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12-0676 (SFD) Truss CalcsFly 1 . � • . - '. _ � . A A44JACK-5 A"c-r,r�os B O-' Rir R- F- A T.. A.. ( - I 11V - nfD All trusses to be cambered 1 & 1/2 load deflection to '',''- ensure final deflection does not - • FF' A77 3) A87 JAcr5• exceed 1/2" - uI-0 , O rr .ory n/ z. cM / 6 A44 (2) i�1 0" - -v4•. ii. A445 Job Name:' o'\ ° A78 2) b I dA47 ;kOv zo ' ,- u Loper Residence� 1 6 ; A81 (2) AA-0°v e8-ri Hide' Lot 180 tf p a��.. 00 Do etfo «pO .- _- .- x.. . � -.o Q- O A48A82 (4) u,FFB. (2) O°Q O p -;)/ .... A83 oast •. � ef`''j fe"e-.t zoo LOAD. Zoo Pu nIy�. o,Y:•,i•' a•s.,-� . �' •' - -- - a._-Ia 9.b --q• -�A... 0KLGO A -_- -'.8 --aQ .,• Address: / ',. no�;9 O- �t, ° �_\ City Hange Carried -> Girder o o O . 's - '.. tee,, Ae 5(1 53060 Via Vicente '.. .. 1 U265KR30 A107 LEDGER O I U265KR30 AG LEDGER �`\9a v- 1 U265KR30 A7 LEDGER i\.9• O' h U265KR30 A8 LEDGER i ro= ' ,.Qi r / , /•': ... ._ U265KR30 A9 LEDGER :- ,iB q.l�P . 1 U2659R30 A10�:•>LEDGER yr ... y--' IU265KR60 A21 A22 a- O- o� ,��Io w\ p 7_O/ U26 U265KR30 A21I A22 A22 OI /I-L- un°ti o>rG /i�,n I U265KPGO A32 A23-> A32 5p I O o �A8 ... 1 U526 23 -> A22 ' "- ry_ fz•' a4 ?A �N r,' I U265KR60 A24 A32 ��rP- _? U265KLGO A25;A27 ti,, •. •- ,. q•\4 y.._ Q v r;�, . -, • 1 U265KLGO A26 ->A27 A27 -> A32• '-�;r J.O _ r O .�>UQ, I• ra.t,`f, ., .. .- '''t'' I U265KRGO __Uu A28 .`.,\ . I, U6 A29. .,.S L- QI .. W52G LU526 -2 A30` A32 A31 -> A32• iD .. - .. .. ♦. .. . .- HHU526-2 A32 -> A33 - ° y Q N. N-.' tvaoA105WPll w. f . o.- •, ,_/ . ° O 2 A39HHU526-2,> A38 0.0 T. 0 01 - ' - '�,/I -lL+.•::H'',o'.x+ .- ' 1US28 A40 - -^y - T ••.'": �➢*.'1 'f,yr •''28.''1IIIII1111I LU528 A41 -> A38 r/. ."'_ -3 Nn{�' .). A71 5) .1 5 MU526 I MU526 A71 LEDGER A72 -> BEAM .1, 7i . 010) tID `. 'j:'.si`l'Y ijx7'f�r,o .C . - ' HHU526 -2. A7-> BEAM . .c •_ -'u� _9. .°v> . i J_O- 'r _"_• -.�' L{�3,lI .E�. '�rt.°'w.5� `•rrn , '.'. . I LU526 6 A74 _> LEDGER w •''hb'..F,o I AI6 ..-• 4�-_- .--= rtf.ov .3p; . ' _) MU526 2 MU526 A75 -> LEDGER A78 -> LEDGER '• ,, .o-. ., �S ;eJA .4 .- I HHU526-2 A79. A80 -> LEDGER,- EDGER: h - {'x= 62. •:n°:_ a,a: ./7,'i( ♦.rr ..., ,- ti..' MU528 A81 -> -> LEDGER _ - -. '=1Crt , ft ,,� sD.r• '.(t, 2 MU528 I LUC210Z A62 -> LEDGER A83 LEDGER' r_ ,.-;. • - e- 5 1 tiM•Jk; asqr /i.: , -> ;•— er3 t ' cx6'-s,t1.;" i" - MU526 A83 -> LEDGER 'a A1502)I .L. ic•3i;- r ! :i . . S'p.',. `- , .1 5UR26 '8UR26 AE9->A95. A90 -> A95. . .. .c ., -, . '. .e- - _ .':�<" .r :1 5UR26 U6SKR60 A91 -> A95 . A92 -> A93 ..- , ..f .y.. ti.S.®�. . o •o- wi<•.`K •7s?u, 2.o- .,.-. �`,_- t'J•• a;`3;'-b ts".�D.,. , .J i3i.„ t :iiift. yd.- -.i7 'S i�i•ryit•r.•oFuri' r. 4a [3.at'E ,a .- I U265KR60 A93->: ..e ,r i--{ .+ �?tlT - '. U265KL60 A94 -' ..' Al , o /t� -..,.9lJ" f ; l---I,I > l) . ,%�'.r =-351f /�' 7 t.' :• -s 1• U265KL30 ->• A95 -> ,(f- r<,E rU�!ifDa i,tk;J ,` .i i_:.^y .Ji'!? if •t :3t !J .. I -U265KL30 U265KL30 A96-> . A97 ,' oT � =�`re .0u?r•. . -- :, e�. .. ..- -.-'..>>'-. Y-���:Ff�•r;}:. -•.' ', S J. 2 I �U265KOO A98->. Ass-> . v { k:pbi F4Mw1TV `'. `L Designer: U265KR60 A100-> ,�, ;� t�7+ +•S,,nn. '.• iQFNi `�(aF•8.'".3 i 0 Manuel Cecena -.'. .0, 65KRGO �U265KR60 A101 -> A102-> . t"-r+, f•_ -y<tDu.•.iFJ30,' , ).> ' �i I ".u ,... A103-> : , _ -° J bg'rh[z ,. r`iq 1 j .t q, Project Manager:U265KR60 ', 'LU524. A39 JK5->GIRDER op e ffa • `° h.o-• rT ov4 i--J•I? •' 4J �' . i GregSates a,a 3ta'. ,.;-'1- i),L.¢f.(T,;iD iw Totals 5 ..a_ . , 6- �"/r-ist tr retIntr_:r�•.�iF)� "%4sr- • u:'r. O'- Job #:HHU526=2 ..` W524 - 2 19 \nIQ,�a j' ,o' '�_.� :�r.O ,` 2 `"- M-1939 LU526= W528 4 •. • . .. ,S•a_ :_ . �'. -w/J;�i_.� _ui1cef-r ,.•/. ui s1.(. . - - �r. MU526 - 17. Plan /Elevation: MU528=4 5UR26 =.3 UG21 OZ I : •. 's• q-ai Loper_ Residence U265KL30 = ' S /kr / Deposit for TrussPE U2�°_' ,. . . Calcs �...: U2105KR30 1. • . - - - -. : s. .. - .. .. .. .. , _ 1 REZA A_SGHAP•POUR, P.E. ��JCTL1 A� CONSU�'��P�d'�'S I REVIEWED CDREVISED AND RESUBMTC ❑ REJECTED ❑ FURNISH AS CORRECTED r sl -.'.OP draw' Corrections or comments made on .he = p A Ings during this review dim°t relieve contractor from ements of the dray Ings compliance with the req and specifications. This check is only for review of general confonnance withinib.ce vsitt�i taetiu..pt Of the -la-ion i fc , project and general comp given in the cont!" deeumerits. The co' tr1tt<`r�rs responsible for confirming anc corrElati�.•;, u T „ tities artd dimepsions; selecting fabricat::,:i ,�r;:' psis { and teclrnsql.ies of constn►ction; coon{ .:�= <<g his work with that of all otl►er.trades; and per:a:'r%ring his work in a safe satis:•actory / manner. I Date Ey f . i f f a IIII w ' ThMign ['ed fMmput�ut l� SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0' ICOND. 2: 200.00 PLF D G 0 • TC:'. 2x4 OF Iy18BTR LOAD DURATION INCREASE = 1.25 WARNINGS: Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, BC: '2x4 OF 918BTR SPACED 24.0' O.C. 1. Builder and erection contractor should be advised of all General Notes Enclosed, Cat.2, Exp.C, MWFRS, WEBS: 2x4 DF 918BTR LOADING and Warnings before construction commences. interior zone, load duration factor=1.6 TC LATERAL SUPPORT <= 12'OC. MON. 'LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 2. 9�4 compression web bracing must be installed where shown +. Note: Outlooker truss. Upper top chords require same material BC LATERAL SUPPORT <= 12'OC. UON. �,. DL. ON BOTTOM CHORD = 7.0 PSF 3. All lateral force resisting elements such as temporary and permanent br c 2' o.c. and at 10' respectively unless braced throughout their lenggth by as structural top chord. Connect with M -3x5 - plate prefix designators: -s , TOTAL LOAD = 52.0 PSF hin continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3, ar Impact bridging or lateral bracing required where shown ++ - min typical 36'oc (tion).Connector C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL SEQ. : 5255092 + Note:Truss design requires continuous M,M20HS,M18HS,M16 =MiTek MT series REQUIREMENTS OF CBC 2010 NOT BEING MET. design loads be applied to any component. bearing wall for entire span UON.- .. - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 5. CompuTrus has no control over and assumes no responsibility for the necessary' Design checked -for a 300 lb concentrated top,chord AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7. Design assumes adequate drainage is provided. - W live load per IBC 2009 due to maintenance workers 6. This design is furnished subject to the limitations set forth by 3-03 '' 3.03 ! which is non -concurrent with other live loads. TPIANfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIII IIII III VIII II I VIII I 43.50, ., * III . 12 r qs .M-4 i8 .' a 3 50" MiTek USA, InC./COmpuTNS Software 7.6.3-SP6(1 L) -E . - '10. For basic connector plaatee d design values see ESR -1311, ESR -1888 (MiTek) - i M_ x4 S ... �' ' O S `' Jim.. •• \"! • , ; -J" _ , " t4 CD i t •,J s. i • a • — 1.1 \ !� _ _ C,'. O 51.;aT, .. r r -fir-,f r1 . L �4• • C7 •' .I ,O ' :haCD IIIIIIIIIIZZ11117-1-1-7111zlllll1771-1-17771.1"111,!�111111 4r - -s. M- x4 M -3x4 3 03 ".f ' 3-03 y r w.' �4 ,t L <PL 12 00 12 6 064' •'t i p . t r ` ... • 7- r , JOB NAME: Loper Residence Al Hideaway Lot -180 `- Al . scale: 0.6 OFESS/ �p CoQ JO '- IVV.UI''VOUV M3 13 ' O, 7�3d/lZ Q' EN 9rFpF CM.UFO�a WARNINGS: GENERAL NOTES, unless otherwise noted: Al 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review ' Truss: * and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 9�4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords be laterally braced at - DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent br c 2' o.c. and at 10' respectively unless braced throughout their lenggth by DATE: 7/30/2012 stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. hin continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3, ar Impact bridging or lateral bracing required where shown ++ - 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. SEQ. : 5255092 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 I D : 345239 design loads be applied to any component. and are for "dry condition" of use. - - 6. Design assumes full bearing at all supports shown. Shim or wedge d .. - 5. CompuTrus has no control over and assumes no responsibility for the necessary' fabrication, handling,shipment and installation of components. P Po 7. Design assumes adequate drainage is provided. - 6. This design is furnished subject to the limitations set forth by faces 8. Plates shall be located on both facces of truss, and placed so their center TPIANfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIII IIII III VIII II I VIII I I IIII III 9. Digits indicate size of tinches. MiTek USA, InC./COmpuTNS Software 7.6.3-SP6(1 L) -E . - '10. For basic connector plaatee d design values see ESR -1311, ESR -1888 (MiTek) JO '- IVV.UI''VOUV M3 13 ' O, 7�3d/lZ Q' EN 9rFpF CM.UFO�a I III r _ Th�gn �d df b- SPATS FABRIC TOR (MC) LUBBER SPECIFICATIONS' TRUSS SPAN 6'- 6.0' CBC201O/I8C2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF f!1&BTR LOAD DURATION INCREASE = 1.25 1-2=(-358) 0 1.4=(0) 269 4.2=(0) 92 BC: _'2x4 OF q1&BTR SPACED 24.0' O.C., ` 2-3=(-358) 0 4-3=(0) 269 WEBS: 2x6 OF SS; 2x4 DF 01881H A L ADI LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF •BEARING _ MAX VERT - MAX HORZ BRG REOUIREO BRIG LENGTH ` TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE' INCHES (SPECIES) BC LATERAL SUPPORT <=-12'OC. MON. TOTAL LOAD = - 52.0 PSF a 01- 0.0' O/ 461V 191 19H 5.50' 0.49 OF ( 625) 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. ' • 6'- 6.0' 'O/ 460V -19/ 19H 5.50'. 0.49 OF ( 625) Connector plateprefix designators: -ADOL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 6'- 6.0' V', DATE: �% / 30 / 201 2 - C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ - 4. No load should be applied to any component until after all bracing and VERTICAL DEFLECTION LIMITS: LL=L/360, TL=Lj240 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL. 5. Design assumes trusses are to be used in a non -corrosive environment, MAX LL DEFL =•-0.022' @ 3'-'.3.0' Allowed = 0.186' F-^ - < REOUIREMENTS OF CBC 2010 NOT BEING MET. and are for "dry condition* of use. - ? 1 ' MAX OL CREEP DEFL = -0.075' @ 3'- 8.0' Allowed = 0.279' 6. Design assumes full bearing at all supports sham. Shim or wedge if fabrication, handling, shipment and installation of components. necessary' 7. Design asumes adequate drainage is provided. ° x MAX TL CREEP DEFL = -0.097' @ 3'- 3.0' Allowed = 0.279' - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.075' " AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. TPINVTCA in SCSI, copes of which will be furnished upon request MAX HORIZ. LL DEFL = 0.001' @ 6'-, 0.5' 3-03 3-03 I 4 I MAX HORIZ. TL DEFL,: 0.002' @ 6'- 0.5' 1212 IIIVIIIIII IN Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, '+ 9. Digits indicate size of plate in inches. Enclosed, Cat.2, Exp.C, MWFRS, - • . 3. 50, E r a 3.50 ,' interior zone, load duration factor=l.6 it T _ MiTekUSA, Ina./CompuTrus Software 7.6.3-SP6(1L)E 10. For basic connector plate design values see ESR-1311,ESRA988(MiTek)'- � .. Design checked for a 800 lb concentrated top chord , ' live load per IBC 2009 due to maintenance workers ' + which is non -concurrent with other live loads: -1 IM -4x4_ a' 24; 0° 2. LJI 4 3A <-3X8 _ M 2x4: M -3x8 t x' `r ti ' T?' V �+ x �$ •_ M� t 3-03 3-03 � �•<PL.12=.00-12, 1.' k 36-06 � � t �:� 2• .y -� > . k^, _ -.. • y`' A 1•� ' 1iF JOB NAME: Loper Residence Hideawav Lot 180 - A2 _"s,o. n s,an ^ FESS/ CoQ °Nq� a. EXP. 3/31/13 EN Gk �Q 9TF 0C F t A ', - - WARNINGS: GENERAL NOTES, unless otherwise noted: ,• A22. - 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate far the design parametersshown. Review , Truss: mm and Warnings before construction commences. and approval is the responsibility of the building designer, not the - 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. ' • 3. All lateral force resisting elements such as temporary and permanent 2, Design assumes the top and bottom chords to be laterally braced at - DES. BY: AM stability bracing must be designed by designer of complete structure. 7 O.F. and at 10' o.c. respectively unless braced throughout their length by DATE: �% / 30 / 201 2 - CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 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-' SEQ. : 5255093.' - fasteners are complete and at no time should any loads greater than.; 5. Design assumes trusses are to be used in a non -corrosive environment, . design loads be applied to any component. and are for "dry condition* of use. - o A p ,TRANS I D : 345239 - S. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports sham. Shim or wedge if fabrication, handling, shipment and installation of components. necessary' 7. Design asumes adequate drainage is provided. ° x 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on Doth faces of truss, and placed so their center. TPINVTCA in SCSI, copes of which will be furnished upon request lines coincide with joint center lines. IIIIII I II VIII I I I II 11111111111111 IIIVIIIIII IN 9. Digits indicate size of plate in inches. MiTekUSA, Ina./CompuTrus Software 7.6.3-SP6(1L)E 10. For basic connector plate design values see ESR-1311,ESRA988(MiTek)'- EXP. 3/31/13 EN Gk �Q 9TF 0C F t A VIII _ Thi�gn �ed fl�mputsut GENERAL NOTES, unless otherwise noted: 1. Builder end erection conbactor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 6-00-00 FROM END WALL buss designer or truss engineer.A3 CBC2010/I8C2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF M18BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) arebi6 Dmdn must be designed b designer lets structure. stability g 9 Y 9 P 2' o.c. and at 10' o.c. respeU vett' unless braced throughout their length by continuous sheathing such as ptywoad sheathing(TC) and/or drywall(BC). 1- 2=(-2256) 288 1. 9=(-218) 1764 1- 2=(-2256) 288 2x6 OF SST2 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 2- 3=(-2148) 266 9-10=(-358) 3514 3- 9=( -128) 1746 BC: 2x4 DF #18BTR LOADING 5. Design assumes busses are to be used in a non -corrosive environment. TRANS I D : 345239 3- 4=(-3412) 350 10. 8=(•284) 2254 9. 4=( -286) 152 WEBS: 2x4 OF III 18BTR; TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 0'- 0.0' TO 6'- 0.0' V necessary- - 4. 5=(-3354) 338 9- 5=( -278) 136 2x6 OF SS A TC UNIF LL( 80.0)+DL( 100.0)= 180.0 PLF 6'- 0.0' TO 9'- 0.0' V 6. This design is furnished subject to the limitations set forth by 5- 6=(-3594) 372 5-10=( -132) 180 TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 9'- 0.0' TO 15`- 0.0' V VIII II II II VIII I II III I I I I III 11111111111111 6- 7=(-2592) 324 10- 6=( -110) 1370 TC LATERAL SUPPORT <= 12'OC. JON. BC UNIF LL( 0.0)+DL( 88.0)= 88.0 PLF 0'- 0.01. TO 15'- 0.0' V w 7- 8=( -114) 48 7- 8=(•2852) 370 BC LATERAL SUPPORT <= 1210C. JON. TC CONC LL( 200.0)+DL( 250.0)=•. 450.0 LBS @ 61- 0.0' TC CONC LL( 200.0)+DL( 250.0)= 450.0 LBS @ 9'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG LENGTH NOTE: 2x4 BRACING AT 24'OC JON. FOR • " LOCATIONS REACTIONS REACTIONS ' SIZE INCHES (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ` ` 0'- 5.7' -2481 1982V •71) 43H 5.50' 0.99 OF ( 625) REQUIREMENTS OF CBC 2010 NOT BEING MET. 15'- 0.0' -233/ 1858V •71/ 43H 5.50 0.99 OF ( 625) LETINS: 1-06-00 1.06.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.045' @ 6'- .0.0' Allowed = 0.454' Unbalanced live loads have been MAX OL CREEP DEFL = -0.126' @ 6'- 0.0' Allowed = 0.680' • considered for this design. - ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.171' @ 6'- 0.0' Allowed = 0.680' Connector plate prefix designators: :� Join together 2 ply with 3'x.131 DIA GUN nails staggered at: TRUSS NOT SYMMETRICAL. RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.126' . C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 9' oc throughout 2x4 top chords, ORIENTATION AS SHOWN. -' MAX HORIZ. LL DEFL = 0.007' @ 14'- 6.5- ..M,M20HS,M18HS,M16 = MiTek MT series. (2) rows at 9- oc throughout 2x6 top chords, MAX HORIZ. TL DEFL = 0.022' @ 14'- 6.5" 9' oc throughout 2x4 bottom chords, ' 9' oc throughoutf2x4 webs, Wind: 95 mph, h=15ft, TCDL=15.0 SCOL=13.2 ASCE 7-05 , ` (2) rows at 9' oc throughout 2x6 webs.,5-11-11 Enclosed, Cat.2, Ex C, MWFRS, interior zone, load duration factor=1.6 .1-05-07 1-01 -13 2-07-05 4-06-14 2-09-01' - 1100-01 1 -05-07 Design checked for a 300 lb concentrated top chord , - live load per IBC 2009 due to maintenance workers 12 12which is non -concurrent with other live loads. - 3.50 �,, 450# j450H - ,�a`3.50 }. M -4x6 � M-Bx8 ` 4 M -2 x4 T2 ; , '�. M 2x4 .� f. M -3x4 M -3x4: r I CO ..C> < M -3x10 f M -3x8 M -3x4. M -3x8 r .. <PL:12-00-:12 5-00 13' 5-06-02 4-11=01 0105-11 • (, 14-06-05 L `• 15-00 a . l } JOB NAME: Loper Residence Hideaway Lot 180-- A3 Scale: 0.3675 Q?,oFEssioNgl No.(�0806 EXP: 3131113 Q - sr ENG% qTF OF CA%ko � WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder end erection conbactor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the - 2. 2x4 compression web bracing must De installed where shown +, buss designer or truss engineer.A3 3. All lateral force resisting elements such as temporary and permanent o art' 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM arebi6 Dmdn must be designed b designer lets structure. stability g 9 Y 9 P 2' o.c. and at 10' o.c. respeU vett' unless braced throughout their length by continuous sheathing such as ptywoad sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5255094 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment. TRANS I D : 345239 design loads be applied to any component.antl are for -Ory condition' of use. 8. 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- - 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 8. Plates shell be located on both faces of buss, and placed so their center, TPIMlTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. VIII II II II VIII I II III I I I I III 11111111111111 9. Digits indicate site of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) No.(�0806 EXP: 3131113 Q - sr ENG% qTF OF CA%ko � IIII ! S Th�ign �ed fmmput�ut SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 6.00.00 FROM END WALL _ • 'CBC2010/IBC2009 MAX MEMBER FORCES, 4WR/GDF/Cq=1.00 TC: 2x4 OF g18BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) - 1- 2=(-2234) 0 1. 9=(0) 1744 1- 2=(-2234) 0 2x6 OF SS T2 2- 3=(•2128) 0 9-10=(0) 3508 3. 9=( 0) 1756 BC: 2x4 OF k18BTR LOADING 3- 4=(-3400) 0 10- 8=(0) 2250 9- 4=( -290) 152 WEBS: 2x4 OF g18BTR; TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 0'- 0.0' TO 6'- 0.0' V 4- 5=(-3342) 0 9. 5=( -284) 12 2x6 OF SS A TC UNIF LL( 80.0)+DL( 100.0)= 180.0 PLF 6'- 0.0' TO 9'- 0.0' V 5- 6=(-3588) 0 5-10=( -132) 180 TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 9'- 0.0' TO 15'- 0.0' V 6-,7=(-2590) 0 10- 6=( 0) 1368 TC LATERAL SUPPORT <= 12'OC. MON. BC UNIF LL( 0.0)+DL( 88.0)= 88.0 PLF 0'- 0.0' TO 15'- 0:0' V 7- 8=( -114) 0 .7- 8=(-2848) 0 BC LATERAL SUPPORT <= 1210C. UON.. TC CONC LL( 200.0)+DL( 250.0)= 450.0 LBS @ 6'- 0.0' ------------------ TC CONC LL( 200.0)+DL( 250.0)= 450.0 LBS @ 9'- 0.0' BEARING MAX VERT MAX HORZ BRG REOUIRED 8RG LENGTH NOTE 2x4 BRACING AT 24'OC UON. FOR LOCATIONS REACTIONS REACTIONS- SIZE INCHES (SPECIES) . ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 5.9' 0/ 1984V) •71/ 43H 5.50' '0.99 'DF (625 REQUIREMENTS OF CBC 2010 NOT BEING MET. 15' 0.0' 0/ 1856V -71/ 43H 5.50' 0.99 OF ( 625) LETINS: 1!06.00 . 1-06-00 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=LI240 Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.045' @ 6'- 0.0' Allowed = 0.453' " y considered for this design. ( 2 ) complete trusses required. MAX OL CREEP DEFL = •0.126' @ 6'- 0.0' Allowed = 0.680' Join together 2 ply with 3'x.131 DIA GUN TRUSS NOT SYMMETRICAL. MAX TL CREEP DEFL = -0.171' @ 6' 0.0' Allowed = 0.680' Connector plate prefix designators: nails staggered at: ORIENTATION AS SHOWN. RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.126' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 91 oc throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.007' @ 14'= 6.5'. L1,M20HS,M18HS,M16 MiTek MT series (2) rows at 9' oc throughout 2x6 top chords, 9' oc throughout 2x4 bottom.chords, MAX HOR Z. TL DEFL = 0.022' @' 14'- ,6.5' _R 9' oc throughout 2x4 webs, .t Wind: 95 mph;'h=15ft, TCOL-I5.0,BCDL=13.2„ ASCE 7 05', (2) row 9° c throughout 2x6 webs. ' * Enclosed, Cat.2 Ex C,' MWFRS, 5-11-11 .0 1 d 5 11 11 ' P •,-. -• 'interior zone, load duration factor=l :6 ,. 1 -05 0T 1 O1 13" 2 07-05 4-06.14. 2-09-01. 1 -00-01 1-05-07 Design checked for a 300 lb concentrated to chord; ; y ' live load per IBC 2009 due to.mainteoance workers 12 % 12 which is non -concurrent with other live loads. 450H 3.50 t� j 1 45011, a3.50 4 M -4x6 q "� M -8X8 f . M 2x4`z T2 4 M 2x4 ° `^1 M 3x4 M -3x4 A A j' o 1 9 • 10 8 < M=3x10 + M 3x8` M -3x4 M -3x8 t • • y r 1 5- -00- 13 5-00-02 4-11'-01 • _2 LSI- _ 0-05-14 14-06-02 <PL:12 :00-12 i5-00 • iy L • -- , • 1 t FESS/ pN JOB NAME: Loper Residence' Hideaway Lot 180 A4 Scale: 0.3675 !!'�2�o WARNINGS: GENERAL NOTES, unless otherwise noted: a V� J\o P• JO 'rs -`� 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: + and Warnings before concoction commences. and approval is the responsibility of the building designer, not theA4 / m 2. 2x4 compression web bracing must be installed where shown «. truss designer or truss engineer. tU V` m 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at , DES. BY : AM ° staGtily bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by - No. 0806 continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ..{" E(P, 3/31/913 - 4. No load should be applied to any component unfit after all bracing and 4. Installation of buss is the responsibility of the respective contractor. n S E Q ; 52 •550.75 • fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment. 7/ 3d� /z design loads be applied to any component. and are for -dry condition- of use. - �/` TRANS I D 345239 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at ell supports shown. Shim or wedge if /� necessary.ENGEN - 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 8. Plates shall be located on both faces of truss, and placed so their center 9TF OF CA�-1�O II III I II VIII II III III II I I INTPINVTCA 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 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IM IIII ' ' Thi�ign �ed f=MPUtMUt l_ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0' CBC20lO/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 1- 2=(-1131) 0 1. 7=(0) 1031 1- 2=(-1131) 0 BC: 2x4 DF #18BTR SPACED 24.0' O.C. 2. 3=(-1195) 0 77 6=(0) 1204 3. 7=( 0) 253 WEBS: 2x4 OF #18BTR; 3- 4=(-1248) 0 7- 4=( 0) 343 2x_6 OF SS A LOADING 4. 5=(-1252) 0 7- 5=( -137) 105 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 8=(-1346) 0 8- 6=(-1484) 0 TC LATERAL SUPPORT <= 1210C. U0N. DL ON BOTTOM CHORD = 7.0 PSF 8- 6=( -80) 0 BC LATERAL SUPPORT - 1210C. UON. TOTAL LOAD = 52.0 PSF t LETINS: 1.06.00 1-06-00 ADDL: BC UNIF LL+DL= 12.0 PSF- .0'- 0.0' TO 15'• 0.0' V BEARING MAX VERT - MAX HORZ BRG REQUIRED BRIG LENGTH ' 1 This truss design is adequate for the design parameters shown. Review` Truss: and Warnings before construction commences. LOCATIONS REACTIONS REACTIONS SIZE -INCHES (SPECIES) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL DES'. BY: AM 0'- 5.8' O/ 990V -72/ 44H 5.50' 0.99 OF ( 625) considered for this design. REQUIREMENTS OF CBC 2010 NOT BEING MET.' continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 15'- 0.0' 0/ 930V •72/ 44H• -5:50' 0.99 OF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a noncorrosive environment, -, VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 C,CN,CI8,CN18 (or prefix) = rus, IncND AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. TRUSS NOT SYMMETRICAL. 