 I I 1 0 • ry • lin • M-1.503 M-3x4 4-00-08 . 9,0) PR Open �'�74INE4\ � F 89782PE r' JOB NAME : J-1867 STONE BRIDGE - E3 j/ � + Scale: 0.5563 /^. \ ' WARNINGS. GENERAL NOTES unless otherwise 1 d'. v I.Builder and erecuon contractor should be advisedstall General Notes t.This design Isp d only uponth parameters shnd is for anindiidual -yti OREGON '" �, Truss: E 3 and Warnings bebr construction commences. building component.Applicamlry or design parameters and proper 2.2v4 compression web bracing must be installed where shown. incorporation at component's M.respanaibga„of the building designee. erg 6d RY 1 2 Q` 3.Additional temporary bracing 10 insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 7 G. is the responsipility of the erector.Adtlittonal permanent bracing of 2'o.c.and at 10'o.c.rsuch a plyety unless braced throughout their length by \�V -.y. .../1 F/c:'1-_ the overall structure IS the reeponcibikty of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Pq 1 ,L r• 9 3.2v Impact bridging or lateral bracing required where shown•• U SEQ. : K 16 0 3 5 3 5 4.No load should be applied to any component until after OR bracing and 4.Installation of buss is the responsibility of respective contractor. • fasteners are complete and at no time Mould any loads greeter 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 rycondition'ofuse. S.CompuTrue has no control over and assumes no responsibility for the 6.Dation assumes lug bearing a1 all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. anmceeu .Design assumes adequate othlfage h pruss.an December 16,2015 6.This design Is furnished subject to the limitations set IoM by B.Plates Map be located on both faces of truss.and placed so their center TP WJTCA in BC51,copies of which will be furnished upon request. linea coincide wah pint center knees. 9.Digits inchoate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 11.For base connector plate design values see E5R-1111,ESR-1988(MtTek) This design prepared from computer input by JP :.(1I-IEEE) EI.ATIOI" TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDE/Cq=1.00 '"C: 2,1 KDDF 616ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-55) 42 5-2=(-130) 93 P.C: 2z1 VIDE 141357R SPACED 24.0" O.C. 2-3=(-67' 45 5-6=(-62) 4E 3-6=( -45) 52 OEBS: 2::4 0DDF STAND 3-4-(-41) 38 6-4=( -53) 29 LOADING • .. -EO::. _ DON. LL( 25.0)•DL( ON TOP CHORD = 32.0 PSF OATEPAL ..IFPCPT 6= 22"7C. (JON. DL ORa.DTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ 5RG REQUIRED BRC; AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -66/ 310V -22/ 65H 5.50" 0.50 RODE ( 6251 LL = 25 PSF Ground Snow (Ig) 3'- 2.8" -8/ 192V 0/ OH 5.50" 0.29 RIDE ( 625) 5'- 0.0" -18/ 81V 0/ OH 5.50" 0.13 RODE' ( 625) '1-1.Sr:q n �t tic -structural LIMITED STORAGE DOES OCT APPLY DUE TO THE SPATIAL e glial REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ert:..al m,-,:Mets iron.. BOTTOM CHORD CHECKED FCR 10PSF LIVE LOAD. TOP 6COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - ---- ---- -- ---- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-09-08 1-07-06 MAX TO PANEL LL DEFL = 0.004" @ 1'- 5.9" Allowed = 0.189" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.7" Allowed = 0.149" • MAX TC PANEL LL DEFL = -0.001" @ 4'- 0.8" Allowed = 0.082" 12 MAX TC PANEL TL DEFL = -0.001" @ 4'- 0.8" Allowed = 0.123" 4.00 :% MAX HORIZ. LL DEFL = -0.000" @ 4'- 9.5" MAX HORIZ. TL DEFL = -0.000" @ 4'- 8.5" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. M-3x5 Wind: 140 mph, h=15ft, TCDL=4.2,5CDL=6.0, ASCE 7-10, M-3x4 M-3X5 4 - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor-1.6, End vertical(s) are exposed to wind, M 3x5 Truss designed for wind loads • in the plane of the truss only. ,N 0 M-3x5 / • iTruss designed for 4x2 outlookers. 2x4 let-ins' \ ,r, of the same size and grade asstructural top i � chord. Insure tight fit at each end of let-in. - -- • -B �_ permissibl must be out with care and are • 0 1 !-� - -�- 1 permissible at inlet board areas only. o 6 • M-304 M-1.5x3 M-3x4 • • • 3-02-12 1-09-04 PROVidi(60LL BEARING;Jts:2,5,6 5-00 c�kED P R ope ,� s� NGINEFl r�� R ° 2 89782PE r JOB NAME : J-1867 STONE BRIDGE - Fl ' , '� Scale: 1.5410Mir WARNINGS: GENERAL NOTES, unkss othenvise noted'. (./ �vl ).Braker and era Gen contractor should beadvised of all General Notes I.This designis based only upon the parameters shown and is for an individual "9' OR O <,.