5. CompuTms has no control over and assumes no responsibility for the MAX LL DEFL = @ 3'- 8.5' Allowed = 0. 453' = M,M20HS,M18HS,M16 MiTek MT series , fabrication. handling, shipment and installation of components.necessary. ORIENTATION AS SHOWN. -0.054' MAX OL CREEP DEFL = -0.162' @ 3'• 8.5' Allowed =0.680' B. Plates shall be located on both faces of truss, and placed so their center in BCSI, copies of which will be furnished upon request. r MAX TL CREEP DEFL = -0.216' @ 3'- 8.5' Allowed = 0.680' 9. DigiIs indicate size plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.162' ' -MAX HORIZ. LL DEFL = 0.007' @ -14'• 6.5', i' 7-06 7-06 MAX HORIZ. TL 'DEFL 0.019' @ 14'•` 6.5' , " .. Wind: 95 mph, h=15ft, TCDL=I5.O,BCDL=4.2,:ASCE 7-05 , 1-05-07tr'.'. 2-03-09. 3-09 3-08-02 3=09-14 Enclosed,-Cat.2, Exp.C,. MWFRS, F_ interior zone, load duration factor=1.6 12 r 12, �'' Design checked fora 300 lb concentrated top chord - 3.501 , a ' 3.50, > - 'live load per IBC 2009 due to maintenance workers � f _ ' IIM-4x4 r , which is non -concurrent. with other live loads. ._ ,. _ . •' 44.0 r * Y t M -2x4 M -2x4 3 2.0" a' ''' M 3x4 t M 3x4 «� h } Ob _ - CID 1 ' •� y. '7 r ... 6 < M 3X10 M -3X8` `s t 7-06-} • 6-00-09 1.-05-07 L +�=; T• 0-105:13 14-06-03 y 2, :, <PL:12-00-12 15-00 - 4-.. JOB NAME:' Loper` Residence Hideaway Lot 180 - A5 Scale: 0.4050 Q�oFEssoti ' �� JO UJ m No. 0806 M • `. .' * EXP. 3/31113 y c�, 7/3,ol a Q' ENGk �Q gTFOF CM -W WARNINGS: GENERAL NOTES, unless otherwise noted: A 1 Builder and erecton contractor should be advised of all General Notes 1 This truss design is adequate for the design parameters shown. Review` Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the - 2. 2x4 compression web bracing must be installed where shown «- truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES'. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 9r Impact bridging or lateral bracing required where shown ++ SEQ. : 5255096 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a noncorrosive environment, -, n TRANS I D : 345239 ' design loads be applied to any component. and are for -dry condition- of use. 6. Des gn assumes lull baa ng et ell supports shown. Shim or wedge if 5. CompuTms has no control over and assumes no responsibility for the fabrication. handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forthby B. Plates shall be located on both faces of truss, and placed so their center in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. III III I III II II I I II I I I I I IIIITPIM?CA 9. DigiIs indicate size plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) p JO UJ m No. 0806 M • `. .' * EXP. 3/31113 y c�, 7/3,ol a Q' ENGk �Q gTFOF CM -W VIII rM M Th4M9n 4ed f JlWput>_:ut b_ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 5' 6.7'CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H18BTR LOAD DURATION INCREASE = 1.25 f 1-2=(-29) 20 3.4=(-58) 37 1.3=(-256) 5 2.4=(•248) 17 BC: 2x4 OF k188TR SPACED 24.0' O.C. 3-2=( -47) 29 WEBS: 2x4 OF g18BTR LOADING BEARING MAX VERT 'MAX HORZ BRG REQUIRED BRG LENGTH TC LATERAL SUPPORT <= 12'OC. LION. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <=1210C. UON. L OL ON BOTTOM CHORD = 7.0 PSF 01- 0.0' 0/ 310V -611 57H 6.38' 0.33 OF ( 625) Connector plate prefix designators: TOTAL LOAD = 52.0 PSF 5'- 6.7' O/ 286V •611 57H 5.50' 0.30 OF ( 625) _ C,CN,CI8,CN18 (or no prefix) = CompuTrus;"Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M,M20HS,M18HS,M16 =MiTek 61T series REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX TC PANEL LL DEFL = -0.082' @ 2'- 8.5' Allowed = 0.307' # BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD.'TOP MAX TC PANEL TL DEFL = -0.139' @ 2'- 8.5' Allowed = 0.461' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.057' ..AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOADS AS GIVEN _ - WARNING: MARK TOP CHORD TO PREVENT MAX HORIZ. LL DEFL = 0.000' @- 0'- 3.5' IMPROPER INSTALLATION. MAX HORIZ. TL DEFL 0.000' @ 0'• '3.5- 12 - 0.25%, " Wind: 95 mph, h=15ft, TCDL=I510,BCDL=4.2, ASCE 7-05, ` y y . Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 5 06 11 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads.. s. ' M 2x4 1 /, _ Y . M 3x5 r ` � -k.y , , r. 'I I. ',. �. _ 1 r" `� ' �;.' i, r ,t 3+ .fH � � 1' �, ti� r ` #•♦ i st '• + CO ✓` }. N CIA # .! T • � 1 ,Y+ ,, i r� .' 4 j_ li .. �`• �y.. rte,,. ,r. `. s •'- < t M -3x4 ti . M -2x4 # •� + 1 i`' •1 '1 •. +..;� � . - .F 't` • # r • "' •+' � � - r .� ° t r . : -r : 41 ' #s. `, ti - , L r li r 5 -06 -11. - <PL, 9-00-17 JOB'NAME Loper Residence Hideaway 'Lot 180 - A6 M _ �oQ�oFEss/°N� Scale: 0.5322 JO q ,/ WARNINGS: GENERAL NOTES, unless otherwise noted: A6. 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review ' 2 and Warnings before construction commences. and approval is the responsibility of the building designer, not he Truss: Ui 2. 2x4 compression web bracing must be installed where shownbuss designer or truss engineer. UJ m 3. All lateral force resisting elements such as temporary and perm*.anent. 2- Design assumes the top and bottom chords to be laterally braced at �. 2 O.P. and at 10' o.c. respectively unless braced throughout their length by No. 0806 DES. 8Y : AM stability bracing must be designed by designer of complete structure. s continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). , - ' DATE: 8/3/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ �'. E(Q, 3131/13 . 5260521 - 4. No load should be applied to an component unlit after all bracingand 4. Installation of truss is the responsibility of the respective contractor. - - • SEQ. . � fasteners are complete and at no time any loads greater than 5. Design assumes trusses are to be used in a non corrosive environment, 1 Z C o design loads be applied to any component. and are for -dry condition' of use. (G TRANS I D . 345730 5. CompuTrus has no control over and assumes no responsibility for he '6. Design assumes full beading at all supports shown. Shim or wedge it, necessary. SNG% /� ((� - fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is providedS `� � \. 8. This design is furnished subject to the limitations set to. by 8. Plates shall be located on both faces of truss, endII laced so their center '9 Ela - III I III I I I II I II II VIII IIII III TPINVECA in SCSI, copies of which will be furnished upon request.: tines coincide with joint center lines. P, - - .' �C °F ^ ^ L1>CD 9. Digits indicate size of plate in inches. t♦/•� .MiTek USA, Inc./CompuTrus Software +7.6.4(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIII ' r M Th4Mign �ed fMfnput�ut •. M -2x4 . - M -3X5 SPATES FABRICATORS (MC) - r and Warnings before construction commences. v r LUMBER SPECIFICATIONS 2. 2x4 compression web bracing must be installed where shown + TRUSS SPAN 5'- 6.7" - CBC2010�IBC2009 MAX MEMBER FORCES 4WN/GDF/Cq=1.00 TC: 2x4 OF q1&BTR 2. Design assumes the top and bottom chords to be laterally braced at ' LOAD DURATION INCREASE c:1.25 1.2=(-29) 20 3-4=(•58)'37 1-3=(•256) 5 2.4=(-248) 17 BC: 2x4 OF N1&BTR DATE: 8/3/2012 SPACED 24.0' O.C. r 3-2=( -46) 28 WEBS: 2x4 OF k1&BTR 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. C r] C C 2605 SEQ. S E \ la . : J 22 fasteners are complete and at no time should any loads greater then iOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 1210C. UON. OL ON BOTTOM CHORD = 7.0 PSF 01- 0.0' O/ 310V -61/ 57H 6.38' 0.33 OF ( 625) TOTAL LOAD = 52.0 PSF - 5'- 6.7' 0/ 286V -61/ 57H 5.50' 0.30 OF ( 625) Connector.plate prefix designators: TPINVTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center lines. -: VIII II I (IIII VIII (IIII I I VIII I II IIII C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L�360, TL=L�240 M,M20HS,M18HS,M16 = Mi7ek M7 series. REQUIREMENTS -0F CBC 2010 NOT BEING MET. MAX TC PANEL LL DEFL = -0.082' @ 2'-' 8.5' Allowed= 0.307' -' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.139' @ 2'- 8.5' Allowed = 0.460' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.057' WARNING: MARKTOP CHORD TO PREVENT MAX HORIZ. LL DEFL = 0.000' @ 0'- 3.5' IMPROPER INSTALLATION. y MAX HORIZ. TL DEFL = 0.000' @ 0'- 3.5' 12 0.25 - ' Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, - 4 ` Enclosed, Cat.2, Exp.C, MWFRS, • ) < M 3x4 M 2x4 interior zone, load duration factor=1.6 _ " _ . • Design checked for a 300 lb concentrated top chord r 5-06-11 _ _ live load per IBC 2009 due to maintenance workers , al which is non -concurrent with other live loads. ,• • JO GO J 0, rnit ;lOm No. 0806 + EXP. 3/31/13 EN G%N� TF OF CAUF�� ' T -WARNINGS: •. M -2x4 . - M -3X5 . 1. This truss design is adequate for the design parameters shown. Review - r and Warnings before construction commences. v r 2. 2x4 compression web bracing must be installed where shown + truss designer or truss engineer. - - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at ' DES. BY: AM f stebiGty bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as sheathing(TC) and/or drywall(BC). DATE: 8/3/2012 CompuTrus assumes no responsibility for such bracing. plywood 3. 2x Impact bridging of lateral bracing required where shown ++ - 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. C r] C C 2605 SEQ. S E \ la . : J 22 fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 345738 design loads be applied to any component. and are for *dry condition' of use. 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. 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 6. Plates shall be located on both faces of truss, and placed so their center TPINVTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center lines. -: VIII II I (IIII VIII (IIII I I VIII I II IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc.lCompuTrus Software +7.6.4(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek) ' 4 W • ) < M 3x4 M 2x4 t ° , 5-06.11 a . <PL: 9-00-12 r, JOB NAME: Loper Residence Hideaway Lot 180 - A7 Scale:0.523D �OQFESS/ONgl ,• • JO GO J 0, rnit ;lOm No. 0806 + EXP. 3/31/13 EN G%N� TF OF CAUF�� -WARNINGS: GENERAL NOTES, unless otherwise noted: - - A` - 1. Builder and erection contractor should be advised of all General Notes . 1. This truss design is adequate for the design parameters shown. Review Truss:. and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown + truss designer or truss engineer. - - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at ' DES. BY: AM f stebiGty bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as sheathing(TC) and/or drywall(BC). DATE: 8/3/2012 CompuTrus assumes no responsibility for such bracing. plywood 3. 2x Impact bridging of lateral bracing required where shown ++ - 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. C r] C C 2605 SEQ. S E \ la . : J 22 fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 345738 design loads be applied to any component. and are for *dry condition' of use. 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. 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 6. Plates shall be located on both faces of truss, and placed so their center TPINVTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center lines. -: VIII II I (IIII VIII (IIII I I VIII I II IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc.lCompuTrus Software +7.6.4(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek) ,• • JO GO J 0, rnit ;lOm No. 0806 + EXP. 3/31/13 EN G%N� TF OF CAUF�� �� WS M M M, _ - Th�ign Med f-MmputIMut tilm IIIIIIIIIIIIII) III'lllllll WARNINGS: GENERAL NOTES, unless otherwise noted: A8' SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS+ TRUSS SPAN 9'- 11.5' Truss: CBC2010/I8C2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR a LOAD DURATION INCREASE= 1.25 .1-2=(-30) 15 4.5=(-4) 598 1-4=(-201) - 4 2-6=(•683) 0 BC: 2x4 OF H18BTR SPACED 24.0' O.C. 2-3=(-27) 19 5-6=(-5) 598 4-2=(-681) 0 6-3=(,200) 5 WEBS: 2x4 OF k18BTR '' DES. BY : AM 5.2=( 0) 193 • t LOADING DATE • 8/3/2012 TC LATERAL SUPPORT <= 12'6C. LION. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF BEARING 'MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH~ BC LATERAL SUPPORT <= 12'OC. LION. OL ON BOTTOM CHORD = 7.0 PSF,LOADS AS GIVEN LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) fasteners are complete and at no time should any loads greater than TOTAL LOAD = 52.0 PSF T o A C 7 0 � TRANS D : 345 3 0'- 0.0' • 0/ 518V .62/ 55H 11.00' 0.55 OF ( 625) Connector plate prefix designators: and are for "dry condition" of use. - r 8..nDesignss assumes full bearing at all supports shown. Shim or wedge if 1 ! V 9 - 11.5' 0/ 518V -62/ 55H 5.50' 0.55 , OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc_ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -M,M20HS,MI8HS,M16 = MiTek MT series - REQUIREMENTS OF.CBC 2010 NOT BEING MET. -- VERTICAL DEFLECTION LIMITS: LL=L/380, TL=L/240 - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP y - MAX LL DEFL = -0.007' @ 4'- 11.8' Allowed = 0.286' WARNING: MARK TOP CHORD TO PREVENT AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX OL CREEP DEFL = -0.016 @ 4'- 11.7' Allowed = 0.429' MAX TL CREEP DEFL = •0.023' @ 4'- 11.7' Allowed = 0.429' IMPROPER INSTALLATION. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.016' 4-11 12 4-11-12 7PIMlfCA in BCSI, copes of which will be tarnished upon request Anes coincide with joint center lines. III III MAX HORIZ. LL DEFL = 0.003: @ .9'- 8.0' I I VIII I MAX HORIZ. TL DEFL = 0.007' @ 9'- 8.0' VIII 12 - 0.25 - ' Wind:r95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7.05,' a Enclosed, Cat.2, Exp.C;. MWFRS, interior zone, load duration factor=l.6 r ` MiTekUSA, InC./COfnpuTfuSSoftware 7.6.3-SP6(1L)-E Design checked for a 300 lb concentrated top chord ` �. :> - ;. � + dive load per IBC 2009 due to maintenance workers., i., • < , �• . which is non -concurrent with other live loads. s' _M -3x8 M 2x4 1 - ., -.. .. M -3x4 . ,: - M 2x4'''_ , 'M 3x4 _ 4-11=12'• 4-11-12 0�. L<PL: 9 00-12 9-11 08_ , • , 7 JOB NAME: Loper Residence Hideaway Lot 18O = �A8 > Scale: � Q�oFEssioH - Y. 0.4982 `' fL� �� P�JO/Ay�y� ? WARNINGS: GENERAL NOTES, unless otherwise noted: A8' 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. _ and approval is the responsibility of the building designer, not the 1 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent -2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM stability bracing must be designed by designer of complete structure.2' structure. o.c. and at 10' o.c. respectively unless braced throughout their togg continuous sheathing such as plywood sheathing(TC) and/or tlwalth by ryl(BC). DATE • 8/3/2012 CompuTws assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ' 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. SEQ. `: 5260523 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, T o A C 7 0 � TRANS D : 345 3 design loads be applied to any component. and are for "dry condition" of use. - r 8..nDesignss assumes full bearing at all supports shown. Shim or wedge if 1 ! V 5. CompuTrus has no control over and assumes no responsibility for the. necessary. fabrication, handling, shipment and installation of components. - . 7. Design assumes equate drainage is provided. 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 7PIMlfCA in BCSI, copes of which will be tarnished upon request Anes coincide with joint center lines. III III I VIII I I VIII I I VIII II III 9. Digits indicate size ofplate in inches. MiTekUSA, InC./COfnpuTfuSSoftware 7.6.3-SP6(1L)-E 10. For basic connector pplate design values see ESR -1311. ESR -1988 (MiTek) , �� P�JO/Ay�y� ? IIIII SP ABRI e(MC�mput�ut LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0' i CBC20lO/I8C2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF g18BTR LOAD DURATION INCREASE-= 1.25 '`v, A91Truss: _ 1-2=(-117). 0 5.6=(0) 980 1.4=( 0) 0 2-7=(-1068) 0, BC: 2x4 OF H18BTR SPACED 24.0' O.C. and Warnings before construction commences. 2-3=( -27) 22 6.7=(0) 980 1-5=(-262) 20 7-3=( -236) 6 WEBS: 2x4 OF #1&B TR, 2. aro compression web bracing must installed where shown +. - . 'r 5.2=(•970) 0 2x6 OF SSA LOADING _ DES. BY: AM 6-2=( 0) 252 respectively unless braced throughout their length 2' and at 10' tutu by LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF . confinuous sheathing such as plywood sheathing(TC) emgordrywall(BC). continuous hin ). 3. Z( Impact bridging or lateral bracing required where shown ++ TC LATERAL SUPPORT <= 1210C. LION. DL ,ON BOTTOM CHORD = 7.0 PSF " "' BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. LION. TOTAL LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS' SIZE INCHES (SPECIES) and are for condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus no control over and assumes no responsibility 01- 0.0' 0/ 639V -64j 57H 5.50' 0.68 OF ( 625) ' Connectorplate prefix designators: ,' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ", 12 11.0' 0/ 663V 64/- .57H 5.50' 0.71 OF 625) - C,CN,CI8,CN18 (or no prefix) = Co mpuTris Ince REQUIREMENTS OF CBC 2010 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: L - /360 TL=L� 240 - { �• - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - MAX LL DEFL = •0.016' @ 6'- B.4 " Allowed = '0.400' _ AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOADS AS GIVEN ' MAX DL CREEP DEFL = -0.040' @ 6'• ;6.4' Allowed = 0.600' IIIIII I III MAX TL CREEP DEFL = -0.056' @ 6'- 6:4' Allowed = 0.600' -` II III - RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.040 -, l IIII MAXHORIZ. LL DEFL.= 0.006' @ 12'-' 7.5' 9. Digits indicate size of plate in inches. MAX HORIZ. TL DEFL ..0.015' @ 12'- '7.5' 6-06.06 6-04-10 Wind: 95 mph, h=15ft,.TCDL=15.0,BCOL=4.2, ASCE 7 05, MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=l.6 r i' - 0.25. Design checked for a`300.lb concentrated, top chord �. live load per IBC 2009 due to maintenance workers , which is non -concurrent with other live loads. c 4 - - M -2x10 M -3x8 :- - M -2x4 FQ CNI w t < S s 7 < r M -3x4' i' M -2x4 r M -3x4 .,.. , �' •- ' 3 + r X. yy R ,. 0 05 08' 6-00-14 6-04=10 <PL:.9-00-12. 12-11 i JOB NAME:. Loper Residence. Hideaway Lot 180 ;.',A9 Q�°FESS°N scale: 0.4508 CLO 9� '� - .• JON 7 ILL! rn i ' WARNINGS: GENERAL NOTES, unless otherwise noted: '`v, A91Truss: 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. aro compression web bracing must installed where shown +. - truss des ner or truss engineer. g 9 tm 3. All lateral force resisting elements such as temporary and permanent c ? Design assumes the top and venom chords to be laterally braced at _ DES. BY: AM stabil bracing must be designed designer of complete structure. stability g g by 9 P respectively unless braced throughout their length 2' and at 10' tutu by DATE: 8/3/2012 :, CompuTrus assumes no responsibility for such bracing. confinuous sheathing such as plywood sheathing(TC) emgordrywall(BC). continuous hin ). 3. Z( Impact bridging or lateral bracing required where shown ++ _ 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5260524 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, 'dry TRANS I D : 345738 ' design loads be applied to any component. .. has for the and are for condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus no control over and assumes no responsibility necessary. • 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 8.. Plates shall be located on both faces of truss, and placed so their 'center _ TPIIWfCA in BCSI, copies of which will be furnished upon request Dies coincide with joint center fines. IIIIII I III I I IIII II III IIII IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) '� - .• JON 7 ILL! rn i - SP ABRI . Mf mput�ut t� LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.1' GENERAL NOTES, unless otherwise noted: - CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N1&BTR _ _ LOAD DURATION INCREASE-= 1.25 and Warnings before construction commences. - 2. 2x4 compression web bracing must be installed where shown + 3All lateral force resisting elements such as temporary and permanent, stab.ility bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. _ 1-2=(-130) 0 :5-6=(0) 1155 1-4=( 0) 0 2-7=(-1243) 0 BC: 2x4.OF p1&BTR SPACED 24.0. O.C. IIII III I IIII IIII I I III VIII IIII IIII TPIANfCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E • 2.3=( -26) 24 6-7=(0) 1154 1.5=( •270) 20 7.3=( -257) 7 WEBS: 2x4 OF N1&BTR; - - 5.2=(-1135) . 0 ' 2x6 OF SS A LOADING _ 6.2=( 0) 273 ..LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF BEARINGe. MAX VERT MAX HORZ BRG • REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. LION. TOTAL LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ' 0'- 0.0' 0/ 691V -64/ '57H 5.50' 0.74 OF ( 625) - For hanger specs. -See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.1' 0/ 716V - -64/, 57H 5.50' 0.76 OF ( 625) - Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. C;CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD.'TOP VERTICAL DEFLECTION LIMITS:LL=L/360, TL=L/240 'M, M20HS,M18HS,M16 = MiTek.MT series ., - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.022' @ 6'- 11.6' Allowed = 0.434' MAX DL CREEP DEFL = -0.054' @ 6'- 11.6'. Allowed = .0.651' # '. • - - - MAX TL CREEP DEFL = --0.077' @, 6'- 11.6' '. Allowed = 0.651' _ RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.054' • - :: MAX HORIZ. LL DEFL = 0.007' @ 13'- 7.6' ' MAX HORIZ. TL DEFL = 0.019' @ 13' • 7.6' Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4.2, ASCE 7-05, 6-11-09 • 6-11-09 - Enclosed, Cat.2, Exp C, MWFRS, - .; ! - . - interior zone, load duration factor- 1.6 + •- r! r _ f Design checked for a 300 lb concentrated top chord _ 12 - 0.25 live load per IBC 2009 due to maintenance workers / which is non -concurrent with other live loads. . „ r.. - M=3x8 M -3x10 y- ` . _ -2x4 , M� cli CJ < M'3X5 �' • _ M 2x4 M=3x5 0-05-08 6-06-01 6-11 09 <PL: 9 00-12 13-11.02 ,r. JI +. _ • - J08 NAME: Loper Residence Hideaway Lot 180 - A10 �_ Scale: 0.4481 P�°FSS Nq�_ WARNINGS:- , GENERAL NOTES, unless otherwise noted: O 1. Builder and erection contractor should be advised of all General Notes 1. This bass design is adequate for the design parameters shown. Review Truss:A10 DES. BY: AM DATE • - 7/30/2012 and Warnings before construction commences. - 2. 2x4 compression web bracing must be installed where shown + 3All lateral force resisting elements such as temporary and permanent, stab.ility bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. and approval is the responsibility of the building designer, not the truss designer or truss engineer. ' �. Design assumes the top and bottom chords to be laterally braced at Y o.c. and at 10 o.c. respectively unless braced throughout their length by Wntinuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 52551 01 �] TRANS I D : 345239 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than, design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 6. This design is furnished subject to the limitations set forth by 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition' of use. - 6. Design assumes full bearing at all supports shown. Shim or wedge if 7. Design assumes adequate drainage is provided. -8. Plates shall be located on both faces of truss, and placed so their center IIII III I IIII IIII I I III VIII IIII IIII TPIANfCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E Tines coincide with joint center lines. 9. For ba is con size plate din inches. - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIII scaie: u.ja6� i Th�ign Med fminputmut tat WARNINGS: - - "GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS - - - TRUSS SPAN 16'• 0.9' x CBC20lO/IBC2OO9 -MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF g18BTR 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component.and 5. CompuTrus has no control over and assumes no responsibility far the fabrication, handling, shipment and installation -of components.- 6. This design is tarnished subject to the limitations set forth by TPINVTCA in BCSI, copies of which will be furnished upon request - LOAD DURATION INCREASE = 1.25 - - 1-2=( -85) 0 6-7=(0) 1168 1.5=( 0) 0 7-3=( -46) 192 BC: 2x4 OF It18BTR I I SPACED 24.0' O.C. 2-3=(-1297) 0 7-8=(0) 1270 1.6=( -244)• 19 3-8=(-1408) 0 WEBS: 2x4 OF g18BTR;; II I I I VIII IIII '3.4=( -26) 20 6-2=(-1239) 0 8-4=( -210) 6 2x6 OF SSA ' LOADING 2.7=( 0) 293. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF TC LATERAL SUPPORT <= 12'OC. LION. DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES '(SPECIES) 01- 0.0' 0/ 803V -64/ 57H 5.50'- 0.86 OF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 0.9' 0/ 827V -64/ 57H 11.00'4 0.88 OF ( 625) C,CN,Cl8,CN1B (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. r - - 'M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: .LL=L/360, TL=L1240 - BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.024' @ 8:- .0.4' Allowed = 0.490' AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. ` MAX DL CREEP DEFL = •0.058' @ 8'- 0.4'• Allowed = 0.735' -; - MAX TL CREEP DEFL _0.081 @ 8'- 0.4' Allowed = 0.735''. .t RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.058' MAX HORIZ. LL DEFL-= 0.009' @ 15'- 9.4'. ! MAX HORIZ. TL DEFL = 0.024'-V 15'- '9.4' a, Wind: 95 mph, h=15ft, TCOL=I5.0;BCDL=4.2, ASCE 7.05, . Enclosed, Cat.2, Exp.C, MWFRS, t interior zone, load duration factor=1.6: 5-04-05 •.5-04-05, ". 5-04-05 7~ Design checked for 300 lb concentrated top chord,, x. • _ live load per IBC 2009 due to maintenance workers a1 - Ir• * :which is non -concurrent with. other live loads. 12 - - • - -.0.25 ".s.• 1 .y., - + a a. r' •tw SYS 1, ��, 1Y"r ' _.� �#"'. .,�,L. V • i, S• + .. c .. -. ,M'2X10 .. F , _y ° 4 .. m M -3x5 F r c c -M 4x4 , w 2x4 r a - . r GO Cn -..e < t' ` r *r 4-> M -3x5 M 3x4:,: _ fF+. -M -4X4 _ -fit - - •. ,�- -. ..� ,. 7 } - ,. - r .. 0-05-08 s 7-06-15 8-00-07 , <PL: 9-00-12 .• ` _ t N 16-00-14_ ; k g Pine .I(1R AIAMF I nncr Ro i rlanna Ni aa'lnfav Int i f2(1 Al 1 , rl ROFESS/p " ^ ` . ` �� P Nq __- ..,....- --r- --- - -- ---- -J -- - -- scaie: u.ja6� - WARNINGS: - - "GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review ,-Truss:All DES. BY : AM DATE: 7/30/2012 - - - and Wamings before construction commences. 2. 2x4 compression web batting must be installed where shown *. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 1 and approval is the responsibility of the building designer, not the buss designer or truss engineer. 2. Design assumes the top and bottom chords to be roup ty braced et 2' min and at 10• o.c. respectively unless bathed throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2z Impact bridging or lateral bracing required where shown ++ SEQ. : 5255102 TRANS I D : 345239, 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component.and 5. CompuTrus has no control over and assumes no responsibility far the fabrication, handling, shipment and installation -of components.- 6. This design is tarnished subject to the limitations set forth by TPINVTCA in BCSI, copies of which will be furnished upon request - 4. Installation of buss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a noncorrosfve environment, are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. - 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center .- lines coincide with joint center lines. III I I I I II II I I II I I I VIII IIII II MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) EXP. 3/3 0. 713d//Z �Q- �� ENG�N� sT9TFOF CAL1FG�a\P IIII _, _ ThMign �ed f=mputmut am SPATES FABRICATORS (MC) LUBBER SPECIFICATIONS TRUSS SPAN 14'- 6.0 , ' GENERAL NOTES, unless otherwise noted: CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 OF k1&BTR LOAD DURATION INCREASE = 1.25 _ 1. This truss design is adequate for the design parameters shown. Review "Truss: 1-2=(-147) 0 5.6=(0) 1193 1-4=(, 0) 0 2-7=(-1128) 0 BC:- :2x4 OF H1&BTR SPACED 24.0' O.C. 2-3=(•166) 1 6-7=(0) 1192 1.5=( -285)" 21 7.3=( -287) 23 WEBS: 2x4 OF qt&BTR; " r. 3. All lateral torte resisting elements such as temporary and permanent 5.2=(-1143) 0 3-8=( O) 0 2x6 OF SSA LOADING` 2' o.c. and el 10' o.c. respectively unless braced throughout their leng9th Dy DATE: / 30 / 201 2 • 6-2=(. 0) 282 continuous sheathing such as plywood sheathing(TC) and/or dryyvm IBC). 3. 2x Impact bridging or lateral bracing required where shown ++ - LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF ' 4. Installation of truss is the responsibility of the respective contractor.. I • TC LATERAL SUPPORT - 12'OC. MON. - DL ON BOTTOM CHORD = 7.0 PSF design loads be applied to any component. 5. CompuTrus has for the BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. MON. TOTAL LOAD = 52.0 PSF - _ LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 8. Plates shall be located on both faces of truss, and placed so their center . Y 0'• 0.0' 0/ 713V •64/ 59H '5.50' 0.76 DF (-625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL "- 14'- 6.0' 0/ • -64/ 59H 5.50' 0.76 DF'( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. in SCSI, copes of which will be furnished upon request lines coincide with joint center lines. ,713V M,M20HS,M18HS,M16 = MiTek UT series VIII III - , - - ' VERTICAL DEFLECTION LIMITS: LL=LI360, TL=LI240 -• r -. �" -' '-,,- - ^: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. -TOP I INTPIANfCA " '`MAXDEFL - 0.02 ' 7'- ' Allowed = 0.453' UA LL 3 @. 3 0 - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. + ll MAX DL CREEP DEFL = -0.058' @ 7'- 3.0' Allowed- 0.679' • ^ i MAX TL CREEP DEFL = -0.081' @ 7'- 3.0' Allowed 0.679' 'RECOMMENDED CAMBER (BASED ON DL"DEFL)= 0.058' 10. For basic connector plate design values see ESR -1311, ESR -1888 (MiTek) MAX HORIZ. LL DEFL = 0.008'..@ 14'• -0.5" r . 4, .. MAX HORIZ.. TL DEFL = 0.021.'.@-14'-' 0.5' Wind: 95 mph, h=15ft, TCOL=15.0,BCDL=4.2, ASCE 7-05, . �.. 7-03 , 7-03 ` Enclosed, Cat.2,. Exp.C, MWFRS, t interior zone, load duration factor=1.6 c4 E s` Design checked fora 300 lb concentrated top chord - ^ 12 - 0.25 live load per,IBC 2009 due to maintenance workers z , which -is non•concurrent with other.'live loads. tt4 M-300 ".'" t M 3X8 r l,. A y: s 77 � o {.. 4 .. �! _N- c; o ` , to r _ 1 0 t-, 4 •�.` ++' y a • { *� M„3x5 M -2x4.+ ' �� M 3x5 F r ♦ iw a c' kr a. ' ; ! • 0-05-08 6 09 08 6=09-08 0-05-08 _ +' L • t <PL: '9-00,12 r. 14 O6 .•� � •` , , r J06 NAME: Loper Residence Hideaway Lot 1801'- Al2 Scale:' Qp-QFESS/p,�, 0.4252 �o , ' GENERAL NOTES, unless otherwise noted: Al2.WARNINGS: 1. Builder and erection contractor should be advised of all General Notes _ 1. This truss design is adequate for the design parameters shown. Review "Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the - 2. 2x4 compression web bracingmustbe installed where shown +... truss designer or truss engineer. " r. 3. All lateral torte resisting elements such as temporary and permanent 2- Design assumes the top and bottom chords to be laterally braced at DES. BY: AM ` stabil: bracing must be designed b designer of complete structure. stability g 0 Y g P 2' o.c. and el 10' o.c. respectively unless braced throughout their leng9th Dy DATE: / 30 / 201 2 • ' CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or dryyvm IBC). 3. 2x Impact bridging or lateral bracing required where shown ++ - ,7 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.. O S EQ . : 5255103 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 I D : 345239 - design loads be applied to any component. 5. CompuTrus has for the and are for'dry condition' of use. 6. Design assumes Poll bearing at all supports shown. Shim or wedge it no control over and assumes no responsibility fabrication, handling, shipment and installation of components.7. Design assumes adequate drainage is provided. necessary. - - 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 . in SCSI, copes of which will be furnished upon request lines coincide with joint center lines. VIII VIII III IIII I II I I VIII I I INTPIANfCA 9. Digits indicate size of plate In inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1888 (MiTek) IIII WARNINGS: GENERAL NOTES, unless oche fore noted i A 3. 1. Builder and erection contractor should be advised of all General Nates _ ThMign Med fMmput�ut t� Truss: DES. BY: AM and Warnings before construction commences. I 2. 2x4 compression web bracing must be installed where shown *. 3. All lateral force resisting elements such as temporary and permanent stabil bracin must be desi ned desi ner of cora lete structure. ' ty 9 9 IY 9 P and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at Z o.c. and at 10' o.c. respectively unless braced throughout their ten99 h by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown . - SEQ. :" 5255104 1 O4 TRANS I D : 345239 • - SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS IIII TRUSS SPAN 14'- 6.0' I IIII CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR I III ILII LOAD DURATION INCREASE = 1.25 1-2=(-998) 872 5.6=(-1114) 2588 1.-4=( 0) 0 2-7=(-2685) 1276 BC: 2x4 OF k18BTR' 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) SPACED 24.0' O.C. 2-3=(-999) 856 6-7=(-1114) 2588 1.5=( •285) 21 7-3=( -287) 23 WEBS: 2x4 OF d18BTR; 5-2=(-2587) 1160 3-8=( 0) 0 2x6 OF SS A LOADING 6-2=( 0) 282 LL( 20.0)+OL( 25.0) ON TOP CHORD = 45.0 PSF TC LATERAL SUPPORT <= 12'OC. LION. OL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH BC LATERAL SUPPORT <= 1210C. LION. TOTAL LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -189/ 1071V -3625/ 3625H 5.50' 1.14 OF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 6.0' -1891 1071V -3625/ 3625H 5.50' 1.14 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. M,M20HS,M18HS,M16 =MiTek. MT series - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP _ MAX LL DEFL = -0.047' @ 71- 3.0' Allowed = 0.453'" AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX OL CREEP DEFL = -0.058' @ 7'- 3.0' Allowed = 0.679'" MAX TL DEFL = -0.085' @ 71- 3.0' Allowed = 0.679' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.058' MAX HORIZ. LL DEFL = 0.032' @ 14'- 0.5' MAX HORIZ. TL DEFL = 0.045' @ 14'- 0.5' This truss does not include any time dependent deformation for long term loading (creep) in the E , total load deflection. The building designer, - shall verify that this parameter fits with the „r intended use of this component. 7-03 7-03' ICOND. 2: 250.00 PLF DRG LOAD. t Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4:2, ASCE 7-05,, ' X12 ,•, l Enclosed, Cat.2, Exp.C, Mill - 0.25 • interior zone, load.duration factor=1.6 -3x10 Design checked fora 300 ib concentrated top chord 4; �- 8'M *., live load.per IBC 2009 due to 'maintenance workers which is"non-concurrentwith other live loads. M -3x10 i M -4x12 1, T o A N wl CO .. • _ - - - ♦ - --------- _ - 5 _ 6 �. ,_t... 7 1 . M -3x10 _ M -2x4 .. 7M 3x10 c 0-05.08 ". 6-09-08 r 6-09-08. 0-05-08 L , L<PL: 9-00-12 14-06 FESS/04q JOB NAME: Loper. Residence Hideaway Lot 180 - A13Scale: 0:3752 �oI? �� ,\O P• JO Ns ,�/ ILU n m No. 0806 EXP. 3/31/13 ENG\\�� P gTFOF CALIF°�a WARNINGS: GENERAL NOTES, unless oche fore noted i A 3. 1. Builder and erection contractor should be advised of all General Nates 1. This truss design is adequate for the design parameters shown. Review Truss: DES. BY: AM and Warnings before construction commences. I 2. 2x4 compression web bracing must be installed where shown *. 3. All lateral force resisting elements such as temporary and permanent stabil bracin must be desi ned desi ner of cora lete structure. ' ty 9 9 IY 9 P and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at Z o.c. and at 10' o.c. respectively unless braced throughout their ten99 h by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown . - SEQ. :" 5255104 1 O4 TRANS I D : 345239 • - 4. No load should be applied to any component unfit after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. mponenis. 6. This design is furnished subject to the limitations set forth by TPINVTCA in SCSI, copies of which will be furnished upon request. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition' of use. 6. Design assumes PoII bearing at all supports shown. Shim or wedge if 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center' lines coincide with joint center lines. IIII III I IIII I II I I III ILII I II IIII MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �� ,\O P• JO Ns ,�/ ILU n m No. 0806 EXP. 3/31/13 ENG\\�� P gTFOF CALIF°�a IIII i M' _ Th igned flwlnput�put ll� Al 4 1. Builder and erection contractor should be advised of all General Notes SPA ABRI R (MC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.0' and Warnings before construction commences. 1COND. : 200.00 PEE D D. TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. 2. 2x4 compression web bracing must be installed where shown +. Wind: 95 mph, h=15ft,. TCDL=15.0,BCDL=4.2, ASCE 7-05, WEBS: 2x4 OF #18BTR 3. All lateral force resisting elements such as temporary and permanent Enclosed, Cat.2, Exp.C, MWFRS, DES. BY: AM LOADING 2' o.c. and at 10' o.c. respectively unless braced throughout their leng9th by continuous sheathing such as plywood sheathing(TC) and/or drywall(SQ. interior zone, load duration factor=l.6 TC LATERAL SUPPORT <= 12'OC. UON. CompuTrus assumes no responsibility for such bracing. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. - OL ON BOTTOM CHORD = 7.0 PSF' Truss designed for wind loads in the plane Of the truss Only. 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, TOTAL LOAD = 52.0 PSF design loads be applied to any component. Staple or equal at non-structural 5. CompuTrus has no control over and assumes no responsibility for the Design checked for a 300 lb concentrated top chord vertical members (tion). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7, Design assumes adequate drainage is provided. live load per IBC 2009 due to maintenance workers ' Connector plate prefix designators: 6. This design is furnished subject to the limitations set forth by REQUIREMENTS OF CBC 2010 NOT BEING MET. , which is non -concurrent with other live loads. C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Truss designed for 4x2 outlookers. 2x4 let -ins U,M20HS,M18HS,M16 = MiTek MT series r AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1 of the same size and Qrade as structural top in BCSI, copies of which will be furnished upon request fines coincide with joint center lines. VIII chord. Insure tight fit at each end of let -in. I VIII I II II II I I Outlookers must be cut with care and are I I IIIITPINJICA - • permissible at inlet board areas only. 9. Digits indicate size of plate in inches. 9-03 9-03 MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 4-07-08 4-07-08 4-07-08 4-07-08 - M -4x5 0. M 3x53 M -3x5 . Note:Truss design requires continuous M -2x4 - ' M -2x4 bearing wall for entire span UON. M -3x7 M -3x5 M -3x5 'M 3x7' _ 2'. s , • - - M -2x4 M -2x4 M -3x8 cot O77 O . < • M -3x8 } - �- 1 '•e M 3x8. 6 9-03 L,. . <PL:12-00-12 z 18-06 f JOB NAME: -Loper Residence Hideaway Lot 180 - A14 . e: 0.4621 Scale ' ✓ ' �OQROFESS/0,�,q` UJ m No. 0806 EXP. 3/31/13 EN Gk �Q gTFOF CAVE WARNINGS: GENERAL NOTES, unlessotherwisee Al 4 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review design 'Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the lop and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their leng9th by continuous sheathing such as plywood sheathing(TC) and/or drywall(SQ. DATE • 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5255105 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 I D : 345239 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes NII bearing at all supports shown. Shim or wedge if 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 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 in BCSI, copies of which will be furnished upon request fines coincide with joint center lines. VIII II I VIII I II II II I I II I I IIIITPINJICA 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) UJ m No. 0806 EXP. 3/31/13 EN Gk �Q gTFOF CAVE % Y v. - - No. 0806 EXP: 3/31/13 O� 7/3d(lz Q- s� SNWN�� �P gTF OF CAt1F��a III i _ Th> ign �ed fMMPUtMUt ll� GENERAL NOTES, unless otherwise noted: 1 r U S S : Truss: t DES. BY: AM DATE: 7/30/2012r 5 1. Builder and erection contractor should be advised of all General Notes end Warnings before construction commences. � 2.2x4 compression web bracing must be installed where shown a 3. All lateral lone resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not theAl - truss designer or truss engineer. 2• Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown a a SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF g18BTR IIIII LOAD DURATION INCREASE ='1.25 1- 2=( -118) 0 1. 8=(0) 1510 1. 2=(-1805). 0 ."•- . BC: 2x4 OF g18BTR I IIIII SPACED 24.0' O.C. 2- 3=(•1673) 0 8- 9=(0) 1512 8- 3=( -28) 46 WEBS: 2x4 OF H18BTR TPIIWfCA in SCSI, copies of which will be furnished upon request. MiTek'USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E: , lines coincide with joint center lines. 9. Digits sic csize plate in inches. 10. For basic connector plate plate design values see ESR -1311, ESR -1988 (MiTek). 3- 4=(-1488) 0 9- 7=(0) 1543 3- 9=( -244) 45 LOADING 4- 5=(-1481) 0 9. 4=( 0) 397 TC LATERAL SUPPORT - 1210C. UON. - LL( 20.0)+DL( 25.0) ON TOP CHORD = '45.0 PSF 5- 6=(-1709) 0 9. 5=( -263) 66 8C LATERAL SUPPORT - 1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -121) 0 6. 7=(-1842) 0' TOTAL LOAD = 32.0 PSF LETINS: 1-06-00 1.06.00 ADOL: 8C UNIF LL+DL= 10.0 PSF 12'• 0.0' TO 18'- 6.0' V BEARING MAX VERT MAX HORZ BRG "REQUIRED BRG LENGTH Connector plate prefix designators: LOCATIONS . REACTIONS REACTIONS SIZE INCHES (SPECIES) . C,CN,CI8,CN18 (or no prefix) = CompuTrus,' Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' 0/ 983V -54/ 54H 5.50' 1.05 OF ( 625) M,M20HS,Ml8HS,M16-= MiTek MT series _ - - REQUIREMENTS OF CBC 2010 NOT BEING MET. _ 18'- 6.0' 0/ 1071V ; :54/. 54H 5.50' 1.14 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY._ MAX LL DEFL = -0.092' @ 9'- 3.0' Allowed = 0.586' MAX OL CREEP.DEFL = -0.232' @ 9'- 3:0' Allowed = 0.879' MAX TL CREEP DEFL = -0.324' @ 9'- 3.0' Allowed = 0.879' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.232' - } MAX HONIZ. LL DEFL = 0.013' @ 18'• 0.5' MAX HORIZ. TL DEFL'= 0.034' @ 18'• 0.5' Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, • interior zone, load duration factor=l.6 _. 9-03 9-03 .. ' . - 1 v - « Design checked for a 300 lb concentrated top chord • 1-05-02 2-10-06' • •_-4-11-08 4-07-08 live load per -IBC 2009 due to -maintenance workers 3-02-06 ' 1-05-02 which is non-concurrentwith other live loads. ! s ,4X4 ; 3.50 IIM ° e a 3.50. M 3X5+ M -2x4 t f• + to r e # 2. 0" ' M`3x5. , ,M -3x5 «; O ' ~ 1 C) 8 �> 9 7y . . t < ` - M -3x8 `- - M -2x4 •,: M -3x8 - , � MHS -3x8 � =M 4701 =12 5 01 04 9-03 c: , `" ? <PL:12-00-12 18-06 I(1R AIAAflF • I rincr 'Rcc i'rlanrc Ni rlaaln/av Int 1 q _ G1 1 - PROFESS/ONy ~ % Y v. - - No. 0806 EXP: 3/31/13 O� 7/3d(lz Q- s� SNWN�� �P gTF OF CAt1F��a bcaie: U.Jodr " - WARNINGS: - GENERAL NOTES, unless otherwise noted: 1 r U S S : Truss: t DES. BY: AM DATE: 7/30/2012r 5 1. Builder and erection contractor should be advised of all General Notes end Warnings before construction commences. � 2.2x4 compression web bracing must be installed where shown a 3. All lateral lone resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not theAl - truss designer or truss engineer. 2• Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown a a .S EQ . : 5255106 o A f.� T 345'239 TRANS I D : 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the Fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limilalions set forth by 4. Installation of truss is the responsibility of the respective contractor. ,5. Design assumes trusses are to be used in a non -corrosive environment, , and are for "dry condition" of use. 8. Design assumes NII bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of truss, and placed so their center (IIII IIIII IIII IIII I I IIIII IIIII IIII IIII TPIIWfCA in SCSI, copies of which will be furnished upon request. MiTek'USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E: , lines coincide with joint center lines. 9. Digits sic csize plate in inches. 10. For basic connector plate plate design values see ESR -1311, ESR -1988 (MiTek). % Y v. - - No. 0806 EXP: 3/31/13 O� 7/3d(lz Q- s� SNWN�� �P gTF OF CAt1F��a VIII _ ThioWign AMd fMmputMut b_ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS ., TRUSS SPAN 18'- 6.0' WARNINGS: CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR _ LOAD DURATION INCREASE = 1:25 1. Builder and erection contractor should be advised of all General Notes 1- 2=( -215) 284 1. 8=(-1649) 3608 1- 2=(-2354) 32 BC: 2x4 OF k18BTR SPACED 24.0' O.C. and Warnings before construction commences. ` 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stabil bracing must be designed b designer of complete structure. ty 9 r8 Y 9 P CompuTrus assumes no responsibility for such bracing. 2- 3=(-1720), 0 8. 9=(-1649) 3607 8- 3=( -19) 62 WEBS: 2x4 OF R18BTR; 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control war and assumes no responsibility for the ". fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVECA in SCSI, copies of which will be furnished upon request 3. 4=(-1494) 0 9- 7=(-1611) 3566 ' 3- 9=( -964) 776 2x6 OF SS A LOADING I 4- 5=(-1488) 0 9- 4=( 0) 422 IIII LL( 20.0)*DL( 25.0) ON TOP CHORD = 45.0 PSF I I I II 5- 6=(-1726) 0. 9- 5=( -903) 716 TC LATERAL SUPPORT <= 12'OC. UON. OL ON. BOTTOM CHORD 7.0 PSF 6. 7=( -223) 292 6-,7=(-2400) 82 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF LETINS: 2-06-00 2.06.00 ADDL: BC UNIF LL+DL= 10.0 PSF12'- 0.0' TO 18'- 6.0' V BEARING MAX VERT" MAX HORZ BRG 'REQUIRED BRG LENGTH 'LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' 0/ 998V -3700/ 3700H 5.50' 1.06 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc - REOUIREMENTS OF CBC 2010 NOT BEING MET. + 18'- 6.0' 0/ 1087V -3700/ 3700H _ 5.50' 1.16 OF ( 625) M,M20HS,M18HS,M16.