� Truss: Fl and Warnings before construction commences. building component Applicability of design parameters and proper -(/, (l 2.ha compress,.web bracing mist be installed where Now,•. incorporation of component's the responstbilny or the building deupner. .,rJ� ^e� ( (� A J.Addeional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords la be laterally braced at 7 �l,FJ! '1:.7 �`.` . in be responsblity of the erector.Additional permanent bracing of C'^.c.and at 10'o.c.respectively as ply ting is brand throughout their all(B by ` �(/ continuous sheathing such as plywood sheathing(TC) dict dryII(BC). p yt U t �` ..,, 11116/2015 the overall structure is IM responsibility of the building designs 3.25 Impact bridging or lateral bracing required where shown•• L.. SEQ. : K 1 6 0 3 5 3 6 a.No load should be applied to any component until after all bracing and a.Installation of truss is the responelbrty of 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 ID' LINK design loads be applied to am component. and are for"dry condition'of use. 5.LompuTrus has no control over and assumes no responsibility for the 6.Design assumes lug beating at all supports clown.Shim or wedge If ,, EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. nary. .P"essalbes kowedoneot tack"uss, December 16,2015 6.The design a furnished,Spit b the Imitations set bran by 8.Plates Mal be located on both hue DI Sues,and placed so their center TPIAVTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center Ines. MITek USA,Inc/Com uTrus Software 7.6.7SP2(1L E 1 Digiti indicatesne¢er pplatee inches. cal P )• 5 Dor bank caawe l plate in enc values sae ESR-1311,ES13-1888(MITeY) This design prepared from computer input by JP LUMPER SPEC:I FICATIONS TRUSS SPAN 9'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2:29 KIJUF 141uRTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-285) 410 3-5=(-448) 265 294 ROOF til&BTR SPACED 24.0" O.C. 2-3=1-486) 228 5-4=(-130) 103 WEB:: Dmi KDOF STAND; 3-4=( -85) 83 2x4 'F STANID. A LOADING LL( 25.0)4DL( 7.01 ON TOP CHORD = 32.0 PSF TO LATEPAL 'PPC PT e= 02"27. JON. DL ON BOTTOM CHORD = 20.0 PSF BEARING MAX VERT MAX HORZ SRO REQOIPED BUG AREA _. ..,...., _'00,50 ._ __ UON. TOTAL LOAD = 4..7./ USE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -74/ 534V -41/ 118H 5.50" 0.85 KDDF ( 625) (i:EieADXS: 17.." J.0" LL = 25 PSF Ground Snow ;Pg; 9'- 6.0" -4E/ 3910 0/ OH 5.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For [Limp, specs. - See approved plan= REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -- - -' --'AND BOTTOM CHORD LI'.'E LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.0022" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEED = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.220" @ 4'- 10.0" Allowed = 0.416" MAX BC PANEL TL DEFL = -0.220" @ 4'- 10.0" Allowed = 0.554" 4-10-13 4-07-03 MAX HORIZ. LL DEFL = -0.009" @ 9'- 2.5" 1 MAX HORIZ. TL DEFL = 0.005" @ 9'- 2.5" 12 4.00 M-1.5x2 Design conforms to main n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, -- Truss designed for wind loads M-1.5x3 - ------ in the plane of the truss only. , • o M • LD Af * M-3x6 M-3x4 9-02-08 0-03-08 1-00 9-06e. ���E0 PR6r ss ,55. �'NGtNEF'9 /d2 :9782PE pr' JOB NAME : J-1867 STONE BRIDGE - F2 ,,,r ,,.v Scale: 0.4916 , - �/ MIN ^ WARNINGS: GENERAL NOTES unlessolh t d' 9 OREGON , Truss: F 2 vJ 1.Builder and erection contractor should bed sed of all General Notes This design is based only upon breparameters sno and I fad ideal and warnings before construction commences budding component Appkabilay of design parameters and proper '� 2r 22G Q" 2 2v4 rompreswon web bracing must be Inlakd where shown incorporation of component n le be responsibility of the building deupner. ,A V� 2.Design assumes the lop and bobom chords to be laterally braced at 7L1 q 13Y A 5 N1 ,' 3.Additional temporary bracing to insure pabdity during construction 2'o.c.and at 10'a.c.respectively unlesS braced throughout their length by a ` is the responsibilOy of the ereotor.Addksect permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p^' I L DATE: 12/16/201E, the overal structure is the responsibility of the building designer. a.2a Impact bridging or lateral bracing required where shown.. �'1 V SEQ. : K 16 0 3 5 3 7 4.No load should be spoiled to any component until after al bracing and a Instanalon of Truss is the responsibility al the respective contractor. fasteners are complete and at no time should any loads greater than s.Design assumes trusses are loo be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are ror"dry condiion'"of use. 5.Eompurrus has no control over and asoumes no responsibility for the 6.Design assumes n,a bearing at°"auppad.showncondition" Shim or wedge it EXPIRES: 12/31/2016 fabrication.handw shipmentcary. handling. andnsaWibnafaampa components. 