= MiTek MT series - - - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: •LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = 0.116' @ 16'- 2.3' Allowed = 0.586' ` •x t MAX DL CREEP DEFL = -0.139' @ 9'- 3.0' Allowed = 0.879' . •1 MAX TL CREEP DEFL = -0.193' @ 9'- 3.0' Allowed = 0.879' , R ECOMMENDED CAMBER (BASED ON OL DEFL)= 0.139' MAX HORIZ. LL DEFL = '0.042' @ 18'-' 0.5'" MAX HO RIZ. TL DEFL = 0.063' @ 18'- 0.5 T' CO D. 00.00 PLF DRAG LOAD. `- Wind: 95 mph, h=15ft, TCOL=15.0,BCDL=4:2, ASCE 7-05, n'; 9-039-03 r Enclosed,_Cat.2; Exp.C, MWFRS; - 1 r • interior zone, load duration factor=1.6 2-05 1-10-08 4-11-08 4-07-08 - 2-02-08 2-05 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers, T' 12. £ - - 12 w which is non -concurrent' with other live loads. 3.50 • �.'. M, -4x5 4 3.50 M-3x5d M -2x4. s a Yn 1 2 5.. t` M -3x6 a }, M-* . r ' o A q A o ti O _ M,_ M 6x8 M -2x4 <; ,M -3x8 x , 4-01-12 5-01-04' 9-03 r<PL:12 00-12 18.06 , JOB NAME: Loper Residence Hideaway Lot 180 - A16 Scale: 0.3687. t '_ �oQ�oFEss,oNq� '. WARNINGS: GENERAL NOTES, unless otherwise noted: " A1• 6 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review -Truss: DES. BY: AM DATE • 7/30/2012 and Warnings before construction commences. ` 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stabil bracing must be designed b designer of complete structure. ty 9 r8 Y 9 P CompuTrus assumes no responsibility for such bracing. and approval is the responsibilty of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywaa(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ - . SEQ. : 52551 07 'TRANS I D : 345239 " - 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control war and assumes no responsibility for the ". fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVECA in SCSI, copies of which will be furnished upon request 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition• of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it necessary. 7. Design assumes adequate drainage is f truss, a 8. Plates shall be located on both faces of truss, and placed so their center fines coincide with joint center lines. VIII I I III IIII I III I I I II III IIII MiTek USA, Inc./CompuTrus $ONWafe 7.6.3-SP6(1 L) -E B. Digits indicate size ofplate in inches. 10. For basic connector pplate design values see ESR -1311, ESR -1988 (MiTek) IIII WARNINGS: M Th�ign Med fifnput�ut f>� A117 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6:0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 1- 2=( -265) 244 1- 9=(•2020) 3662 1- 2=(-2450) 617 7- 8=(-1603) 1538 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 2- 3=(-1426) 0 9-10=(-1375) 2726 2- 9=( -518) 497 WEBS: 2x4 OF #18BTR; 2x Impact bridging or lateral bracing required where shown ++ 3. 4=(-1433) 737 10-11=(-2282) 2020 9. 3=( -701) 1051 2x6 OF SS A LOADING 4- 5=(-1043) 351 11- 8=(•2915) 2920 3-10=(-1053) 218 TRANS I D : 345239 LL( 20.0)+DL( 25.0) ON TOP CHORD "= 45.0 PSF 5- 6=( -942) 1355 10- 4=( -344) 377 TC LATERAL SUPPORT <= 12'OC. UON. - DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -986) 1006 10. 5=( -823) 1898 BC LATERAL SUPPORT <= 1210C. UON. TOTAL LOAD = 52.0 PSF . 7- 8=( -146) 177 5.11=(-1532) 244 TPINVTCA in SCSI, copes of which will be furnished upon request tines coincide with joint center 11. 6=(•1076) 626 LETINS: 0-00.00 2.00.00 ADOL: TC UNIF LL+DL= 12.0 PLF 0'- 0.0' TO 10'- 9.0' V r . 10. For basic connector plate design values see ESR -1311, ESR -1888 (MiTek) ADOL: BC UNIF LL+DL= 10.0 PSF 14'- 0.0' TO 21'- 6.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG LENGTH . Staple or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) vertical members (tion), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - 0'- 0.0' -112/ 1188V -4300/ 4300H -5.50' 1.27. OF ( 625) REOUIREMENTS OF CBC 2010 NOT BEING MET. 151- 0.0' 0/ 1682V 0/ OH 5.50' 1.68 OF ( 625) Connector plate prefix designators: 21'- 6.0' -441/ 820V -4300/ 4300H 5.50' 0.87 OF 625) ( C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOADS AS GIVEN M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=LI240 MAX LL DEFL = 0.069' @ 19'• 8.0' Allowed = 0.201' MAX OL CREEP DEFL = -0.040' @ 6'- 11.4' Allowed = 0.704' MAX TL DEFL = -0.076' @ 19'- 8.0' Allowed = 0.302' TRUSS NOT SYMMETRICAL. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.040' ' ORIENTATION AS SHOWN: MAX HORI2. LL DEFL = 0.051' @ 0'- 5.5' MAX HORIZ. TL DEFL = •0.059' @ 0'• 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. Thebuilding designer r shall verify that this parameter fits with the intended use of this component. a 10-09 t 10-09 COND. 00.00P �DRAG LOAD. 3-00- 3-11-14 3-09-02 3-11-08 = 3-02-02 _ 1-08-02 1-11-04 Wind: 95 mph,'h=15ft, TCDL=I5.0,BCDL=4:2,"ASCE 7-05,'' - Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 M -4x5 r.M- .: 2.5x4 or.equal at non-structural diagonal -inlets. 12 'Design 3.50 ' M•3x5 q,0°, checked for a 300'lb concentrated top chord 4 M -3x5 live load per IBC 2009 due to maintenance workers M -3x5 M -3X5 ' which is non -concurrent with other live loads. M -3x5 M-2x4M-2x4 :M745 4 Truss designed for 4x2 outlookers. 2x4 let -ins M -3x5 M -3x5.2 0 of the same size and grade as structural.top ' chord. Insure tight fit at each end of let -in. <M -2x4 M Outlookers must be cut with care and are M -3X4 - permissible at inlet board areas only. .=M_8X8 4. >-3X6-2x4 , A o'�' 1 < 9 M -3X4 10, 0.25° M -3x4 11 --6 =M 8x8 o } ` A M-6X8(S) R- 3-03-08 7-05-08 4-03 6-06 L <PL:12-00-12 21-06 L - JOB NAME: Loper Residence Hideaway Lot 180 - A17 Scale: 0.2825 QqoFEss,oro � JON ? r7 J� S WARNINGS: GENERAL NOTES, unless otherwise noted A117 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES., BY: AM - stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous continuous sheathing such as plywood sheathing(TC) and/or drywell(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5255108 fasteners are complete and at no Ume should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 345239 design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if, 5. CompuTms has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set IoM IY B. Plates shall be located on both faces of buss, and placed so (heir censer - TPINVTCA in SCSI, copes of which will be furnished upon request tines coincide with joint center I I II II IIII III III III I III VIII I II 11111111111111 Ines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1888 (MiTek) JON ? r7 J� S CC No. 0806 X EXP. 3/31/13 SNG% sTgTF OF CAt1FG��\P IIII r W Th> ign �ed fMfnput�ut WARNINGS: GENERAL NOTES, unless otherwise noted: - SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 1. 2=( -34) 63 1- 9=(0) 2492 1. 2=(•2847) 0 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 2- 3=(-2724) 0 9-10=(0) 2483 3- 9=( 0) 284 WEBS: 2x4 OF #18BTR; 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than loads be applied to any component, 5. CompuTrus has no control over and assumes no responsibility for the fabricotion, handling, shipment and installation of components. .. 6. This design is furnished subject to the limitations set 101th by in SCSI, copes of which will be furnished upon request MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 3- 4=(-2648) 0 10-11=(0) 2310 9- 4=( -70) 304 2x6 OF SS A LOADING 4. 5=(-2119) 0 11- 8=(0) 2316 4.10=( -620) 0 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5. 6=(-2099) 0 10. 5=( 0) 826 TC LATERAL SUPPORT <= 1210C. UON. OL ON BOTTOM CHORD = 7.0 PSF 1.6. 7=(•2515) 0 10- 6=( -462) 27 BC LATERAL SUPPORT <= 121OC. UON. TOTAL LOAD = 52.0 PSF 7- 8=( 0) 121 6-11=( 0) 240 7- 8=(-2739) 0 LETINS: 1-11-12 2.06-00 ADDL: BC UNIF LL+DL= 10.0 PSF 14'- 0.0' TO 22'- 0.0' V ADDL: BC UNIF LL+DL= 20.0 PLF 2'- 0.0', TO 12'• 0.0'.V BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH Connector plate prefix designators:' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL BC CONC LL+DL= 24.0 LBS @ 2'- 6.0' 01- 0.0' 0/ 1373V -66/ 63H 5.50' 1.46 OF ( 625) M,M20HS,U18HS,M16 = MiTek MT series - ADDL: BC CONC LL+DL= 24.0 LBS @ 6 - 0.0' -. 22'• 0.0' - 0/ 1371V -66/ .63H- 5.50' 1.46 OF ( 625) ADDL: BC CONC LL+DL= 24.0 LBS @ 9'- 0.0' ADDL: BC CONC LL+DL= 24.0 LBS @ 12'- 6.0' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 SINGLE MEMBER AS SHOWN. MAX LL DEFL = -0.086: @ 15'- 3.0' Allowed = 0.703' .HANGERS ATTACHED TO BOTTOM CHORD LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOADS AS GIVEN' MAX OL CREEP DEFL = -0.332' @ 15'- 4.3' Allowed = 1.054' WILL HAVE 1.5' MAX. NAIL PENETRATION. REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX TL CREEP DEFL = -0.418' @ 15'- 4.3' Allowed = 1.054'.. HANGER BY OTHERS.BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP w RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.332' • AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.-, MAX HORIZ. LL DEFL = 0.021' @ 21'- 6.5' ` MAX HORIZ. TL DEFL = 0.064' @ 21'= 6.5' ` Wind: 95 mph, h=15ft, TCDL=I5.O;BCDL=4.2, ASCE 7-05,' Enclosed, Cat.2, Exp.C, MWFRS,' - _ interior zone, load duration factor=1.6 ' Design checked for a 300 lb concentrated top chord, 11-03 : 10 09 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. ` 1°11-07 1-08-06 4-00-02 3 -07 3 -11 -OB 4-04-08 2-05 4 - 12 12 ., . 3.50 t7 M -05a 3 50 i M -3x5 Y M 3x5 2.5" M -2x4 'M -3X6 M -3x6 y_ 1 9 10 11 6 0. A ' o M -5x6 M -3x4 0.25" , M - 4x 2x4 ` M-8 , M-5x8(S) r: _ j24# L ' j24# r j24# L j24#" 3-09-10. 7 05 06 4-01 04 6-07-12 <PL:1'2-00-12 22-00 .T. JOB NAME: Loper Residence Hideaway Lot 180 = A18 Scale: 0:3112 �oQ�oFESS/ m No. 0806 EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted: - 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: DES. 6Y: AM DATE • - and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +- 3. All lateral force resisting elements such as temporary and permanent stabil bracin must be desi netl desi ner of cora lete structure. N 9 9 DY 8 P CompuTrus assumes no responsibility for such bracing. and approval is the responsibility of the building designer, not the buss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at Y o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ .7/30/2012 SEQ. : TRANS VIII II I VIII 5255109 "design I D : 345239 I II I III III II III IIIITPINVTCA " 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than loads be applied to any component, 5. CompuTrus has no control over and assumes no responsibility for the fabricotion, handling, shipment and installation of components. .. 6. This design is furnished subject to the limitations set 101th by in SCSI, copes of which will be furnished upon request MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. , 7, Design assumes adequate drainage is provided. - 8. Plates shall be located on both feces of truss, and placed so their center tines coincide with joint center lines. 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) m No. 0806 EXP. 3/31/13 "Jill �1 _ - w M Th>�gn )ed fI_fnput�ut b= WARNINGS: - SPA S ABRIC T R (MC) LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4.DF #18BTR LOAD DURATION INCREASE= 1.25 1- 2=( 0) 112 1- 8=(0) 2078 1. 2=(-2461) 0 . BC: 2x4 DF #18BTR SPACED 24.0' O.C. DATE 7/30/2012 SEQ. : 5255110 TRANS I D : 345239 - II I IN IIIIII I I II VIII II II 1111111111111I IIII 2. 3=(-2256) 0 8- 9=(0) 1646 3- 8=( -230) 66 WEBS: 2x4 OF #18BTR; 3. 2x Impact bddging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition- of use. 6. Design assumes full beadng at all supports shown. Shim or wedge if 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center Dies coincide with joint center linea 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 3- 4=(-2096) 0 9- 7=(0) 2114 8- 4=( 0) 470 2x6 OF SS A LOADING 4- 5=(-2231) 0 4. 9=( 0) 673 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(•2297) 0 '9. 5=( •242) 61 TC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF 6- 7=( 0) 111 6. 7=(•2502) 0 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF LETINS: 2.06-00 2-06-00 ADDL: BC UNIF LL+DL= 10.0 PSF 14'- 0.0' TO 21'- 6:0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators:' ADDL: BC CONC LL+OL=­ 24.0 LBS @ 2'' 0.0' , 0'- 0.0' 0/ 1208V •63I 63H 5.50' 1.29 OF ( 625) C,CN,CI8;CN18 (or.no prefix) = CompuTrus, Inc' _ ADDL: BC CONC LL+DL= 24.0 LBS '@ 5'- 6.0°. _ 21'•'6.0' 0/ 1274V •631 63H 5.50' 1.36 OF ( 625) , .M,M20HS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+OL= 24.0 LBS @ 8'-- 6.0' - ADDL: BC CONC LL+DL= 24.0 LBS @ 12'• 0.0' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOADS AS GIVEN - MAX LL DEFL = -0.093' @ 10'- 9.0' Allowed = 0.686' SINGLE MEMBER AS SHOWN.' REOUIREMENTS OF CBC 2010 NOT BEING MET. MAX OL CREEP DEFL = -0.296' @ 14'- 8.5' Allowed = 1.029' MAX TL CREEP DEFL = -0.389' @ 14'- 8.5' Allowed = 1.029' HANGERS ATTACHED TO BOTTOM CHORD RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.296' WILL HAVE 1.5° MAX. NAIL. PENETRATION': BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP HANGER BY OTHERS. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. LL DEFL = 0.018' @ 21'- •0.5' y t MAX HORIZ. TL.DEFL = 0.050' @ 21.'• 0.5' - Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, TRUSS NOT SYMMETRICAL. Enclosed, Cat.2, Exp.C, MWFRS, ' ORIENTATION AS SHOWN. interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 10-09 10-09- live load per IBC 2009 due to maintenance workers' Which is non -concurrent with other live loads. • 2-05 2-11-08 5-04-08 4-01-04 4-02-12' 2-05 .2 1 ; 12 J. 3.50 M 4x5 :a 3.50 ;. • 4.0° M -2x4 , M:2x4 �. - - _ M -3x6 M 3x6 A } A k 1-1IT.0� o III .�- 8 - - 0.25" 9 .Y . < MHS 3x8 .. M -3x4 , MHS 3x8 _ M-5x6(S) _ r j20 424# j24# 24# 7-02 7-06-08 .. r 6-09-08 <PL:12-00-12 21-06 , 100 hiARA1: • I near Qac i rlanea 'Ni rlaatAlav .I n 1 q _ Al Q qp-o S/O^,q __- - --r-.. ----- -- ---- -� -- - -- - bcaie: u.3zuu WARNINGS: - GENERAL NOTES, unless otherwise noted: A19 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: DES. BY: AM - and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2• Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(ec). DATE 7/30/2012 SEQ. : 5255110 TRANS I D : 345239 - II I IN IIIIII I I II VIII II II 1111111111111I IIII _ CmpuTrus assumes no responsithility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,necessary. isshipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINYfCA in BCSI, copies of which will be furnished upon request MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 3. 2x Impact bddging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition- of use. 6. Design assumes full beadng at all supports shown. Shim or wedge if 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center Dies coincide with joint center linea 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) JO NS, `?� UJ Q m No. 0806 ;0 EXP. 3/31/13 ST �� CNG% �Q gTF0 CAUFO�a IN IN r M M Th�ign Med f�nlput�ut GENERAL NOTES, unless otherwise noted: A20 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review - Truss: and Wamings before construction commences. SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 2. 2x4 compression web bracing must be installed where shown + TRUSS SPAN 10'- 9.0' DES. BY: AM CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF If18BTR LOAD OURATION.INCREASE = 1.25 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 1.2=(-446) 0 4-5=(-60) 64 4-1=(-524). 0 6-8=( 0) 98 BC: 2x4 OF g18BTR. 3. 2x Impact bridging or lateral bracing required where shown ++ SPACED 24.0' O.C. 4. No load should be applied to any component unfit after all bracing and 2-3=(-450) 0 5.6=(-24) 97 1.5=( 0) 392 3.8=(-531) 0 . WEBS: 2x4 OF H18BTR; 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 I D : 345239 6-7=( 0) 0 5-2=(-224) 26 2x8 SP M-23 A ' LOADING necessary. 5.3=( 0) 302 fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 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 in SCSI, copies of which will be furnished upon request DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH TC LATERAL SUPPORT - 12.00. UON. TOTAL LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. 0'- 0.01 0/ 553V -82/ 69H 5.50' 0.59 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'•, 9.0' 0/ 558V -82/ 69H 5.50' 0.19 SP (1975) Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 AND BOTTOM CHORD LIVE LOADS ACT NON, -CONCURRENTLY. MAX LL DEFL = -0.004' @ . 5'- 0.0' Allowed = 0.328' MAX DL CREEP DEFL = -0.009' @ 5'- 0.0' Allowed = 0.492' 5-00 5-09 MAX TL CREEP DEFL = -0.012' @ 5'- 0.0' Allowed = 0.492' + RECOMMENDED CAMBER (BASED ON OL DEFL= 0.010'" + 12 - 12 M MAX HORIZ. LL DEFL = 0.005' @ 0'- 1.8' 3.50 7 `'� a3.50 MAX HORIZ. TL DEFL = 0.006' @ 10'"- 15.4' '- Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4:2, ASCE 7-05, ' y Enclosed, Cat.2, Exp.C, MWFRS, IIM-4x4 interior zone, load duration factor=l.6 Design checked for a 300 lb concentrated top chord ; - _ 24.0', 1 r live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. M -3x5 2.0" M 3x10 r ' , ♦ ' ' .. _-� --� } 1, r - _ ' to C. N 8 - _ M -3x10' o co 04 CD c , < M -2x4 _ - M -3x8 .' - M -2x4. `1 + - 1 >PL:11-00-04 5-00 5-00 0-09 L <PL:10-00-12' 10-09 i JOB NAME:.Y Loper Residence Hideaway Lot 180 - A20 .- Scale: 0.4560 QFESS/0 _4oP�--1Nq� EXP. 3/31 /13 EN sT9rFOF CAUFG�a\P WARNINGS: GENERAL NOTES, unless otherwise noted: A20 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review - Truss: and Wamings before construction commences. and approval is the responsibility of the building designer, not Me .. 2. 2x4 compression web bracing must be installed where shown + truss Designer or truss engineer. DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent. 2. Design assumes the top and bottom chords to be laterally braced at 7 O.P. and at 10' o.c. respectively unless braced throughout their length by stabilitybracing must be designed b designer of complete structure. 9 9 Y 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4.' Installation of truss is the responsibility of the respective contractor. SEQ. : - 5255111 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 I D : 345239 design loads be applied to any component. and are for -dry condition' of use. 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. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. ' .I 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 in SCSI, copies of which will be furnished upon request bines coincide with joint ranter lines. III II I III III IIIII II II III III I II IN 9. Digits indicate size of plate in inches. MiTek MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) EXP. 3/31 /13 EN sT9rFOF CAUFG�a\P IIII r - Th�ign Med fMmputlMut - " WARNINGS: GENERAL NOTES, unless otherwise noted: A213. SPATES FABRICATORS (MC) 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review , Truss: y4 LUMBER SPECIFICATIONS and Warnings before construction commences. TRUSS SPAN 4'• 11.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR 2. 2x4 compression web bmang must be installed where shown +. LOAD DURATION INCREASE = 1.25 " 1-2=(-52) 54 4-5=(-77) 62 1.4=(•169) 2 5-3=(•186) 2 BC: 2x4 OF H18BTR - All lateral force resisting elements such as temporary and permanent SPACED 24.0' O.C. - 2-3=(•50) 63 4-2=(-158) 50 WEBS: 2x4 OF 918BTR 7 o.c. and at 10' o.c: respectively unless braced throughout their lenggth by DATE: 7/30/2012 2-5=(-137) 49 - continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ LOADING 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. TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - TOTAL LOAD = 52.0 PSF , i 01- 0.0' -13/ 344V -99/ 94H 5.50' 0.37 OF ( 625) Connectorplate prefix designators: fabrication, handling, shipment and installation of components. - - '4'- 11.0' -11/ 337V -99/. 94H 5.50' 0.36 OF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 8. Plates shall be located on both faces of truss, and placed so their center LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 =MiTek MT series REOUIREMENTS OF CBC 2010 NOT BEING MET. - - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 .. ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP . - MAX TL DEFL = -0.001' @ 2'- 3.1' Allowed = 0.200'' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.009' tines coincide with joint center lines. - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ,. I IIID I II II I I .2-03-02- IIII 2-07-14 - - .. _.. •., -MAX HORIZ. TL DEFL = -0.000: @ 4'- 7.5' , - °. .. : - • `, This truss does not include any time dependent deformation for long term loading (creep) in the a MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E - total load deflection. The building designer shall verify that this parameter fits with the 12 12 intended use of this component. a �. .. 3.50 .f '- a 3.50. Wind: 95 mph,h=l5ft, TCDL=15.0,8CDL=4.2; ASCE 7-05, . -. Enclosed, Cat.2 Exp C, MWFRS,' _ M -4X5" - - - - ' - • - interior zone", load duration factor=1.6 - - 2 "/ Design checked for a 300 lb concentrated top chord - - ,• ,.live load per IBC 2009 due to maintenance'. workers M -2x4 . %1 ' M 2x4 which is non -concurrent with other live loads. y .. 00 c> C13 14, i 1 ` �. M 3x4 M -3x4 t .4 '. Yf � , WA �- 4-11 <PL`.10-00-12 • JOB NAME: Loper Residence Hideaway Lot 180 - A2,1„=,o. rrasGo �o q� JO a rn No. 0806 EXP. 3/31/13 ENG�N�� grFOF CA110f - " WARNINGS: GENERAL NOTES, unless otherwise noted: A213. - 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review , Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bmang must be installed where shown +. truss designer or truss engineer. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 7 o.c. and at 10' o.c: respectively unless braced throughout their lenggth by DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 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. ' C C CC i n CC SEQ. : 5255 1 95 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, A I TRANS D : 345C 24 1 design loads be applied to any component -5. and are for -dry condition' of use. r 6. Design assumes full beating at all supports shown. Shim or wedge it 1 - 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 provided. 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 TPI/VVTCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. - II III I IIID I II II II I I I I II III IIII -9. Digits Indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) JO a rn No. 0806 EXP. 3/31/13 ENG�N�� grFOF CA110f JO ., �� JPO P• HS �� EXP. 3/31/13 �L ENG\N�� �P �OF CAl1FG� IIII S WARNINGS: - GENERAL NOTES, unless otherwise noted: Thio ign �ed fIMmputIMut b_ 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Wamings before construction commences. and approval is the responsibility of the building designer, not the - 2. Doo compression web bracing must be installed where shown +, SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS :" TRUSS SPAN 6'- 4.9' DES. BY: AM - stability bracing must be designed by designer of complete structure. CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR CompuTrus assumes no responsibility for such bracing. LOAD DURATION INCREASE - 1.25. (Non -Rep) 4. No load should be applied to any component until after all bracing and .1-2=(-64) 73 3.4=(•58) 113 1-3=(-272) 8 2-6=(•280).13 BC: 2x6 OF SS are complete and at no time should any loads greater than SPACED 24.0' O.C. I D : 345239 design loads be applied to any component. for 4-5=( 0) 0 3-2=(-131) 42 WEBS: 2x4 OF #1&BTR;' 5. CompuTrus has no control over and assumes no responsibility the r fabrication, handling, shipment and installation of components.necessary. 4-6=( 0) 388 - 2x8 SP M-23 A 6. This design is furnished subject to the limitations set forth by LOADING LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH OL ON, BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) TC LATERAL SUPPORT <= 1210C. UON. J TOTAL LOAD = 52.0 PSF . 