7. sign assumes aderainageisprovided. December 16,2015 6.This a design furnished sub Md to the limitations set forth by e.Plates shall be looteddonon both faces of truss.and pined so their center TPVWTCA in SCSI,copies of which wil be furnished upon request. lines coincide with pint center lines. 9.Digits indicate sloe of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7SP2)1L)-E 10.For basic connector plate design values see ES19-1711,ESR-1968(Mask) This design prepared from computer input by JP Ll1MFER .SPECIFICATIO5" TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 41911/DDF/Cq=1.00 2,1 KDUF 411070 LOAD DURATION INCREASE = 1.15 1-2=) 01 30 2-4=(-36) 40 3-4=(-146) 121 rc_ [ADP 411020 SPACED 24.0" C.C. 2-2=(-69) 52 NEE_): 22.1 I:SCF STAND OADING CC TPPORT ,)_ "0C. CAN. LL( 25.O1+EL( 7.0. ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRE REQUIRED BRG AREA _oss �.i.,:. .:PP:-.P 7 <_ _c"D7. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -641 365V -22/ E51-1 5.50" 0.56 KDOF ( 625) ._n'"H;:,_: �.0" 5'- 0.0" -22/ 1942 0! OH 5.50" 0.31 KDDF r 625) LL = 25 PS0 Ground Snow (Pg) 1-1 � 4 ). ai non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �_ REQUIREMENTS OF IBC :.012 AND IRC 2012 NOT BEING MET. ICONS. 2 Design checked for net(-5 psf) uplift at 24 "oc spacing. rbc-_ -err real wont. BOTTOM CHORD CHECKED FOR 1i1PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = 0.040" @ 2'- 9.5" Allowed = 0.393" MAX TC PANEL TL DEFL = -0.041" @ 2'- 7.6" Allowed = 0.454" 5-00 MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 12 4.00 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(Dirl, load duration factor=l.6, M-3x5 % End vertical(s) are exposed to wind, Truss designed for wind loads -,_1 in the plane of the truss only. • J M-1.5x4 �" . Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade as structural top N chord. Insure tight fit at each end of let-in. - ",i i o outlookers must be cut with care and are ' li N permissible at inlet board areas only. M-3x5 0 • M-3x4 M-1.5x3 1-00 5-00 ,S 0AG N E-`S/ :9782PE r JOB NAME : J-1867 STONE BRIDGE - F3 r -0/ Scale: 0.6652 / XXIII WARNINGS: _ - GENERAL NOTES, unless otherwise1 d --- L., I.Builder and erection contractor should be doled stall General Notes I.Th design is based Ny upon theparameters M and 1 ndsdual -74/&OREGON a"� Truss: F 3 and Warnings before corelrudion commences. building component.Applicability of despn parsm tors and proper y��ys /coy `7 2° 2.214 compression web bracing must be installed where shown.. incorporalWn of component's the responsibility of the building designer. •t. •RY `/ 3.Addaional temporary bracing to Insure slabitiN during construction 2.Design cid al tr the top and bottom chords to be rsagysateraly braced at c T� G- is the responsibility of the erecter.Adtl4ens permanent Gracing of 2's.c.and al 10'o.c.respedi pry unless braad throughout(herr length by V _ continuous sheathing such as plywood aped ng(TC)and/or drywall(BC). pct U L „v4 E: .1/16/201S Inc overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown. SEQ. : K 16 0 3 5 3 8 4.No load should be applied to any component until after al 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 non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.OompuTtus has no control over and assumes no responsibility for the 6.Design a rya°°m°°'°"bee^ng at all supports shown Shim or wedge if • EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design'""Tee adequate drainage 4 provided. • December 16,2015 6.This design n(unshed subject to the Imitations set forth by 8.plates shall be located on both faces of truss uand placed so their center TPVWTCA in BENI.copes of which'cabs furnished upon request. lines coincide with pint center Imes. 9.Mack USA,Inc/CompuTrus Software 7.6.7SP2(1 L)-E o.For rbasic ts cotpa de see of pNte in rcrKs connector ut ladesignvalues see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by JP :31119.ER SPE_IFICAT1(DNS TRUSS SPAN 4'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 24 NODE 1l16BTR LOAD DURATION INCREASE = 1.15 1-2=1-901 75 3-4=(-198) 171 3-1=1-124) 126 4-2-1-128) 109 7 KDDF h1uE:TR SPACED 24.0" O.C. 1-4-(-139) 179 WEB:. 