0'-. 0.0' 0/ 633V •116/ 75H .5.50' 0.68 OF ( 625) BC LATERAL SUPPORT <= 12'OC. UON.6'- I IIII 4.9' 0/ 590V -116/ 75H, 5.87' 0.20 SP (1975) ADDL: BC'CONC LL+DL= 342.0 LBS @ 2'- 8.0' LOADS AS GIVEN AODL:-BC CONC LL+DL= 217.0 LBS @ 3'- 8.5'. MiTek USA, InC./COmpuTruS Software 7.6.3-SP6(1 L) -E :L VERTICAL DEFLECTION LIMITS: ll=LI360, TL=L/240 L **-For hanger specs. See approved plans . MAX TL DEFL -0.003' @ 7.9' Allowed = 0.273' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - RECOMMENDED CAMBER (BASED ON DL DEFL)=,0:112'= ' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) '=CompuTrus ^ Inc' REQUIREMENTS OF CBC 2010 NOT BEING BOTTOM CHORD CHECKED.FOR 1OPSF LIVE MET. LOAD. TOP - MAX HORIZ., LL DEFL = 0.002' @ 0'- 3.5' M,M20HS,M18HS,M16 =MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. TL DEFL = -0.005' @ 6'- 1.3' 6-04-14,.' This truss does not include any time dependent r 12 deformation for longterm loading (creepy in the 4 a3.06 total load deflection. The building designer shall verify that this parameter fits with the + intended use of this component. IYind: 95 mph,,h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7;05, M 2X4 e' r 4 Enclosed, Cat.2, Exp.C.,. MWFRS,_ interioroad, oneduration factor=l. z 1 6 Design checked for a 300'111 concentrated'top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads., ! . M -3x8 , y y t r C? e M 3x10 ; _ o CIA J Fn - M 3X4 M 2X4 >PL:10. 10+04 T ti. ♦ F. 4 ' ;.a< ; <PL:10-D0-1'2 .... y' W 3 " j342# j217# -6 ,� 5-07-14 0-09 + i3 • ` ,.6-04-14 L' ` ,� ', `e i t ' _ , ^JOB - NAME i,A per'Res dence Hideaway • Lot 1802 - A22 Scale: 0.4262 �o q� JO ., �� JPO P• HS �� EXP. 3/31/13 �L ENG\N�� �P �OF CAl1FG� WARNINGS: - GENERAL NOTES, unless otherwise noted: A221 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Wamings before construction commences. and approval is the responsibility of the building designer, not the - 2. Doo compression web bracing must be installed where shown +, truss designer or truss engineer. r ' 3. All lateral force resisting elements such as temporary and permanent , . 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM - stability bracing must be designed by designer of complete structure. 7 o.c. and at 1g• o.c. respectively unless braced throughout their length by .continuous sheathing such as plywood sheathing(TC) and/or drywall (BC). DATE • ' 7/30/2012 ' - CompuTrus assumes no responsibility for such bracing. 3. 8< Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 52551 13fasteners ^ are complete and at no time should any loads greater than -corrosive 5. Design assumes busses are to be used in a non -corrosive environment, non I D : 345239 design loads be applied to any component. for , and are for -dry condition' of use. ' 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility the r fabrication, handling, shipment and installation of components.necessary. , 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8, plates shall be located on both faces otruss, and placed so their center - 7PINVECA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. VIII VIII III I II II II I II ILII I IIII 9. Digits indicate size ofplate in inches. - MiTek USA, InC./COmpuTruS Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311. ESR -1586 (MiTek) JO ., �� JPO P• HS �� EXP. 3/31/13 �L ENG\N�� �P �OF CAl1FG� JO UJ m it No. 0806 ';0 3/31/13 - =, Th4_=ign �afted f lMmput fM)ut , tj WARNINGS: GENERAL NOTES, unless otherwise noted: A23 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review SPATES.FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.9' and approval is the responsibility of the building designer, not te CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H18BTR LOAD DURATION INCREASE = 1.25 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 1-2=(-67) 61 3-4=(-119) 54 1-3=(-208) 8 2.4=(•194) 40 BC: 2x4 OF g18BTR SPACED 24.0' O.C. 2' o.c. and et 10' o.c. respectively unless braced throughout their leng9th by DATE: 7/30/2012 .. .. - 3-2=( -80) 84 WEBS: 2x4 OF M18BTR 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 52551 14 LOADING 5. Design assumes trusses are to be used in a non -corrosive environment, , BEARING MAX VERT MAX.HORZ BRG REQUIRED BRG LENGTH TC LATERAL SUPPORT <= 1210C. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF LOCATIONS - necessary. REACTIONS REACTIONS SIZE INCHES (SPECIES) „ BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = . 7.0 PSF 01- 0.0' -53/ 246V ;-123/ 84H 5.50' 0.26 OF ( 625) , - TOTAL LOAD = 52.0 PSF 3'- 3.9' •25/ 217V -123/ 84H 5.50' 0,23,. OF ( 625) --* '* For hanger specs. -See-approved plans. LIMITED STORAGE DOES NOT APPLY DUE REQUIREMENTS OF CBC 2010 NOT BEING TO THE SPATIAL MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 TPINYTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. • ' to III - MAX TC PANEL LL DEFL = -0.010' @ 1'- 7.6' Allowed = 0.179' - r BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP - MAX TC PANEL TL DEFL = -0.015' @ .1'- 7.6' Allowed = 0.269' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.005' Connector plate prefix designators: MAX HORIZ. LL DEFL = 0.000' @ 0'- 3.5' .C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. TL DEFL = 0.000' @ 0'• 3.5' M,M20HS,M18HS,M16 = MiTek MT series ' Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, r .Enclosed, Cat.2i Ex C, MWFRS, p x3-03-15. interior zone, oad duration factor=1.6 12,..._ f. Design checked for a 300 lb concentrated top chord - ,. a 3.50 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. M -2x4 ' + M 3x5. ; '� #+ c r .�. '' - 2 ] 1`, 0 An ` M < M' -3x4 M -2x4 I,rt, l.. J.- •*.• '6 ' �, .. PL..1�-��-,12r -�• ,` s r' 4 3-03-15 .. • V ! JOB NAME: Loper' Residence Hideaway Lot 180, - A23 scale: 0.4171 JO UJ m it No. 0806 ';0 3/31/13 - WARNINGS: GENERAL NOTES, unless otherwise noted: A23 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review TrUSS: and Warnings before construction commences. and approval is the responsibility of the building designer, not te 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and et 10' o.c. respectively unless braced throughout their leng9th by DATE: 7/30/2012 .. .. - CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 52551 14 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, , �j TRANS I D : . design loads be applied to any component. and are for -dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if ' • 345239 5. CompuTrus has no control over and assumes no responsibility for the - necessary. Fabrication, handling, shipment and installation of components. 8. Design assumes adequatedrainage is provided. , . 6. This design is furnished subject to the limitations set forth by 8. Plates shall be locacateddonon both faces of buss, and placed so their center TPINYTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. • ' to III II I III II IIII I I VIII I IIII IIII 9. Digits indicate size of plate inches. MiTek USA, Int:./CompuTrus Software 7.6.3-SP6(1 L) -E . io. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) JO UJ m it No. 0806 ';0 3/31/13 M' C- a PM IIII S neb.LUt'm;ti H.LutdWdy LUL IOU ''/1t.'+ M Th�ign Med f�lnput�ut t_ r. WARNINGS: GENERAL NOTES, unlessotherwise noted: + SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 1. Builder and erection contractor should be advised of all General Notes TRUSS SPAN 6'- '0.4' : and Warnings before construction commences. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF If &BTR _ LOAD DURATION INCREASE = 1.25 truss designer or truss engineer, 1 1-2=(-57) 84 3.4=(•97) 60 3-1=(-267) 6 4-2=(•277) 9 BC: 2x4 OFf11&BTR DES. BY : AM SPACED 24.0' O.C. stability bracing must be designed by designer of complete structure. + DATE: 7/30/2012 1.4=( -66) 48 WEBS: 2x4 DF #1&BR 3. 2x Impact bridging or lateral bracing required where shown ++ • 4. No load should be applied to any component until after all bracing and , 4. Installation of buss is the responsibility of the respective contractor. C!r�� S EQ . : 5255115 fasteners are complete and at no time should any loads greater than LOADING - TRANS I D : 345239 -design BEARING MAX VERT MAX HORZ - ERG REQUIRED BRG LENGTH TC LATERAL SUPPORT <= 12'OC..UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = '45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. ` DL ON BOTTOM CHORD = 7.0 PSF 8. Plates shall be located on both faces of truss, and placed so their center - 0'- 0.0' 0/ 308V -70/ 101H 5.50' 0.33 OF ( 625) TOTAL LOAD = 52.0 PSF - 6'• 0.4' OI 328V -70/ 10tH 5.50' 0.35 OF ( 625) " For hanger Specs. - See approved plans.. LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL VIII VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - II III VIII REQUIREMENTS OF'CBC 2010 NOT BEING MET. III I II III MAX TC PANEL LL DEFL = •0.127' @ 3'- 0.6' Allowed = 0.358'1 Connector plate prefix designators:` e e BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. +TOP -• y MAX TC PANEL TL DEFL = -0.218' @ 3'• 0.6' Allowed = 0:536' DL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. RECOMMENDED CAMBER (BASED ON DEFL)= 0.087" M,M20HS,MIBHS,M16 = MiTek MT series '. • $-00-06 - ' - - - .. MAX HORIZ. LL DEFL = •0.001' @ 5'- 8.9' MAX HORIZ..TL DEFL = -0.001' @ 5'- 8.9' 12 ' Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, 3.50 c-';� a Enclosed, Cat.2, Exp.C,' MWFRS, ' interior zone, load duratioq•factor=1.6 - ` -Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers M -2X4 which'is non -concurrent with other live loads. ' M_ x5 - - - r r • , CQ .. , 7. • i 41 M -2x4,_ A M -3x4 c + F: <OL 10-00 12 6 00-06 �pFESS/0 LJUCS IVMIVIC: LU Ir I- neb.LUt'm;ti H.LutdWdy LUL IOU ''/1t.'+ Scale: 0.5470 r. WARNINGS: GENERAL NOTES, unlessotherwise noted: + 41Truss 1. Builder and erection contractor should be advised of all General Notes ' 1. This truss design is adequate for the design parameters shown. Review , : and Warnings before construction commences. and approval is the responsibility of the building designer, not the PP P ty 8 _ 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer, 1 3. All lateral force resisting elements such as temporary and peimanent 2' Design assumes the top and bottom chords to be laterally braced at DES. BY : AM stability bracing must be designed by designer of complete structure. and at 10' o.c. respectively unless braced throughout le th by 2' continuous contlnuous sheathing such as plywood sheathing(TC) and/or drywall BC). DATE: 7/30/2012 , - CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ • 4. No load should be applied to any component until after all bracing and , 4. Installation of buss is the responsibility of the respective contractor. C!r�� S EQ . : 5255115 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment. - TRANS I D : 345239 -design loads be applied to any component. ' and ere for -drycondifion' of use. + 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. prrient and installation of components. fabrication, handling,shipment - 7. Design assumes adequate drainage is provided. 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 - ' TPINVECA in BCSI, copies of which will be furnished uponrequest lines coincide with joint center linea VIII II II III VIII I III I II III III III 9. Digits indicate site of plate to inches: - MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E" '10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek) q . vQ�OPc, p^JC% l � LOD J No. 0806 EXP. 3/31/13 FN Gk F 0 CAL.0 ' III M So 80 WE =1 MW' M rM 'M Th> ign l ed f1"mputtWut 't A25 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 7'• 0.4' CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: , 2x4 OF H18BTR LOAD DURATION INCREASE = 1.25 1-2=(-63) 93 3-4=(-106) 67 3.1=(•310) 7 4.2=(•316) 10 BC: 2x4 OF k18BTR SPACED 24.0' O.C. •1-4=( -72) 52 WEBS: 2x4 OF H18BTA 2' o.c. and at 10' o.c. respectively unless braced throughout their length by LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH TC LATERAL SUPPORT <= 12'OC. UON. . LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF 01- 0.0' 0/ 358V -76/ 11OH 5.50' 0.38 OF ( 625) 4. No load should be applied to any component until after all bracing and TOTAL LOAD = 52.0 PSF 7'- 0.4' 0/ 374V •76/ 11OH 5.50' 0.40 OF (,625) ** For hanger, specs.,- See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 o A TRANS I D : REOUIREUENTS OF CBC 2010 NOT BEING MET. MAX TC PANEL LL DEFL = -0.222' @ 3'- 6.7' Allowed = 0.426- t Connector,plate prefix designators:. + _ BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = •0.405' @ 3'- 6.7' Allowed = 0.639' ` C,CN,CI8,CN18 (or no prefix) = CompuTrus, IncAND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.. RECOMMENDED CAMBER (BASED ON OL,DEFL)= 0.176'.' M,M20HS,M18HS,M16 = MiTek MT series - - 7-00.07 - MAX HORIZ. LL DEFL = -0.001' @ 6'- 8.9' '6'- ' MAX HORIZ. TL DEFL =•-0.001' @ 8:9' 8. Plates shall be located on both faces of truss, and placed so their center 12 Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, 3.501 Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked fora 300 lb concentrated top »chord .= T �" _ live load per IBC 2009 due to maintenance workers r ` M -2X4 which is non -concurrent with other live loads. II I III I II II II III I I I II I IIII 9.. Digits indicate size of plate to inches. 3X5` MiTek USA,Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTekj .* a; _ r .. ,, i CO o a -s .. ; .. % t _ < M 2x4 M -3x4 r 7-00-07 ' 'r "JOB NAME: Loper Residence Hideaway Lot 180 - A25r `~ Q�oFESS/ Scale: 0.5339 C`�• '( ' WARNINGS: GENERAL NOTES,- unless otherwise noted: A25 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown*. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at _ DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure continuous sheathing such as plywood sheathing(TC) and/or drywalfi C). _ DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. - 3. ix Impact bridging or lateral bracing required where shown ++ - .. 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. SEQ. : 5255116 - 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,\ o A TRANS I D : design loads be applied to any component. responsibility for and are for •dry condition" of use. ,. 6. Design assumes NII bearing at all supports shown. Shim or wedge if ' 3.75239 5. CompuTrus has no control over and assumes no the necessary. 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 8. Plates shall be located on both faces of truss, and placed so their center TPINVECA in BCSI, Copies of which will be furnished upon request. tines coincide with joint center lines. III III II I III I II II II III I I I II I IIII 9.. Digits indicate size of plate to inches. MiTek USA,Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTekj JO P• f UJ/i cc No. 0806 EXP. 3/31/13 ENGk TF OF CAl.1FG� *11 . IIII V" we so 9" M M WW M Sim mw an Thl"ign �d f?"mput�Ut SPATES FABRICA ORS (MC) LUMBER SPECIFICATIONS TRUSS SPA""'5.4' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR LOAD DURATION INCREASE = 1.25 1.2=(-42) 66 3-4=(-72) 42 3.1=(-198) 9 4-2=(•212) 5 BC: 2x4 OF k18BTR SPACED 24.0' O.C. ' 1-4=( -50) 38 WEBS: 2x4 OF k18BTR " LOADING BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH TC LATERAL SUPPORT <= 12'OC..•UON..' LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF.-LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. . DL ON BOTTOM CHORD = 7.0 PSF 0'-. 0.0' 0/ 221V -55/ 76H 5.50' 0.24 OF ( 625) +. TOTAL LOAD = 52.0 PSF 3'- 5.4' -2/. 249V -55/ 76H 5.50' 0.27 OF ( 625) *'• For hanger specs. -See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r.y • - VERTICAL DEFLECTION LIMITS: LL=LI360, TL=L 1240` ." REQUIREMENTS OF CBC 2010 NOT BEING MET. ;. MAX TC PANEL LL DEFL = •0.012' @ 1'- 9.1' Allowed = 0.183' Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP �`, - MAX TC PANEL TL DEFL = -0.018' @.. 1'- 9.1' Allowed 0.275''- C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ' AND BOTTOM CHORD.LIVE LOADS ACT NON -CONCURRENTLY:. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.006- M,M20HS,M18HS,M16 MiTek MT series 3-05-06 MAX HORIZ. LL DEFL = -0.000' @ 3'- 1.9' MAX HORIZ..TL DEFL' _ •0.000' @ 3', 1.9' 12 3.50 �• ' ` c," T Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, • r. Enclosed, Cat.2, Exp.C, MWFRS, • Y interior zone, load duration factor=1.6 ►' y. - • Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers w is non -concurrent with other live loads. } M -2x4 - M - 3x5 e r k , '<3 M 2x4 M -3x4 4 ry , b 3 -05-06 <PL;10-00-12. v♦ JOB NAME: Loper Residence a Hideaway Lot 180 - 'A26 ` Scale: �� k D.5532 roe FESS/ JO GD w m No. 0806 EXP. 3/31/13 , ENG\ t TF OF CA110f IIII=- SPAABRI 4,dMf.J=Mput§Wut f LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.2' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF qt&BTR TOAD DURATION INCREASE = 1.25 (Non -Rep) 1.2=(•1292) 0 4-5=(-107) 92 4.1=(-847) 0 2.6=(-1349) 0 - BC: 2x6 OF SS • SPACED 24.0' O.C. 2-3=( -64) 18 5.6=( 0) 1164 1-5=( 0) 1196 6-3=( -201) 5 ' WEBS: 2x4 OF k1&BTR - - _ 5-2=( 0) 626 ' • LOADING " 2. Design assumes the top and bottom chords to be laterally braced at TC LATERAL SUPPORT <= 12'OC. UON. - _ LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF .- BEARING 'MAX VERT . MAX HORZ BRIG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. LION.DL ON BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES .(SPECIES) I •` - TOTAL LOAD = 52.0 PSF 01- .0.0' 0/ 905V -82/ 116H 6.31' 0.97 OF ( 625) Connector plate prefix designators: - - 9'- 6.2' 0/ 1329V - -82/, 116H 5.50• .1.42 OF ( 625) - C,CN,CI8,C8 (or no prefix) = CompuTrus, Inc _ - ADDL: BC CONC LL+DL= 249.0 LBS @ 3'- 8.3' , '. •. - S M,M20HS,M18HS,M16 =MiTek MT series • ADDL: BC CONC LL+OL= 249.0 LBS @ 3'- 8.7' { - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - ADDL: BC CONC LL+DL= 373.0 LBS @ 7'- 9.7' , MAX LL DEFL = 0.008' @ 4'- 7.3' Allowed = 0.284' - r - - ADDL: BC CONC LL+DL= 374.0 LBS @ 7'- 10.0' .LOADS AS GIVEN MAX DL CREEP DEFL = -0.035' @- 4'- 7.3' Allowed = 0.427' ' SINGLE MEMBER AS SHOWN. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - MAX TL CREEP DEFL = -0.039' @ '4'• 7.3' Allowed = 0.427 ` HANGERS ATTACHED TO BOTTOM CHORD REQUIREMENTS OF CBC 2010 NOT BEING MET.. RECOMMENDED CAMBER•(BASED ON OL DEFL)= 0.035' WILL HAVE 1.5' MAX. NAIL PENETRATION. DEFL = @ 9'• 2.7'„ HANGER BY OTHERS. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. LL •0.002' MAX HORIZ. TL DEFL = 0.004' @ 9'• 2.7 lines coincide with joint center lines. - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. II - 4 € 4-10 13 4-07-06 - Wind:,95 mph, h=15ft, TCDL=I5.0,BCDL=4.2,,ASCE 7.05, ' 'MWFRS, IIII II I Enclosed, Cat.2 Exp. C, load - MiTek USA,Inc./CompuTrus Software 7.6.3-3P6(1L)-E - interior zone, durationfactor=l.6 ' 12 3.06 v + Design checked for a 300 lb concentrated top chord live load IBC 2009 due to ' - - per maintenance workers '- ••1 which is non -concurrent with other live loads - M 2x4 , r , M -3x5' - -�. t' 1 y - . r - � � ti , it _ i. -•. '... � .. ;.Y• r - ,- M -3x5 0 t . - f - rJ. .. •• ' :� car • - - :o •'1 � r, + ` .,c � of , t I I r < -2x4 r. M -3x5 M-46 7M s -249H �249k �374H f 4-07-06 4-10-14 r • PL 16-00-12 9-06-03 � JOB NAME: Loper Residence Hideaway Lot 180 - A27 sale: 0.4530 EXP, 3131/13 ENG\ �P L 9lFOF CA1.1FG�� WARNINGS: GENERAL NOTES, unless otherwise noted: A27 1. Builder and erection contractor should be advised 01 all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown .. buss designer or truss engineer. 3. All lateral force resisting elements such as temporary permanent 3. " 2. Design assumes the top and bottom chords to be laterally braced at DES. BY AM bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/ordrywall(BC). DATE: 7/30/2012' CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + e' g e e4 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. O SEQ. : 5255118 - - fasteners are complete and at no time should any loads greater than - 5. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 345239 design loads be applied to any component. and are for -dry condition- obi use. - 6. Design assumes full beadn0 at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. - - fab ng, shipment and installation of components. fabrication. handling, 7- Design assumes adequate drainage is provided. 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 TPIAMCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. - II II II I IIII I IIII II I III VIII IIII II MiTek USA,Inc./CompuTrus Software 7.6.3-3P6(1L)-E 9. Digits indicate size ofplate in inches. 10. For basic connector pplate design values see ESR-1311.ESR-1988 (MiTek) ` EXP, 3131/13 ENG\ �P L 9lFOF CA1.1FG�� r 'No.,640806. EXP. 3/31/13 7134//7, Q- \lST EN Gk �Q TF OF CAOIF Aad WARNINGS: III A2 ThAWign fIM.Putwout bp= I"IIIIIII Truss: SPATES FABRICATORS (MC) ' LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.1' CBC2010IIBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF g18BTR LOAD DURATION INCREASE = 1.25 1-2=(-42) 65 3-4=(-72) 42 3-i=(-197) 9 4-2=(•211) 5 BC: 2x4 OF g18BTR SPACED 24.0' O.C. 1.4=( -49) 38 WEBS: 2x4 OF g18BTR ; CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ LOADING BEARING MAX VERT MAX HORZ 8RG REOUIRED BRG LENGTH TC LATERAL SUPPORT <= 12.00. LION. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. LION. DL ON BOTTOM CHORD = 7.0 PSF • 01- 0.0' 01 220V -551 76H 5.50' 0.23 OF ( 625) and are for -dry condition- of use. - 6. Design assumes full bearing at all supports shown. Shim or wedge if TOTAL LOAD = 52.0 PSF t 3'- 5.1' -2/ 249V -551 76H 5.50' 0.27 OF ( 625) ** For hanger specs. - See ..approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=LI360, TL=L1240 ' 7. Design assumes adequate drainage is provided. REQUIREMENTS OF CBC 2010 NOT BEING MET. f MAX TC PANEL LL DEFL = -0.012' @ 1'- 8.9' Allowed = '0.181* Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.018' @ 1'• 8.9' Allowed = 0.272'• C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.006'- - M,M20HS,M18HS,M16 = MiTek MT series 3-05-01 - MAX HORIZ. LL DEFL = -0.000' @ 3'- 1.6' '10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) p F MAX HORIZ. TL DEFL = -0.000' @ 3'- '1.6' 12 3.50C�--- Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2,,ASCE 7-05, r _ - Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1'.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads:. • - ... ; M -2x4 M -3x5 " .. a F cli M 2X4 . M -3X4 r '+° ` . f. • w';. ,1 ,fir _ _., .f L 3-05-0b <PL:10-00 12 -0 JOB NAME: Loper Residence Hideaway Lot 180 - A28 Scale: 0+.5539 _�oo'oF°N� r 'No.,640806. EXP. 3/31/13 7134//7, Q- \lST EN Gk �Q TF OF CAOIF WARNINGS: GENERAL NOTES, unless otherwise noted: A2 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent t 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stab lily bracing must be designed by designer of complete sttucNra. 2• o,c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(SC)., DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ' 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. .: 5255119 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 I D : 345239 design loads be applied to any component. has and are for -dry condition- of use. - 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus no control over and assumes no responsibility for the necessary. fabdcation, 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 S. Plates shall be located on both faces of truss, and placed so their center TPINYfCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center lines. - III I I I III IIIII III III I I II I IIII 9. Digitsindicotesize plate cinches. MiTek USA, Inc./CompuTrus $OflWare-7.6.3-SP6(1L)-E '10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) p r 'No.,640806. EXP. 3/31/13 7134//7, Q- \lST EN Gk �Q TF OF CAOIF "IIIA J - - scale; U.0412 M Th=ign 0Wed f=&mput put WARNINGS: GENERAL NOTES, unless otherwise noted: ' 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. . and approval is the responsibility of the building designer, not the ' SPATES FABRICATORS (MC) LUBBER SPECIFICATIONS S buss designer or truss engineer. TRUSS SPAN 7'-' 0.2' 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at - DES. BY: : AM CBC20101IBC2009 MAX MEMBER FORCES '4WR/GDF1Cq=1.00 TC: 2x4.DF #I&BTR _ DATE: 7/30/2012 LOAD DURATION INCREASE = 1.25 sheathing such as plywood sheathing(TC) and/or drywall(BC). ^ 3. 2x Impact bridging or lateral bracing required where shown + 4. No load should be applied to any component until after ell bracing and 1-2=(-63) 93 3-4=(•106) 67 3-1=(-309) 7 4-2=(-315) 10' ♦ BC: 2x4 OF k188TR fasteners are complete and at no time should any loads greater than SPACED 24.0' O.C. TRANS I D : 345239 design loads be applied to any component. and are for "dry condition- of use. 8. Design assumes full beating at all supports shown. Shim or wedge if 1-4=(,-72) 52 WEBS: 2x4 OF R18BTR necessary. .' - , - 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 - LOADING BEARING MAX VERT MAX HORZ BRG" REOUIRED BRG LENGTH TC LATERAL SUPPORT <= 12'OC. UON.`. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. '' III OL ON BOTTOM CHORD = 7.0 PSF I III 01- 0.0' 01 357V -761 110H 5.50' 0.38 ."DF ( 625). IN TOTAL LOAD = 52.0,PSF 7'- 0.2 01 373V -761 .110H 5.50' 0.40 OF ( 625) . .. .. For hanger specs. -See approved 'plans w - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - .- VERTICAL 'DEFLECTION LIMITS: LL=LI360, TL=L1240. +REQUIREMENTS OF CBC 2010 NOT BEING MET. ` v MAX TC PANEL LL DEFL = -0.220' @ 3'- 6:5' Allowed = 0.425' Connector plate prefix designators: - . -. '- a BOTTOM�CHORD'CHECKED FOR 1OPSF LIVE LOAD. TOP - 4: MAX TC PANEL TL DEFL = -0.400' @ 3'- 6.6' -Allowed = 0.637 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc: ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.y RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.174' . M,M20HS,M18HS,M16 = MiTek NT series., ' " - - - - MAX HORIZ. LL DEFL= •0.001' It 6'- 8.7' � 7-00-03 f s MAX HORIZ. TL DEFL = -0.001' @ 6'• •8.7' r 12r Wind: 95 mph, h=15ft, T01-=15.0,BCD1.=4.2, ASCE 7.05, ' Enclosed, Cat.2, Exp.C, MWFRS, ' 3.50 .F - - 3 1 µ interior zone, load duration factor=1.6 t. y t' r Design checked for'a 300 ib concentrated top chord live load per IBC 2009 due to maintenance workers M -2X4 which is non•concurrent with other live loads. Y. ,. M73x5 r-" f o CO s w w - , 1 • O M 2x4 , .a- ` f M 3X4 , PL,'10 00-12' , 7 00-03 # w _ I(1R' lIARAP • I nnar Raci rranrra Hi'd IA►av Int 1 An 'A�Q �. �QF.ESS/0 P N 71-- - - - - - - I- - - - - - J - - scale; U.0412 - WARNINGS: GENERAL NOTES, unless otherwise noted: ' 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. . and approval is the responsibility of the building designer, not the ' .� 2. 2x4 compression web bracing must be installed where shown +. - buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at - DES. BY: : AM stability bracing must ba tlesigned by designer of complete swcture. 2' o.c, and at 10' o.c, respectively unless braced throughout their length by ., 'continuous _ DATE: 7/30/2012 _ _ - CompuTrus assumes no responsibility for such bracing. sheathing such as plywood sheathing(TC) and/or drywall(BC). ^ 3. 2x Impact bridging or lateral bracing required where shown + 4. No load should be applied to any component until after ell bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. 52551 20 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 I D : 345239 design loads be applied to any component. and are for "dry condition- of use. 8. Design assumes full beating at all supports shown. Shim or wedge if , 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 provided. 6. This design is furnished subject to the limitations set forth by -; 8. Plates shall be located on both faces offtruss, and placed so their center TPIM?CA in BCSI, copies of which will be furnished upon request Gies coincide with joint center lines. III III I IIII I III 111111111111111111 IN III 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 1UJ O. m No. 0806 EXP. 3/31/13 O�Q- LS'X SWN�� �P gTFOF CAt1F0�� VIII ThjMgn �ed f_fnput�ut b_ - WARNINGS: GENERALNOTES, unlessothervrise noted: A30, SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN8'- 4.5' CBC2010/IBC200g MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N188TR -LOAD DURATION INCREASE = 1.25 • 1-2=(-22) 100 4-5=(-53) 333 1-4=(-182) 3 5-3=(-193) 8 BC: 2x4 DF p18BTR SPACED 24.0' O.C. 2.3=(-69) 19 4-2=(-423) 12 WEBS: 2x4'OF k188TR. DES. BY: fUvl 2-5=1-403) 13 - LOADING r= CompuTrus assumes no responsibility for such bracing.. TC LATERAL SUPPORT - 12'OC. MON.• LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF BEARING. MAX VERT MAX`HORZ ERG REQUIRED BRG LENGTH BC LATERAL SUPPORT - 12'OC. UON. l DL ON BOTTOM CHORD = ' '7.0 PSF LOCATIONS ' REACTIONS'.- ' REACTIONS SIZE INCHES (SPECIES), 5. Design assumes trusses are to be used in a noncorrosive environment,. TOTAL LOAD = 52.0 PSF ' 01- 0.0' 0/ 459V -81/ 123H 5.50' 0.49 OF ( 625) and are for -dry condition• of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 8'- 4.5' 0/ 456V -81/ 123H 5.50' 0.49 OF ( 625) necessary. - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' •* For hanger specs. See approved plans 9 P PP P REQUIREMENTS OF CBC 2010 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360; TL=L/240 Connector plate prefix designators:- 6077061 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP r s MAX LL DEFL = -0.003' @ 4'- 1.8' Allowed = 0.249' -. k C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY., MAX OL CREEP DEFL = -0.006' @ 4'- 1.8' Allowed = 0.373' MAX TL CREEP DEFL = -0.009' @ 4'- 1r8' Allowed = 0.373' M,M20KS,MI8HS,M16 = MiTek MT series RECOMMENDED CAMBER (BASED ON OL-DEFL)=-0.131' 4-02-04 4-02.04 in SCSI, copies of which will be furnished upon request r ,.., MAX HORIZ. LL DEFL = •0.002'@ 8'- .1.0' 12 I III { MAX HORIZ. TL DEFL = 0.003' @,• 8' .1.0' 3.50 0 II I I Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05,' I II IN Enclosed, Cat.2, Exp.C, MWFRS, 9. Digits Indicate size of plate in inches. 1 interior zone, load duration factor=1.6 M -2x4 ,' Designchecked for a 300 lb concentrated top chord MiTek MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) dive load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. M73x5- 7 M -2x4 �. o 04 a , % x 4 . , • M1'4 ! F ,C .4 ` 1, f < M 3x4 ' x 'i `• y,n M 3x4. y•" Y, - ��. i' • x e, : F.� - 1 f' r - '. l� y • ,. 1 ! -.� � ,e .. - -,F W`Y•. .' j • r .Y _ r, f • S•r y V,�, ,'' �, 'f • h • div a .N + �PL':10-00 128-04-08 + a � •.a _�. r r _ , , i.t .. • 1, . . _JOB NAME: Loper Residence. -,Hideaway' Lot 180 - A30 r. , ' Scale: 0.5137, Q\k Nq� • - WARNINGS: GENERALNOTES, unlessothervrise noted: A30, 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review T r U S S : and Warnings before construction commences and approval is the responsibility of the building designer, not the , . 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent - 2- Design assumes the top and bottom chords to be laterally braced at. DES. BY: fUvl stability Dracing must be designetl Dy designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their len99U by 7/30/2012 r= CompuTrus assumes no responsibility for such bracing.. continuous sheathing such as plywood sheathing(TC) and/or drywall 8C). 3. 2x Impact bridging or lateral bracing required where shown ++ ,DATE: 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. SEQ. : 5255121 - fasteners are complete and at no time should any loads greater than - 5. Design assumes trusses are to be used in a noncorrosive environment,. T o ,t CC TRANS I : 34J 239 design loads be applied to any component. has for and are for -dry condition• of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus no control over and assumes no responsibility the necessary. - - 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 8. Plates shall be located on both faces of truss, and placed so their center in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. IIIIII I I III VIII I II I I I III I II IN 9. Digits Indicate size of plate in inches. MiTek MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) JO UJ n m No. 0806 t - ' EXP. 3/31/13 Oi 7/3d/lZ � ieN Gk �Q 9TFOF CAt-If VIII WARNINGS: M ThOW9. MBd frimputMut b= A31 1. Builder and erection contractor should be advised of oil General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.5' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:, 2x4 OF g188TRLOAD DURATION INCREASE 1.25 -. • 1-2=(-22).100 4.5=(•53) 333 1-4=(-182) -3 5-3=(-193) 8 BC: 2x4 OF k18BTR SPACED 24.0' O.C. 2.3=(-69) 19 . 4-2=(-423) 12 WEBS: 2x4 OF N188TR. DATE: 7/30/2012 2-5=(-403) 13 , 3. 2x Impact bridging or lateral bracing required where shown ++ LOADING 4. No load should be applied to any component until after all bradng and TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG'• REOUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES .(SPECIES) and are for condition' of use. - TOTAL LOAD = 52.0 PSF 0'- 0.01. 0/ 459V -81/ 123H 5.50' 0.49. OF ( 625) 6. Design assumes full bearing at all supports shown. Shim or wedge if 8'- 4.5' 0/- 456V -81/ 123H 5.50' 0.49 OF ( 625) ** For hanger specs.- See approved plans :LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6. This design is furnished subject to the limitations set forth by - ♦ REOUIREMENTS OF CBC 2010 NOT BEING MET. j VERTICAL DEFLECTION LIMITS: 'LL=L/360, TL=L1240 Connector plate prefix designators: BOTTOM CHORD CHECKEn FOR 1OPSF I,TVF- LOAD. TOP MAX LL DEFL = -0.003' @ 4'- 1.8' Allowed = 0.249' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - - MAX OL CREEP DEFL - -0.006' @ 4'- 1.8' Allowed = 0.373' MAX TL CREEP DEFL = -0.009''@ 4'- 1.8' Allowed = 0.373' M,M20HS,M18HS,M16 = MiTek MT series r RECOMMENDED CAMBER (BASED ON DL DEFL)=-0:131' 4-02-04 4-02-04 ' MAX HORIZ. LL DEFL = -0.002' @ 8'.- 1.0'. 12 MAX HORIZ. TL DEFL = 0.003' @ 8'- 1.0'- 3.50; ., Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4.2, ASCE 7-05, , Enclosed, Cat.2, Exp.C, MWFRS, .. - - interior zone load duration factor=l 1:.. M -2x4 } - Design checked for a 300 lb concentrated top chord ,? live load per IBC 2009 due to maintenance workers • , - � i ., which is non -concurrent with other live .loads. M -3x5 ` M -2X4 C. 5 f � a ♦ ' a � :�•. � i ��y { •. ..O fit.. 1 ,A r. : .. { r r `i'� - I + � T < M -3X4 -, M- , �'3x4 L L, v , � PL:10-00-12' 8'04/08 T r -, JOB NAME: -Loper, Residence Hideaway Lot 180 - A31 Scale. 0.5137 j = �oQROFEss/oNK, • . WARNINGS: GENERAL NOTES, unless otherwise noted: - A31 1. Builder and erection contractor should be advised of oil General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Wamings before construction commences. and approval is the responsibitiry of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. . - - truss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and permanent ' 2.• Design assumes the top and bottom chords to be laterally braced at s' DES. BY: AM - stahitiry bracing must be designed by designer of complete structure. 2• and at 10' o.c. respectively unless braced throughout their lenggtth Dy' ^ continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. , 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bradng and 4. Installation of truss is the responsibility of the respective contractor. S E Q . 5255122 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, 'dry design loads be applied to any component. and are for condition' of use. TRANS I D : 345239 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. - 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 , TPIM/TCA in BCSI, copies of which will be furnished upon requestlines coincide cdwith joint center lines. - II II IIII IIII IIII I I VIII IIII (III 9. Digits indicate size of plate in inches. •IIII MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 16. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) P JO NS,. rn No. 0806 EXP. 3/31/13 rp 7/34/12--Q- �Li� sT EN G\N�� �Q 9TFOFCAUFG�� .. IIIIIIIIIIIIIII M M Th>Mign { ed fMniput�ut SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS WARNINGS: - GENERALNOTES, unless otherwise noted: TRUSS SPAN 9'- 0.8' 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review CBC2010/IBC2009 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1-2=( -48) 8 4-5=( -2) 1706 1-4=( -206) 58 5-3=( 0) 1784 BC: 2x6OF SS 7 O.C. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). SPACED 24.0' O.C. CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 2-3=(-1818) 0 5-6=(•94) 78 4.2=(-2702) 0 3.6=(•1398) 74 WEBS: 2x4 OF #18BTR fasteners are complete and at no fime should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, ' 5-2=( 0) 2124 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if LOADING fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. TC LATERAL SUPPORT - 12'OC. MON. ADDL: TC UNIF LL(' 20.0)+DL( 25.0)= 45.0 PLF 0'- 0.0' TO 9'- 0.8' V BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. JON. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ADDL: TC UNIF LL( 20.0)+DL( 25.0)= 45.0 PLF 0'- 0.0' TO 9'- 0.8' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ADDL: BC UNIF LL( 100.2)+DL( 160.4)= 260.6 PLF '0'- 0.0' TO 31- 8.5' V 01- 0.0' 0/ 2881V •94/ 79H 5.50' 1.54 - OF ( 625) Connector plate prefix designators: ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 9'- 0.8' V 91- 0.8' -70/. 1564V -94/ 79H 4.63' 0.83 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 9'- 0.8' V , U,M20HS,Ml8HS,MI6 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ( 2 ) complete trusses required. - ADDL: BC CONC LL+DL= 246.0 LBS @ 1'-` ADDL: BC CONC LL+DL= 633.0 LBS @ -.3' - 2.5' 0.4' -. MAX LL DEFL = 0.007' @ 3'• 4.0' Allowed = 0.274' Join together 2 ply with 3'x.131 DIA GUN ADDL: BC CONC LL+DL= 1329.0 LBS @ 3'- 5.9' MAX OL CREEP DEFL = -0.027' @ 3'- 4.0' Allowed = 0:411' nails staggered at: ADDL: BC CONC LL+DL= 328.0 LBS @ 6'- 3.7' MAX TL CREEP DEFL = •0.029' @ 3'- 4.0' Allowed = 0.411' 9' oc throughout 2x4 top chords, • RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.037' (2) rows at 9' oc throughout 2x6 bottom chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '- MAX HORIZ. LL DEFL = 0.001' @ 0'•• 3.5' 9' oc throughout webs. REQUIREMENTS OF CBC 2010 NOT BEING MET. LOADS AS GIVEN MAX HORIZ. TL DEFL = .0.002' @• B'• 11.1', *'* HANGER TO APPLY CONC. LOAD(S) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP - Wind: 95 mph, h=15fty TCDL=I5.0,BCDL=4.2,'ASCE 7-05, TO ALL MEMBERS. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - - p, Enclosed, Cat.2, Ex C, MWFRS, interior zone, load duration factor=1.6 ` 3-04 5.08-13 . ' Design checked for a 300 lb concentrated top chord 3-00-08 6-00-05dive load per IBC 2009 due to maintenance workers _ which is non -concurrent with other live loads. M -2x4 M -5x12 12 x 2.98 M -3x5 it i 4 5 -... ., 6 .. - .. •.. .. •. - < M 3x5 M 7x6 <PL:10-00-12 246# . ' , 633#* *� 328# 1329# 3-04 5-08-13 ' 9-00-13 .. .. JOB NAME: Loner Residence Hideawav Lot 180 - A32 FEssjONq` Truss:. DES. BY: AM DATE: 7/30/2012 SEQ.: 5255196 TRANS ID: 345241 VIII I III III I II II II 11111111111111 IN J0 ' y Q`' J\Q P• Sys �j� UJ m 1 No. 0806 ;0 EXP. 3/31113 SNGkA �Q glFOF CAl1FG�� WARNINGS: - GENERALNOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review • and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 1. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 7 O.C. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). ' CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no fime should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, ' 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. Design assumes full bearing at all supports shown. Shim or wedge if - fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both fates Of truss, and placed so their center TPINJfCA in BCSI, copies of which will be furnished upon request. fines coincide with joint center lines. - 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) J0 ' y Q`' J\Q P• Sys �j� UJ m 1 No. 0806 ;0 EXP. 3/31113 SNGkA �Q glFOF CAl1FG�� IIIIIIIIIIIIIII M - ThAW9. AWd fMWPL!t�ut b= - IIIIIIIIII WARNINGS: GENERAL NOTES, unless otherwise noted: A313.. SPATES FABRICATORS (MC) " LUMBER SPECIFICATIONS Truss: TRUSS SPAN 14'- 3.0' and Wamings before construction commences. CBC20lO/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF g18BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) truss designer or truss engineer. 1- 2=(-2840) 0 5. 6=(-16) 148 5- 1=(-1792) 0 7- 4=( 0) 2906 BC: 2x8 SP M-23 3. All lateral force resisting elements such as temporary and permanent SPACED 24.0' O.C. DES. BY: AM 2. 3=(•3314) 0 6- 7=( 0) 2768 1- 6=( 0) 2672 8.10=( 0) 338 WEBS: 2x4.DF R18BTR; 7 o.c. and at 10' o.c. respectively unless braced throughout their lenggth by 'DATE. 7/30/2012 3- 4=(-3314) 0 7- 8=( 0) 456 6. 2=( -786) 0 4-10=(-2400) 0 2x8 SP M-23 A LOADING 4. No load should be applied to any component until after all bracing and 8. 9=( 0) 0 2- 7=( 0) 564 S E Q . 5 2551 24 _ LL(.20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5. Design assumes trusses are to be used in a non -corrosive environment, 7- 3=( 0) 1544 design loads be applied to any component. for OL ON BOTTOM CHORD = 7.0 PSF TC LATERAL SUPPORT <= 12'OC. MON. TOTAL LOAD = 52.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH " BC.LATERAL SUPPORT <= 12'OC. UON. - 6. This design is furnished subject to the limitations set forth by LOCATIONS REACTIONS REACTIONS. SIZE. INCHES (SPECIES) • ADDL: BC CONC LL+DL= 2836.0 LBS @ 8'- 6.0' LOADS AS GIVEN ` 01- 0.0' 0/ 1854V -78/ . 73H 5.50' 0.77 SP ( 805) Connector plate prefix designators: 14'- 3.0' 0/ 2457V -78/ 73H 5.50' 0.41 . SP (1975) C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL tines coincide with joint center lines, IIII U,M20HS,918HS,M16 = MiTek MT series i' REQUIREMENTS OF CBC 2010 NOT BEING MET. a VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 III I complete trusses required. II IIII BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.014' @ 81- 6.01. Allowed =" 0.444' 9.Digits indicate size plate in inches. �2) o2 together 2 ply with 3'x.131 DIA GUN J AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.' MAX DL CREEP DEFL = -0.060' @ 8'- 6.0' Allowed = 0.667' nails staggered at: MAX TL CREEP DEFL = -0.064' @ 8'- 6.0' Allowed = 0.667' 10. For basic connector pplate design values see ESR -1311, ESR -1988 (MiTek) 9'. oc throughout 2x4 top chords, RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.060 (2) rows at 9' oc throughout 2x8 bottom chords, 9' oc througghout 2x4 webs, MAX HORIZ. LL DEFL = -0.003' @ 13':-11.4- (2) rows at, 9- oc throughout 2x8 webs. 5.09 MAX HORIZ.•TL DEFL = 0.009' @ 13'- 11.4'' HANGER TO APPLY CONC."LOAD(S) Wind: 95 mph, h=15ft, TCDL=I5.O,BC0L=4.2, ASCE 7,-05, TO ALL MEMBERS. 4-04-12 r' 4-01-04' 5 09 Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 • - i' 8.06 4 ' 12 a 3.50 Design checked for a 300 lb concentrated top chord 'live �, .. - , ,, t. load per IBC 2009 due to maintenance workers • �i h ch is non -concurrent with oth r li loads: w L e live "- M, 4x4, ' - 34.0" y.:, _ 12 e 3.50 - M -3x5' �M-3x10 2 0 s. + t 4 z.� M-3x5� co t A "M•.3x10 vt 10 co I + M 2x4. =M -4x4 M -7x O 'M -2x4 r 283sa L - 4-01-04 4-04-12 5-00 0-09 )<PE 10-00=12, 14-03 >P .10-10"-04 JOB NAME:..Loper, Residence Hideaway` Lot -180 - A33 Scale: 0.9884 �oQROFEss/oHgl P, J0 /yrs, 72 V�o.90806 • * EXP. 3/31/13 ENG\ �Q ATF QF C AL1FG�a - WARNINGS: GENERAL NOTES, unless otherwise noted: A313.. 1. Builder and erection contractor should be advised of all General Notes ' 1. This buss design is adequate for the design parameters shown. Review Truss: and Wamings before construction commences. and approval is the responsibf ity of the building designer, not the 2. 7x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must De designed b designer of complete structure. IY 9 0 Y 9 P 7 o.c. and at 10' o.c. respectively unless braced throughout their lenggth by 'DATE. 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ - 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. S E Q . 5 2551 24 _ 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, o A p I C o TRANS D : 345239 design loads be applied to any component. for and are for *dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the ^ fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. - 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 • TPI/WTCA in BCSI, copies of which will be furnished upon request.. tines coincide with joint center lines, IIII III I I III IIII III III I VIII I II IIII 9.Digits indicate size plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector pplate design values see ESR -1311, ESR -1988 (MiTek) P, J0 /yrs, 72 V�o.90806 • * EXP. 3/31/13 ENG\ �Q ATF QF C AL1FG�a IIII ThM&9. j_ed fM.Putiut -'• WARNINGS: SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 4' TRUSS SPAN 14'- 3.0' CBC201011BC2009 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC: 2x4 IF k18BTR Truss: LOAD DURATION INCREASE = 1.25' 1.2=( -22) 101 5.6=( 0) 81.1. 1-5=(-183) 3 6-4=( 0) 556 BC: 2x4 DF k18BTR and approval is the responsibility of the building designer, not the SPACED 24.0' O.C. 2-3=(-723) 0 6-7=(-4) 126 5-2=(-994) 0 7-9=( 0) 91 WEBS: 2x4 OF g18BTR; 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3-4=(-720) 0 7-8=( 0) 0 2.6=(-229) 38 4-9=(-718) 0 2x8 SP M-23 A LOADING 6-3=( -36) 108 DES . BY: AM LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 2' o.c. and at 10• o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 ,_ OL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH TC LATERAL SUPPORT <= 12'OC1 UON. TOTAL LOAD = 52.0 PSF LOCATIONS. REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. fasteners are complete and at no time should any leads greater than 0'- 0.0' O/ 742V -791 ' 73H 5.50' 0.79 OF ( 625) TRANS I D : 345239 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'-, 3.0' - O/ 733V 791 73H 5.50' 0.25 SP (1975) Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. necessary. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MiBHS,Mi6 = M>7ek M7 series .-• -� BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS:'LL=L1360, TL=L1240 __ AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _ MAX LL DEFL = •0.009'-@ 4'- 2.5' .'Allowed = 0.444' MAX DL CREEP DEFL = -0.021' @ 4'- 2.5' Allowed = 0.667' ' MAX TL CREEP DEFL = -0.031' @ 4'- 2.5', Allowed = 0.667'. , RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.021' MAX HORIZ. LL DEFL = 0.005' @ 13'- 11.4' in SCSI, copies of which will be furnished upon request., 8-06 5-09 MAX HORIZ. TL DEFL = 0.013' @ 13'- 11.4' I I VIII VIII Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4.2, ASCE 7-05, r .4-03 VIII 4-03 5.09 Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 - 12 12 Design checked fora 300 lb concentrated top chord` 3.50 a 3.50 t live load per IBC 2009 due to maintenance workers + ' which is'non-concurrent with other live loads. _ plate 10. For basic connector plate design values see ESR -1311, ESR -1966 (MiTek) - IIM-4x4 c 34.0" r r M -3x5 .. 