23:1 KDDF STAND LCODING BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA :.ATERAL SUPPORT <_ ""J-'.. ''UN. LL( 25.0)•DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ':r' LATERAL SUPPCDn 12"2C. CON. EL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -22/ 1635 -78/ 110)1 5.50" 0.26 RODE ( 625) TOTAL LOAD = 42.0 PSF 4'- 0.5" -51/ 177V 0/ OH 5.50" 0.28 KDDF ( 625) i .-.. - equq1 ,.. ...,-'ural LL = 25 PSF ,round Snow ;Pg e P e s LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.1" Allowed = 0.230" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.019" @ 2'- 0.6" Allowed = 0.344" MAX HORIZ. LL DEFL - -0.001" @ 3'- '9.0" 4-00-08MAX HORIZ. TL DEFL = -0.001" @ 3'- 9.0" 12 Design conforms to main windforce-resisting 4.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads M-3x5 ?- I in the plane of the truss only. M-3x5 M-1.5x9 - Truss designed for 4x2 outlookers. 2x4 let-ins M-3x4 j' of the same size and grade as structural top - I ' chord. Insure tight fit at each end of f let-in. 1 .- Outlookers must be cut with care and are only • permissible at inlet board areas : I `_--4 M-1.5x3 M-3x4 4-00-08 .<('c1/4 .D P R°Fe 74GLNE4\ itt" 89782PE JOB NAME : J-1867 STONE BRIDGE - F4 • Scale: 0.5093 ''^^ WARNINGS GENERAL NOTES, unlessth - noted (/ vJ 1.Bub Merection contractor be Ovsstlolall General Notes 1 This design basedlsNy upon the parameters ano and foran individual "p' OREGON oN Q, Truss: F4 and Warnings beforestruclbn commences. budding component.Applicability of design parameters and proper /, () 2.2x4 compression web bracing must be installed where shown• incorporation al component s Me responsibility or the building designer. 'i .A, V4 Ry ( V e 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally brand s1 T '-1 '1:.7 a the responsibility of the erector.Additional permanent Gracing of c^c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing sato as plywood erred neve and/or drywall(BC), pit' IL �\ :..,,7E: 1_'/1 E/2 D 1 E the overall structure Is the responsmRly of the building designer. 3.2a Impact budging or lateral bracing required where shown•• v SEQ.: K 16 0 3 5 3 9 4.No bad should be applied to all component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. listeners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, • TRANS ID: LINK design loads be applied to any component. and are tor"dry condition muse. , 12/31/2016 !� fj+ n(� �+ ' 5.CompuTrus has no control over and assumes no responsibility for then6.D oeuoo assumes NI bearing at all supports shown.Shim or wedge it EXPIRES. 1 GIs7 1 IG V V tabricaten,handling,shipment and installation of components. ry. Designaaumeeadequate drainage.tbusa d. December 16,2015 fi.This design s furnished subpd to the emitatbns set forth by S.Plates shall be boated on both faces of truss,and placed so their center TPIMTCA in BC51,copies of which will be furnished upon request. lines coincide well pint center IMes. 9.Mask USA.Inc./CompuTrus Software 7.6.7SP2(1L)-E to For basic baits s connectosae r plate llaatet desie in gn gchee. asee ESR-1]11,ESR-1986(MITak) Symbols Numbering System o General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Unfit Dimensions are in ft-in-sixteenths. rook Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS 9 g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For U-1/le 4 wide truss spacing,individual lateral braces themselves iLlipAlk>h may require bracing,or alternative Tor I_� bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. C7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate , designer,erection supervisor,property owner and plates 0 ''u' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. I 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI I. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-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 i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. =.4, reaction section indicates joint 110111111 liimall 17.Install and load vertically where bearings occur. unless indicated otherwise. Min size shown is for crushing only. NU18.MN Use of green or treated lumber may ft y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction.9 and pictures)before use.Reviewing pictures alone DSB-89: Desi n Standard for Bracin is not sufficient. 9• BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate /■� Connected Wood Trusses. MiTek Engineering Reference Sheet:MIl-7473 rev.01/29/2013