2.0 M 3x10+ .,' M -2x4 - M -3x10 rno.. ;- CO cu y <M -3x4 + M -3x8 M 2x4 { >PL 10-1.0-04 <PL:10'00 12 r 8-06 +. '; 5-00 • 0 09 r, - L• ! A . L t 14 03 _ JOB .NAME: Loper Residence Hideaway Lot 180 - A34 .'Scale: 0.3950 q� -'• WARNINGS: GENERAL NOTES; unless otherwise noted:' ` A3 4' 1. Builder and erection contractor should be advised of all General Notes 1: This truss design is adequate for the design parameters shown. Review, Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and permanent Z. Design assumes the top and bottom chords to be laterally braced at DES . BY: AM stab ti b adn must be des' ned b tles ner of com late structure. ly n r9 Y ig P 2' o.c. and at 10• o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 ,_ CompuTrus assumes no responsibility for such bracing- 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - SEQ. : 5255125 .. fasteners are complete and at no time should any leads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, . TRANS I D : 345239 design loads be applied to any component. and are for 'dry condition' of use. 6. Design assumes hill bearing at all supports shown. Shim or wedge if 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 provided. - 6. This design is furnished subject to the limitations set fold by 6. Plates shall be located on both faces of truss, and placed so their center in SCSI, copies of which will be furnished upon request., tines coincide with joint center lines, , VIII I I VIII VIII I I (III VIII IIII IIIITPINVTCA 9. Diindicate size plate in inches. MITek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E plate 10. For basic connector plate design values see ESR -1311, ESR -1966 (MiTek) - Truss: �%v DES. BY: AM- ' DATE: 7/30/2012' SEQ.: 5255126 TRANS ID: 345239 I IIIIII I I (III VIII II I I III I I I III III `; � .. t +noted: M M ThAMign f_mputMut Am GENERAL NOTES, unless otherwise _ VIII 1. This truss design is adequate for the design parameters shown. Review and Warnings before construction commences. - t 2.. 2x4 compression web bracing must be installed where shown +.. - j§ed 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at ' " stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their leng h by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS - fasteners are complete and at no time should any loads greater than TRUSS SPAN 12'- 3.0' design loads be applied to any component. CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR 6. Design assumes full bearing at all supports shown. Shim or wedge if. LOAD DURATION INCREASE = 1.25 necessary. 7. Design assumes adequate drainage is provided. 1.2=(-585) 0 4-5=(-61) 71 4-1=(-592) 0 6-8=( 0) 98 BC: 2x4 OF #18BTR TPINVTCA in BCSI, copies of which will be furnished upon request.lines SPACED 24.0' O.C. 2-3=(-570) 0 5-6=(-16) 110 1-5=( 0) 478 3.8=(-615) 0 WEBS: 2x4 OF #18BTR; 16. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 6.7=( 0) 0 5.2=(-224) 33 2x8 SP M-23 A ; -LOADING 5-3=( 0) 415 LL( 20.0)+Dl( 25.0) ON TOP CHORD = 45.0 PSF DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TC LATERAL SUPPORT <= 12'OC.'UON. TOTAL LOAD = 52.0 PSF .LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. LON. 01- 0.01. 0/ 630V .82/ 73H 5.50'. 0.67 OF ( 625). s J LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'-. 3.0' .. 0/ 637V =82/' 73H 5.50' 0.21 SP (1975) Connector plate prefix designators: REOUIHEMENTS OF CBC 2010 NOT BEING NET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M,M20HS,M18HS,M16 = MiTek MT series • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ~_ MAX LL DEFL = -0.005' @ '61- 6.0' Allowed = 0.378' 1 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX OL CREEP DEFL = -0.013' @ 6'- 6.0' Allowed = 0.567' A MAX TL CREEP DEFL ='-0.018' @ 6'- 6.0' Allowed = 0.567' ' ' RECOMMENDED CAMBER '(BASED ON OL DEFL)= 0.016' '6-06 5-09 `,.. •-,' '-�,' - MAX HORIZ. LL DEFL = 0.003' @ 0'- 1.8' ,.' - - _.. 12. , .• -- ,. �.. - - 12. MAX HORIZ. TL DEFL = 0.005' @ 11'-'11.4' 3.50 t� . ,. a 3.50 �, Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2,,ASCE 7-05, •-" ;+ s. •-" Enclosed, Cat.2, Exp.C, MWFRS, ' '- n '- .. .. + interior 'zone, load duration factor =l.6 »{ , !IMy4X4 ` Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads.- .. , > •' - I I - - - '�,. " • r - .l" �, .. 3x10M- „ l 2.0 ` M 3x5 ' . r cm A +° r C) ' , -- B M-300 CJ CD U CD .< M -2X4 M 3X8J. r a r M 2X4 ^ r - k. a ... !-� .• �..v '� , >PL:10-10-04 1 Truss: �%v DES. BY: AM- ' DATE: 7/30/2012' SEQ.: 5255126 TRANS ID: 345239 I IIIIII I I (III VIII II I I III I I I III III `; � .. t +noted: WARNINGS: GENERAL NOTES, unless otherwise _ 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review and Warnings before construction commences. - and approval is the responsibility of the building designer, not the J. + 2.. 2x4 compression web bracing must be installed where shown +.. - truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at ' " stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their leng h by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 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 loads greater than 5. Design assumes trusses are to be used in anon -corrosive environment, , 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. Design assumes full bearing at all supports shown. Shim or wedge if. fabrication, handling, shipment and installation of components.- necessary. 7. Design assumes adequate drainage is provided. 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 - 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 7.6.3-SP6(1 L) -E 16. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) WARNINGS: GENERAL NOTES, unless otherwise noted: VIII 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review T ( USS and Warnings before construction commences. ThiMgn paWd fffMput�.t bM 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and venom chords be ty braced et SPATES FABRICATORS (MC) LUMBER SPECIFICATIONSTRUSS c tutu T o.c. and et 10' o.c. respectively unless braced throughout their lenggdf by SPAN 15'- 0.0' CompuTrus assumes no responsibility for such bracing. ICOND. 2: 200.00 L D G LOAD. TC: 2x4 OF 1111&BTR; 2x4 OF 210OF T1, T2 4. No load should be applied to any component until after all bracing and r LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. C r] C CC i r� SEQ. : 5255 1 27 Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7.05, BC: 2x4 OF q1&BTR design loads be applied to any component. and are for -dry condition' of use. Enclosed, Cat.2, WEBS: 2x4 OF R1&BTR 8. Design assumes lull bearing at all supports shown. Shim or wedge if LOADING fabrication, handling, shipment and installation of components. ad du ionMWFfa interior zone, load duration factor=T.6 - 6. This design is furnished subject to the limitations set forth by LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF TC LATERAL SUPPORT - 12'OC. UON. _ DL ON BOTTOM CHORD = • 7.0 PSF Truss designed for wind loads in the plane of the truss Only. BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF ; TPINVECA in SCSI, copes of which will be furnished upon request Staple or equal at non-structural - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL III Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workerswhich vertical members (uon). w REQUIREMENTS OF CBC 2010 NOT BEING MET. I VIII is non -concurrent with other live loads. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP „, 9. Digits indicate size plate in inches. ' Truss designed for 4x2 outlookers. 2x4 let -ins C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. of the same size and grade as structural top M,M20HS,M18HS,M16 = MiTek MT series chord. Insure tight fit at each end of let -in. . 'MiTek USA, Ir1C./CompuTfus Software 7.6:3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311; ESR -1988 (MiTek) p Outlookers must be cut with,care and are .; 7-06 7-06 permissible at inlet board areas only. 12 12, - • 3.50 D r; d 3.50 M=4x5 c. . M 4 0" design requires continuous Note:Trussrin 'bea t M -3x52 r= -r M 3x5 g wall for entire span UON' '� 1 ' -f w'+•+ W M 2x4 M 2x4. A . . JA 4 : 2 T2 , M-3x6M-.3x5Au M 3z5 M 3x6 ". ..: All N 46 f 11111111111177, }M -3x10 -, 7777Z777?:�7� • ! "M -2x4« ._ - 1. � L- ' ! Vl r - � -" •, - - - 7-06 _ '" n '7-06' .... - ' _i;ti - l <PL 11-00-12� 15-00 Y z JOB NAME: Loper Residence Hideaway +Lot 180 - A36 Ira,,. n d70p. �OQRQFESS/pNq` WARNINGS: GENERAL NOTES, unless otherwise noted: A36 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review T ( USS and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and venom chords be ty braced et DES. Bir: ' AM - - stabiti bracing must be designed designer of complete structure. N 8 g M 9 P c tutu T o.c. and et 10' o.c. respectively unless braced throughout their lenggdf by DATE • 7/30/2012 �. �. CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing (TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 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 C r] C CC i r� SEQ. : 5255 1 27 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for -dry condition' of use. r] �1 CC r] r] ((]] TRANS I D : 345 G 3.7 � � - 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes lull bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. - . 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 TPINVECA in SCSI, copes of which will be furnished upon request tines coincide with joint venter lines. III III I VIII I II II II I I I VIII III IIII 9. Digits indicate size plate in inches. ' 'MiTek USA, Ir1C./CompuTfus Software 7.6:3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311; ESR -1988 (MiTek) p VIII ! Thi�gn p�d foWput�ut bM WARNINGS: GENERAL NOTES, unless otherwise noted: SPATES FABRICATORS (MC). 1. This truss design is adequate for the design parameters shown. Review Truss: and Wamings before construction commences. _ LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0' CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 2100F LOAD DURATION INCREASE = 1.25' 1-2=(-945) 0 4-5=(-55) 80 4-1=(-739) 0 ,5-3=( 0) 779 BC: 2x4 OF N18BTR SPACED 24.0' O.C. 2.3=(-945) 0 5-6=(-55) 80 1-5=( 0) 779 3.6=(-739) 0 WEBS: 2x4 OF g18BTR DATE: 7/30/2012 - 5-2=(-174) 52 continuous sheathing such as plywood sheathing(TC) and/or drywall(6C). 3. 2x Impact bridging or lateral bracing required where shown ++ LOADING -4. No load should be applied to any component unlit after all bracing and TC LATERAL SUPPORT - 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG LENGTH .BC LATERAL SUPPORT - 12'OC. MON. DL ON 80TTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) and are for -dry condigon' of use. TOTAL LOAD = 52.0 PSF 01- 0.0' O/ 780V -76/ 76H 5.50' 0.83 OF ( 625) Connector plate prefix designators: - 151- 0.0' O/ 780V -76/ 76H 5.50' 0.83 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6. This design is furnished subject to the limitations set forth by M,M20HS,M18HS,M16 = MiTek UT series REOUIREMENTS OF CBC 2010 NOT BEING MET. c VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 lines coincide with joint center lines. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 1 MAX LL DEFL = -0.013' @ 7'- 6.0' Allowed = 0.469' - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX DL CREEP DEFL = -0.032' @ 7'- 6.0' Allowed = 0.704' MAX TL CREEP DEFL = -0.045' @ 7'- 6.0' Allowed = 0.704' palate 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.032' MAX HORIZ. LL DEFL = .0.001'.@ 14',- 10.3' ,. 7.06 ` 7-06 MAX HORIZ. TL DEFL.= 0.001' @., 14'- 10.3' 12 12 Wind: 95 m h,,h=15ft, TCDL=I5.O,BCDL=4.2, ASCE 7-05, 3.50 a 3.50 Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 IIM-4X4 Design checked for a 300 lb concentrated top chord 4 , live load per IBC 2009 due to maintenance workers 4.01 which is non -concurrent with other live loads. 2 2 .0"- 0 M -3x5 M 3x5 y . .. M -3x5 , r , f n 6. s <' M -2x4.' z M -3x8 '' }7 y M 2x4 s„ 706 - - r 7-06 - <PL:11-00-12' 15-00 , 7. 'JOB NAME:* Loper Residence Hideaway Lot 180 -. A37 - QROFEss�oNp� Scale: 0.4673 • �� sC UJ m it N0. 0806 EXP. 3/31/13 Q - sr ENGk �Q gTFOF CAI -If WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Wamings before construction commences. _ and approval is the responsibility of the building designer, not the , yA37 2. 2x4 compression web bracing must be installed where shown +, buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the lop and bottom chords to be laterally braced at DES. BY: ' AM - • stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' O.C. respectively unless braced throughout their lenggth by DATE: 7/30/2012 - CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(6C). 3. 2x Impact bridging or lateral bracing required where shown ++ -4. No load should be applied to any component unlit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S E Q : : 5255128 - fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, _ design loads be applied to any component. and are for -dry condigon' of use. - TRANS I D : 345239 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if - fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 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 TPINYfCA in BCSI, copies of which will be furnished upon request., lines coincide with joint center lines. IIIIII I I VIII VIII I II I III I III IIII III 9. Digitsindicatesize cinches. •. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)•E palate 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) UJ m it N0. 0806 EXP. 3/31/13 Q - sr ENGk �Q gTFOF CAI -If IIII Th*Wgn aned f_fnput�ut tM SPATES FABRICATORS (MC) LUBBER SPECIFICATIONS TRUSS SPAN 15',- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF R18BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1-2=( -368) 398 6-7=(-22) 6064 1-6=( -182) -42 8-4=( 0) 2136 BC: 2x8 SP M•23 SPACED 24.0' O.C. 2-3=(•7134) 0 7-8=( 0) 5792 6-2=(-6622) 32 4-9=(•6322) 50 WEBS: 2x4 OF R18BTH3-4=(-6798) 0 8-9=(-36) 6192 2-7=( 0) 2078 9-5=( -182) 42- LOADING _ 4-5=( -368) 398 7-3=( 0) 2358 .ADDL: TC UNIF LL( 20.0)+DL( 25.0)= 45.0 PLF 0'- 0.0' TO 15'- 0.0' V 3-8=( 0) 2234 TC LATERAL SUPPORT <= 12'OC. MON. ADDL: TC UNIF LL( 20.0)+DL( 25.0)= 45.0 PLF 0'-°0.0' TO 15'• 0.0' V BC LATERAL SUPPORT <= 12'OC. MON. ADDL: BC UNIF LL( 236.7)+DL(, 378.8)= 615.5 PLF 0'• 0.0' TO 7'• 11.2' V BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG LENGTH' ADDL: BC UNIF LL( 40.0)+DL( 64.0)= 104.0 PLF 9'- 11.2' TO 15'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plateprefix designators: ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 15' 0.0' V 01- 0.0' -0/ 5552V •3000/ 3000H 5.50' 2.30 - SP ( 805) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc - ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 15' 0.0' V 151- 0.0' -58/ 4021V -3000/ 3000H . 5.50' 1.67 SP ( 805) • M,M20HS,M18HS,M16 =MiTek MT series - - r. ADDL: BC CONC LL+DL= 2602.0.LBS @ B'- 10.5' (2 ) complete trusses required: VERTICAL DEFLECTION LIMITSi LL L/360, TL=L/240 . _J Join together 2 ply with 3'x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0.032' @ 5'- 8,1' Allowed = 0.469' S nails staggered at: REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX OL CREEP DEFL = -0.098' @ 5'- 8.1' Allowed = 0.704' 9' oc throughout 2x4 top chords, LOADS AS GIVEN * MAX TL CREEP DEFL = -0.122' @ 5'- 8.1' Allowed = 0.704' (2) rows at 4' oc throughout 2x8 •bottom chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.098- 9* oc throughout webs. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. LL DEFL = -0.009' @ 14'• 8.5' HANGER TO APPLY CONC. LOADS) 7-06 7-06 MAX HORIZ. TL DEFL = -0.025' @ 0'- 3.5' -' -". '' •• ,, , . ^ " TO ALL MEMBERS. COND. 2: 200.00 PLF DRAG LOAD: .3-06-09 3-11-07 3-11-07, 3-06-09 Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7.05, - < 12 r • 12 interior zone,2loadpduratlion8factor=l.6 3.50 a 3.50 Designchecked for a 300111 concentrated top chord M-4X6live load per IBC 2009 due to maintenance workers - ,, r� r which is non -concurrent with other live loads. M-300 M -3x10 .. 3 "0 M -2X4 °. r M-20 " - - -cli- r 6 00°' I I o f 'D I,I o 0I'r l M-700 + 6 7 e,s , w <7mix j M -4x10 M -4x10 ,. i. j26Q2# , 7 5-08-01 1 `Y 3-07-14 r 5-08-01 <PL:11-00-,12 ".15.00,. { FESS/0 JOB NAME Loper Residence Hideaway Lot 180 - A38 Sale: 0-40e2 + JO k,Q• ,gyp P• NS, �� - .,EUJ J n _1*. No. 0806 * EXP, 3/31/13 Q- sT L/ EN Gk �Q . 9TFOF CALIF°�a WARNINGS: GENERAL NOTES, unless otherwise noted: . A30 1. BuildernWand erection should be advised of all General 1. This truss design is adequate for the design parameters shown. Review Truss: construct commences. and Warnings before construction commences. end approval is the responsibility of the building designer, not the - - 2. 2.4 compression web bracing must be installed where shown .. truss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and permanent 2• Design assumes the top and bottom chords to be laterally braced at - DES. BY : AM stability bracing must be designed by designer of complete structure.. 2' o.c. and at 10' o.c, respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: - 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracingrequired where shown ++ _ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsility of the respective contractor. - SEQ. : 5255129 Fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment, TRANS ID: 345239 _ design loads be applied to any component. and are for 'dry condition' of use. _ 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 fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 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 TPUWTCA in SCSI, copies of which will be furnished upon request Anes coincide with joint center lines. - - III I II I I III I I I III I I IIIII I I IIII 9.Digits indicate size plate in inches. MiTek USA, Inc./CompuTrus Software +7.6.4(1 L) -E 10. For basic connector p plate design values see ESR -1311, ESR -1988 (MiTek) + JO k,Q• ,gyp P• NS, �� - .,EUJ J n _1*. No. 0806 * EXP, 3/31/13 Q- sT L/ EN Gk �Q . 9TFOF CALIF°�a III w Th�ign �ed fMmput1Wut t SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00.00 FROM END WALL CBC2010/IBC2009 MAX MEMBER FORCES. 4WR/GDF/Cq=1.00. TC: '2x4 OF #18BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) WARNINGS: - 1. 2=(•4852) 0 5- 6=(-18) 184 5- 1=(-2506) 0 7- 4=( 0) 3940 2x4 OF 210OF T1; r 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review 2- 3=(-4634) 0 6. 7=( 0) 4576 1- 6=( 0) 4516 8- 9=( 0) 390 2x6 OF SS T2 LOADING 3. 4=(•4752) 0 7- 8=( 0) 692 6. 2=( -656) 158 4- 9=(-2462) 0 BC: 2x4 OF #18BTR TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF b'- 0.0' TO 8'- 0.0' V 3. All lateral force resisting elements such as temporary and permanent 6, 3=( -62) 148 WEBS: 2x4 OF #I&BTR;- TC UNIF LL( 100.0)+DL( 125.0)= 225.0 PLF 81- 0.0' TO 14'- 0.0' V 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 3- 7=( -692) 154 2x8 SP M-23 A TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 14'- 0.0- TO 22'- 0.0' V - , ' BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'• 0.0' TO 22'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 345239 LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) TC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 373.3)+DL( 466.7)= 840.0 LOS @ 8'- 0.0' 01- 0.0' 0/ 2602V •86/ 76H 5.50' 1.39 OF ( 625) ' BC LATERAL SUPPORT <= 1210C. UON. TC CONC LL( 373.3)+DL( 466.7)= 840.0 LBS @ 14'• 0.0' , 22'- 0.0'.- 0/ 2638V -86/ 76H ' 6.75',0.45 SP (1975)- 6. This design is furnished subject to the limitations set forth by -LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 NOTE: 2x4 BRACING AT 24'OC UON. FOR NOT MAX LL DEFL = -0.107' @ 14'- 0.0' Allowed = 0.699' .ALL FLAT TOP CHORD AREAS NOT SHEATHED MAX OL CREEP DEFL = -0.225' @ 14'• 0.0' Allowed = 1.049' ____________ BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IIIIII MAX TL CREEP DEFL = -0.332' @ 14'- 0.0' Allowed = '1.049' I AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. II I III RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.225' .. For hanger specs. •See approved plans ( 2 ) complete trusses required. �' MAX HORIZ. LL DEFL = 0.012' @ 21'- 8.4' 9. Ofindicate site of plate in inches. Join together 2 ply with 3'x.131 DIA GUN , � MAX HORIZ. TL DEFL = 0.030' @ 21`- 8.4' nails staggered at: - .TPINVTCA Connector 'plate prefix designators: MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E" 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 9' oc throughout 2x4 top chords, LOADS AS GIVEN Wind: 95 mph, h=15ft, TCDL=I5.O,BCDL=4.2, ASCE 7.05, - C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (2) rows at 9- oc throughout 2x6 top chords, Enclosed, Cat.2, Exp.C, MWFRS, M,M20HS,M18HS,M16 MiTek MT series 9' oc throughout 2x4 bottom chords, 5 interior zone, load duration factor=1.6 9' oc throughout 2x4 webs, (2) rows at 9' oc throughout 2x8 webs. ., ' Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers ., � - ich ' i s no - urrent with other live load , which non -concurrent v s ' a 7-11-1.1. ,_• • 6-0010 7-11=11 - 840# 4- 840#, r 12 r a 3.50 j 3.50 , ? R + 4 M -5x6 ;_ -M-W t r t .z x. r 1 - T2 a M 3x8. + i M -3z12 r N M -3x12. cm i • J c18 <. M -2x4 M -4x12 1"'4r•0,25° M -2x4 7-00-13' 8-00-02 6-11-0.1 �.<PL:11 00.-12 >PL.`.11 1.1 04L. ti w .. - 22-00 < �'JOB'NAME: Loper Residence Hideaway Lot 180 - A39 { - Scale: 0.3415 Q�OFESS/p,�, o *X . E WARNINGS: - GENERAL NOTES, unless otherwise noted: A39 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown .. truss designer or truss engineer. ' 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. 'BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE • 7 / 30 / 201 2Computrus ' assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) antl/ordrywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ - 4. No load should be applied to any component until after all bracing and 4. installation of truss is the responsibil ty of the respective contractor. SEQ. : 5255130 fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 345239 design loads be applied to any component. - and are for -dry condition" of use. 6: Design assumes NII beating at all supports shown. Shim or wedge if '. 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 provided. - 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 in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines IIIIII IIIII IIIII I II II II I III III I IIII IIII 9. Ofindicate site of plate in inches. .TPINVTCA MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E" 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) *X . E VVV 1\/\IYIL .. VV VI M SM M ='I M' M ThjMgn MWd f4WmputMut bM SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS •' TRUSS SPAN 22'- 0,0' GENERAL NOTES, unless otherwise noted CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1:00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 t.. Builder and erection contractor should be advised of all General Notes 1- 2=( -23) 107' 7- 8=(0) 1617 1- 7=( -193) 3 9- 5=( -6) 219 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 2- 3=(-1816) 0 8- 9=(0) 1731 7- 2=(-1925) 0 5.10=(-1495) 0 - WEBS: 2x4 OF #18BTR; , _ _ 3. 4=(-1689) 0 9-10=(0) 1661 2. 8=( -12) 225 10-11=( 0) 1076 _ 2x8 SP M-23 A LOADING - 4- 5=(-1869) 0 8- 3=( 0) 206 6.11=( •480) 0 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 2. Design assumes the top and bottom chords to be laterally braced at .5- 6=( -500) •0 8- 4=( -168) 31 OL ON BOTTOM CHORD = 7.0 PSF 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). 4- 9=( 0) 260 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF 3. 2x Impact bridging or lateral bracing required where shown ++ BC LATERAL SUPPORT <= 12'OC. UON. 4. No load should be applied to any component unOl after all bracing and 4. Installation of truss is the responsibility of the respective contractor. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH. ADDL: BC UNIF LL+DL= 20.0 PLF 8'-, 0.0' TO 21'- 0.0' V - LOCATIONS REACTIONS REACTIONS SIZE INCHESSPECIES " design loads be applied to any component. and are for 'dry condition' of use. - h01 • 0.0' 0/ 1231V " '-91/ 81H" 5.50'.1.31 OF ( 625) NOTE 2x4 BRACING AT24'OC UON FOR ` LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6. Design assumes full bearing at all supports shown. Shim or wedge if 22'- 0.0' 0/ 1308V -91/,. 81H 6.75' 0.44 SP (1975) NOT SATHED-, \ .;• - ALL FLAT TOP CHORD AREAS HE REQUIREMENTS OF CBC 2010 NOT BEING MET. - `LOADS AS GIVEN .� ? BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 8. Plates shall be located on both laces of truss, and placed so their center , VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.036' @ 10'• 0.0', Allowed =' 0.699' MAX OL CREEP DEFL = •0.099' @ 12'- 0.0' Allowed = 1.049' ** For hanger specs..- See a rov3tl ,plans g P PP p MAX TL CREEP DEFL = •0.135' @ 12'- 0.0' Allowed =, 1.049', ` ` RECOMMENDED CAMBER (BASED ON DL DEFL= 0,099' Connector plate prefix designators: E rus,'Iric C,CN,CI8,CN18 (or no prefix) = Com�ries III MAX HORIZ. LL DEFL = 0.011' @ 21'- 8.4' " M,M20HS,M18HS;M16 =MiTek MT series III I + MAX HORIZTL DEFL = 0 21'- 84' . .029' @ .- - . III IIII II IIII Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7205, -. - 9.Digits indicate size of plate inches. Enclosed, Cat.2, Exp.C,- MWFRS, 1 _ „ interior zone,.load duration factor=1.6 v Desi checked f a 3 0 1 concentrated top chord" Design he d or 0 b o c d live load per IBC 2009 due to maintenance workers s t 9 11-11", 2-00-10 9-11-11 which is non -concurrent with other live loads. . 4=09 4-09 2-06.05 - 5c02 11" • ' 4 09 12 3 ?'. `12 a 3.50M 4x6 M ,7x6 a 3 50 1 p- M 3x8 M -4x5 • M 3x5' M 2x4 a s] cm WWO co + <' M -3x7 °' M 3x8 0.25" =M -4x4. N M -5x7($): 9-04-04 , 3-05-04 8 03 12 0-10-.12' l<PL: 12 i ° aY� `^ 11 00 22 00 >PL:11 -11 -04 ..a- • fo nfnhn)`. f nr.r\r° o„e,;.4^n„� u;,�o-nlx n to/ (.+ 1Q0 Ann \. ., Q�aFESS/ON VVV 1\/\IYIL .. VV VI rlVviVlV rr V -V rriMVN.• �V �, rVv ••rV Scale: 0.3007 WARNINGS: - GENERAL NOTES, unless otherwise noted A40 t.. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. . and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown + buss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and perm.anent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stabilitybracing must be designed designer of complete structure: 9 8 M 8 P 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unOl after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S E Q . : • 52551 31 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrostve environment, - " design loads be applied to any component. and are for 'dry condition' of use. - TRANS I D : 345239 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if ' fabrication, handling, shipment and installation of components, necessary. - 7. Design assumes equate drainage is provided. 6. This design is furnished subject to the limitations set forthby 8. Plates shall be located on both laces of truss, and placed so their center TPIMlTCA in SCSI, copies of which will be furnished upon request. Ones coincide with joint center lines. III III I I III I i II II I III IIII II IIII - 9.Digits indicate size of plate inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1888 (MiTek) KUJ rna No. 0806• EXP. 3131/13 Q- LO� G�< ENG%N�� �Q a glFOF CAil_k � t EU - n No. 0806 EXP. 3/31/13 O� 7/3a/IZ Q- 9rFOF CAIUFG�� Th4ign 4Md fMmput�ut bM WARNINGS: GENERAL NOTES, unlessotherwise noted: A4 SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS -TRUSS SPAN 22'- 0.0' 1. This buss design is adequate for the design parameters shown. Review Truss: CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR 1 LOAD DURATION INCREASE = 1.25 and approval is the responsibility of the building designer, not the 1. 2=( -24) 115 6- 7=(0) 1743 1. 6=( -205) 4 8- 4=( -114) 66 -BC: 2x4 OF f118BTR SPACED 24.0' O.C. ' 2- 3=(-1838) 0 7- 8=(0) 1471 6- 2=(-2035) 0 4- 9=(-1623) 0 WEBS: 2x4 OF N18BTR; 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. 4=(-1908) 0 8- 9a(0) 1803 2- 7=(.-124) 60 9-10=(, 0)"1054 2x8 SP M-23 A LOADING DATE: 7/30/2012 4- 5=( -502) 0 7- 3=( 0) 356 5-10=( -499) 0 3. 2x Impact bridging or lateral bracing required where shown ++ LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 4. No load should be applied to any component until after all bracing and 3- 8=( 0) 464 SEQ. 52551 32 - DL ON BOTTOM CHORD = 7.0 PSF S. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 345239 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52,0 PSF - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH _ BC LATERAL SUPPORT <= 12'13C. UON. necessary. - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 7, Design assumes adequate drainage is provided. ' ADDL: BC UNIF LL+DL= 20.0 PLF 8'- 0.0' TO 21'- '0.0' V - 6. This design is furnished subject to the limitations set forthby - 0'- 0.0' 0/ 1231V -93/ 83H 5.50' 1.31 OF ( 625) 22'- 0.0' 0/ 1308V -93/ 83H 6.75% 0.44 SP (1975) **;For hanger specs. -See approved plans.. LIMITED STORAGE DOES.NOT APPLY DUE TO THE SPATIAL - REOUIREMENTS OF CBC 2010 NOT BEING MET. coincide with joint center lines. + VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP II III MAX LL DEFL = -0.033' @ 11'- 0.0' Allowed =• 0.699' MAX DL CREEP DEFL = -0.095' @ 11'- 0.0' Allowed = 1.049' C,CN,CI8,CN18 (or no prefix)" = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - MAX TL CREEP DEFL = -0.128' @ 1.1'- 0..0' Allowed = '1.049' ,M,M20HS,M18HS,M16 = NiTek MT series +-, • t , RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.095' Y t , MAX HORIZ: LL DEFL = 0.011' @ 21'- 8.4' ' .. MITek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (fUek) - MAX HORIZ. TL DEFL _ 0.031' @ 21'- 8.4' .. . Wind: 95 mph,h=15ft2 ASCE 7.05, TCDL=I5.0'BCDL=4.2 Enclosed, Cat.2, Exp.C, WFRS, _ interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated to chord 11-00 * 11-00. liveloadper IBC 2009 due to .maintenance workers a' which is non -concurrent with other live loads. 5-06 .5-06- 5.-06 4 5-06: 12 12 -'�.• 3.50 �. M -4X5 ` 43.50 } `, •,. 3 ..` i ' � - ' M -3x7• , 9" M -3x6 f 3. M 2x4.4 f M -3x5 w 1M 3X10 N CD µ �'' d 0.25" < M-30 M 3x4. r' M 3x6 2 a .�1 M 5x (S) X y ` 7-04 7-04 i 6-05-04 0-t0-12 �: r..• <PL:11-00-12>: 22-00 >PL:11-11-04 1. - ,T .. • - - - • - - .x •" JOB NAME:. Loper Residence Hideaway Lot 180 - A41Boale.`0.3007 - �oPj o�q� EU - n No. 0806 EXP. 3/31/13 O� 7/3a/IZ Q- 9rFOF CAIUFG�� WARNINGS: GENERAL NOTES, unlessotherwise noted: A4 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: ,, and Warnings before construction commences. and approval is the responsibility of the building designer, not the " 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM sta xG bracin muss be del ned desi ner of cora late structure. N 0 9 b)' 9 P 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. . 3. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. 52551 32 - fasteners are complete and at no time should any loads greater than - S. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 345239 design loads be applied to any component. has for and are for *dry condition' of use. .. 6. Design assumes full bearing at all supports shown. Shim or wedge if - .5. CompuTrus no control over and assumes no responsibility the necessary. - fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forthby - '8. Plates shall be located on both faces of buss, and placed so their center TPIANTCA in SCSI, copes of which will be furnished upon request.lines coincide with joint center lines. + III I IIII IIII I II III IIII I IIII III 9. Digits indicate size of plate in inches. MITek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (fUek) - EU - n No. 0806 EXP. 3/31/13 O� 7/3a/IZ Q- 9rFOF CAIUFG�� IIII �1 �' �' Thl"hgn �ed f�mputVWUt I= SPAT S FABRICATORS WARNINGS: (MC) LUMBER SPECIFICATIONS ' TRUSS SPAN 22'- 0.0' r CBC20101IBC2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.25 1- 2=(-2055) 0 6. 7=(-4298) 4412 6. 1=(•1379) 0 4. 9=( -393) 351 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 2. 3=(•1751) 0 7- 8=(-1835) 4207 1- 7=( •200) 2509 4-11=(-4037) 1240 WEBS: 2x4 OF #18BTR; 3- 4=(-2218) 0 8- 9=( -633) 3229 7- 2=( -614) 137 9.11=( -632) 3275 2x8 SP M-23 A ' LOADING4- 5=( -597) 636 9.10=( 0) 0 2- 8=(-1074) 801 11. 5=( •273) 54 LL( 20.0)+DL( 25.0) ON TOP CHORD = z�45.0 PSF 8- 3=( 0) 672 DL ON BOTTOM CHORD = 7.0 PSF 8. 4=(•1216) 687 TC LATERAL SUPPORT <= 12'OC. LION. 4 1 6 TOTAL LOAD = 52.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. ' - BEARING MAX VERT MAX HORT BRG REQUIRED 8RG LENGTH I ADDL: BC UNIF. LL+DL= 20.0 PLF 8'- 0,0' TO 21'- 0.0' V , LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ;Connector plate prefix designators: 01- 0.0' 0/ 1405V -4400/ 4400H '5.50' 1.50 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, 'Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0' 0/ 1461V 4400/ 44001 6.75', 0.49 SP (1975) M,M20HS,M18HS,M16 = MiTek MT series _ REOUIREMENTS,OF CBC 2010 NOT BEING MET. .- - BOTTOM CHORD CHECKED FON 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - MAX LL DEFL = -0.035' @ 16'- 6.5' Allowed = 0:699' - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX OL CREEP DEFL = -0.103' @ 11'• 0.0'. Allowed = 1.049• .. = Allowed= 1.049 MAX TL CREEP DEFL -0.137' @ 11'•, 0.0' ' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.103' MAX HORIZ. LL DEFL' = 0.062' @ 21'- 8.4' HORIZ TL DEFL = 0.078* @ 21'- 8.4- ftpMAX ' s CON 2. 200.00 PLF BRAG LO D Wind: 95 mph, h=15ft,.TCDL=I5.O,BCDL=4.2, ASCE 7.05, - ` i Enclosed, Cat' -2, Exp.C,, MWFRS, 3 interior zone,.load duration factor=f.6 - <, 11-00 ,' 11-00 _ r Design checked for a 300 lb concentrated top chord c + .• 5-05-03 - 5-06.13 5 06. -'5 O6 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads., . 12 12 . Y � 1 3.50k - - 4x6 -` � a - r1 .. 3 50 s " � �.�;. r 4 0.. 4. • s 3 a. + A r M 3X5 r . '3:0" j M 4x16 y r L}• M-10x14` LN 4`�� `, }fir E ! .y� A CIO cD P- M 5x6s M 3X8*-, 0 25" 1 h s• MHS-Sx 4(S) s - 1 prrovide,support 1 _ ' 5 01-11 ; 5-10-05 5 07-12 4-09 0 07-04 r -l �<PL:1T 00 12 1 22-00 >PL'11 11 09 * , r r. i " 100 NARIIG I' nnor Roe i rlonno Ni rlcatn/av a nt i i2f1 "�d7 - > 990ESS/0N� s, � JO � w /1 m No. 0806 `0a EXP: 3/31/13 EN G1N�� h gTFOF 6A\ -\f WARNINGS: GENERAL NOTES, unlessotherwise noted: Truss,: A42 .DES . BY : - DATE: 7/30/2012 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown + 3. All lateral force resisting elements such as temporary and perm, anent stability bracing must be designed designer of corn tete structure. ty 9 9 W 9 P CompuTrus assumes no responsibility for such bracing. - 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or Truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c, respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(LC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ _ SEQ. : 5255133 ' TRANS I D : .345239 � ' • I VIII III I IIII II III II I III I II I I IIII - 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5.. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components- forth b 6. This design is furnished subject to the limitations set forth TPIANfCA in SCSI, copies of which will be furnished upon requesttines MiTek LSA, Inc./CompuTrus Software +7,6.4(1 L) -E - 4. Installation of buss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, . and are for 'dry condition' of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if necessary. 7- Design assumes adequate drainage is provided. - 8. Plates shall be located on both faces of buss, and placed so their center'. coincide with joint center lines. _ 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ' s, � JO � w /1 m No. 0806 `0a EXP: 3/31/13 EN G1N�� h gTFOF 6A\ -\f IIII 'ew M, ThjnWgn �ed f,Mmp0ut SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8.00.00 FROM END WALL CBC2010/IBC2009 MAX MEMBER FORCES 4WRIGOF/Cq=1.00 TC: 2x4 OF #18BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-5162) 0 5- 6=(-16) 194 5. 1=(-2648) 0 7- 4=( 0) 4304 2x4 OF 210OF T1; 2. 3=(-4930) 0 6- 7=( 0) 4984 1- 6=( 0) 4812 8- 9=( 0) 472 '2x6 DF IS T2 LOADING 3- 4=(-5188) 0 7- 8=( 0) 762 6. 2=( -574) 164 4. 9=(-2666) 0 BC: 2x4 OF #18BTR TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 0'- 0.0' TO 8'- 0.0' V 6- 3=( -182) 40 WEBS: 2x4 OF #18BTR; TC UNIF LL( 100.0)+DL( 125.0)= 225.0 PLF 81- 0.0' TO 14'- 0.0' V 3. 7=( -532) 164 2x8 SP M-23 A TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 14' 0.0' TO 22'- 0.0' V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0TO 22'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG LENGTH , ADDL: BC UNIF'LL+OL 30.0 PLF 8'- 0.0' TO 21'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) TC LATERAL SUPPORT <= 12'OC. UON. O' 0.1' 0/ 2733V -86/ 76H 5.50' 1.46 OF ( 625)" BC LATERAL SUPPORT <= 1210C. UON. TC CONC LL( 373.3)+DL( 466.7)= 840.0 LES @ ' B'- 0.0' 22'- 0:0' 0t 2897V -86/ 76H 6.75'- 0.49 SP (1975) . TC CONC LL( 373.3)+DL( 466.7)= 840.0 LBS @ 14'--0.0' NOTE 2x4 BRACING AT 24'OC MON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=01360, TL=we240, ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX LL DEFL = -0.107' @ 14'- 0.0' Allowed = 0.699' __________________ MAX DL CREEP DEFL = -0.241' @ 14'- 0.0' Allowed 1.049' --`--"--- --- - - - --- MAX TL CREEP DEFL = -0.348' @ 14'- 0.0' Allowed = 1.049' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ' RECOMMENDED CAMBER (BASED ON Dl DEFL)= 0.241' Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. C,CN,CI8,CN18 (or no•prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. MAX HORIZ. LL DEFL = 0.012' @ 21'- 8.4' Join together 2 ply with 3'x.131 DIA GUN MAX HORIZ. TL DEFL = 0.032' @ 21'- 8.4. nails staggered at: -Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4.2, ASCE 7.05, 9' oc throughout 2x4 top chords, Enclosed, Cat.2, Exp.C, MWFNS, (2) rows at 9' oc throughout 2x6 top chords, interior zone, load duration factor=1.6 9' oc throughout 2x4 bottom chords,_ 9' oc throughout 2x4 webs, Design checked fora 300 lb concentrated top chord (2) rows at 9' oc throughout 2x8 webs: - live load per IBC 2009 due to maintenance workers 7-11-11 6-00-10 7-11-111 which is non -concurrent with other live loads. 840# 12 12- - 3.50 - a 3.50 M -5x6 M -8x8 T2 N M 3x8 M -4x10 ,t N - M-4xt0 cli - 9 CO - t CD rte' o - - -- o s 6 0" 7 8 ' c"8 t < M -2x4 M -4x12 - .25 M -2x4 , '... M-6x6(S)' t ., 6-11-01 8'00.02 6-11-01 0-00-01 21-11-15 <PL:11 00 1222-00 >PL:11 11 04 JOB NAME: Loper Residence Hideaway Lot 180 - A43 Q�oFEssroN Scale 0.3205 �� �( WARNINGS: GENERAL NOTES, unless otherwise noted: �/�,\O P• JO �tr �� A43 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review and Warnings before construction commences. and approval is the responsibility of the building designer, not the Truss: / 2. 2x4 compression web bracing must be installed where shown +'. truss designer or truss engineer. GJ V` m 3. All lateral torte resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at - DES. BY: AM " stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by No. 0806 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ EXP. 3/31/13 . _ 4. No load should be applied to any component unlit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ.: 5 2551 34 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for -dry condition' of use. TRANS I D : 345239' S. CompuTrus has no control over and assumes no responsibility tar the 8. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components.necessary' s C EN G� Q• " 7. Design assumes adequate drainage is provided. .e %• a\ 6. This design is furnished III subject to the limitations set forth by 8- Plates shall be located on both faces of truss, and placed so their center - �f�' II VIII I II VIII I I III I I II IIII TPINVECA in SCSI, copies of which will be furnished upon request. tines coincide with joint center lines. QF Cj�t1fo 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) - IIIIIIIIII IIII am No �' M ram so -M, M M �_ Th�ign ed fMMPUJ$Wut SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 28-00.00 HIP SETBACK B-00.00 FROM END WALL CBC201O/I8C2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) I. 2=( -22) 90 8- 9=(0) 6504 1. 8=( -184) 4 5-11=( 0) 1126 2x6 OF SS T2 2- 3=(-9870) 0 9.10=(0) 12914 8- 2=(-8134) 0 11. 6=( 0) 3668 BC: 2x6 OF SS LOADING 3. 4=(-9488) 0 10-11=(0) 12914 2. 9=( O) 3690 6-12=(-8092) 0 WEBS: 2x4 OF #18BTR TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 0'- 0.0' TO 8'- 0.0' V 4. 5=(-9438) 0 11-12=(0) 6470 9- 3=( 0) 1138 12- 7=( -184) 4 TC UNIF LL( 100.0)+DL( 125.0)= 225.0 PLF 8'- 0.0' TO 20'- 0.0' V 5. 6=(-9818) 0 9. 4=(-3804) 0 TC LATERAL SUPPORT <= 12'OC. JON. TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 201- 0.0' TO 28'- 0.0' V 6. 7=( -22) 90 10. 4=( 0) 1406 BC LATERAL SUPPORT <= 12'OC. JON. BC UNIF LL( O.0)+DL( 85.0)= 85.0 PLF 0'- 0.0' TO 28'- 0.0' V 4-11=(-3860) 0 ADDL: BC UNIF LL+DL= 100.0 PLF 2'- 0.0' TO 25'- 0.0' V BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH NOTE: 2x4 BRACING AT 24'OC JON. FOR TC CONC LL( 373.3)+DL( 466.7)= 840.0 LBS It 8'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 373.3)+DL( 466.7)= 840.0 LBS @ 20'- 0.0' 01- 0.0' 0/ 5394V -84/ 84K 5.50' 2.88 OF ( 625) ____________ ADOL: BC CONC LL+DL= 40.0 LBS @ 5'- 7.5' 20'- 0.0' 0/ 5306V -04/ 8411 5.50' 2.83 OF ( 625) ADDL: BC CONC LL+DL= 40.0 LBS @ 9'= 8.0' Connector plate prefix designators: ADDL: BC CONC LL+DL= 40.0 LBS @ 13'- 9.0' LOADS AS GIVEN VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: BC CONC LL+DL= 40.0 LBS @ 17'- 10.0' MAX LL DEFL = 0.117' @ 14'- 0.0' Allowed = 0.903' M,M20HS,M18HS,M16 = MiTek MT series I ADDL: BC CONC LL+DL= 40.0 LBS @ 21'- 10.0' MAX DL CREEP DEFL = -0.398' @ 14'- 0.0' Allowed = 1.354' , ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL = -0.488' @ 14'- 0.0' Allowed = 1.354' Join together 2 ply with 3'x.131 DIA GUN REQUIREMENTS OF CBC 2010 NOT BEING MET. RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.398' nails staggered at:, MAX HORIZ. LL DEFL = -0.034'@ 27'- 8,5' 9' oc throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. TL DEFL = 0.102 "@ 27' 8.5' (2) rows at 9' oc throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. (2) rows at 9' oc throughout 2x6 bottom chords, Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=10.2, ASCE 7-05, 9' oc throughout webs. Enclosed, Cat.2, Exp.C, MWFRS, - HANGER TO APPLY CONC. LOAD(S) interior zone, load duration factor=l.6 TO ALL MEMBERS. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 7-11-11 12-00-10 - 7-11-11 3-07-05 3-07-05 6-09-07 6-00-05 4-04-06 3-07-05' 12 1 840# 840# 12 3.50 C--- a 3.50 M -4x14 M -3x12 M-4xl4 M -4x12 T2 M -4x12 M -2x4 + + M 2x4 0 0 On 0 0- 8 - 9 10 0.25" 11 12 < M -5x8 M -3x12 M -3x12 M -5x8 M-M(S) ♦40# *�� �40# ... ,I 40# .. j40#... L j40# 7-00-13 6-11-03 ♦ 6-11-03 7-00-13 <PL:14-00-12 28-00 JOB NAME: Loper Residence Hideaway Lot 180 - A44` Scale: 0.2756 �SS�� No.(fFU' 'j EXP. 131/13 7/1d//Z Q' ENGk - sTgTFOF CALIF°��\P WARNINGS: GENERAL NOTES, unless otherwise noted: A44 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and pefmanent 2- Design assumes the tap and bottom chords to be laterally braced at DES. BY : AM stability bracing must be designed by designer of complete structure. T o.c. and at 10' o.c. respectively unless braced throughout their length by drywall(BC). " DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or 3. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5255135 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 I D : 345239 design loads be applied to any component. S. CompuTrus has for and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if no control over and assumes no responsibility the fabrication, handling, shipment and installation of components. necessary. 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 TPINVTCA in BCSI, copes of which will be furnished upon request tines coincide with joint center lines. (IIII I (III I II I I I III II II I IIII 9. Digits indicate size of plate In inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E '10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) No.(fFU' 'j EXP. 131/13 7/1d//Z Q' ENGk - sTgTFOF CALIF°��\P VIII In W' 00' lM M M- OWN M ThA iBRICAMOd f=*MPU4MUt LUMBER SPECIFICATIONS kY TRUSS SPAN 28'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-3379) 0 7- 8=(-55) 143 7- 1=(-2041) 0 4-10=( 0) 491 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 2- 3=(•3352) 0 8- 9=( 0) 3230 1- 8=( 0) 3181 10. 5=( •147) 80 WEBS: 2x4 OF #18BTR 3- 4=(-3151) 0 9-10=( 0) 3142 8. 2=( -489) 28 5-11=( -509) 24 LOADING 4- 5=(-3356) 0 10-11=( 0) 3210 2- 9=( -174) 55 11. 6=( 0) 3159 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(-3357) 0 11.12=(-56) 143 9- 3=( O) 499 6.12=(-2029) 0 BC LATERAL SUPPORT <= 1210C. MON. OL ON BOTTOM CHORD = 7.0 PSF 9- 4=( -100) 125 TOTAL LOAD = 52.0 PSF BEARING MAX VERT. MAX HORZ BRG REQUIRED BRG LENGTH NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC UNIF LL+DL= 10.0 PSF 0'• 0.0' TO 28'; . 0.0',V 'LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ALL.FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 25.0 PLF 2'- 0.0' TO 25'- 0.0' V 0'• 0.0' 0/ 2136V •108/ 108H 5.50' 2.28 OF ( 625) ------------------ 28'- 28'- 0.0' 01 2111V 1081 108H 5.50' 2.25 OF (625) ADDL: BC CONC LL+DL= 40.0 LBS @ 5'- 7.5' Connector plate prefix designators: ADDL BC CONC LL+DL= 40.0 LBS @ 9'- 6.0' VERTICAL DEFLECTION LIMITS: LL=LI360, TL=LI240 C,CN,CI8,CN18 (or no prefix) = Compu7rus, Inc ADDL BC CONC LL+OL= 40.0 LBS @ 13'• 9.0' MAX LL DEFL = 0.090' @ 16'• 0.0' Allowed = 0.903' M,M20HS,Mi8KS,Ml6=-UiTek MT series A0 OL: BC CONC LL+DL= 40.0 LBS @ 17'- 10.0' .. MAX OL CREEP DEFL = •0.303' @ 16'- 0.0' Allowed = 1.354' - ADOL: 86 CONC LL+DL= 40.0 LBS @ 21'- 10.0' MAX TL CREEP DEFL = •0.383' @ 16'- 0.0' Allowed = 1.354' _ ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.303- - SINGLE MEMBER AS SHOWN. REQUIREMENTS.OF CBC 2010 NOT BEING MET. MAX HORIZ. LL DEFL = -0.022' @ 27'- 10.3' HANGERS ATTACHED TO BOTTOM CHORD LOADS AS GIVEN MAX HORIZ. TL DEFL = 0.070' @ 27'- 10.3' WILL HAVE 1.5' MAX. NAIL PENETRATION. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP HANGER BY OTHERS. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, i interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord - live load per IBC 2009 due to maintenance workers 11-11-11 4'-00 which is non -concurrent with other live loads. 5.10-12 6-00-15 4-0010 ., 6-00-15 5-10-12 12 12 3.50 0 .M -4x10 M -7x8 7 ) 3.50 , r M -3x5" a M -3x5 M -4X8 M -4x8 iq . 7n .. 12' 8 10 M 2x4 M- 3x1 025" . M -3x4 M-306 M_ -2X4 '- M-500). - i J40# �40# j40# L ,�40# 5-07-04 5-09 �•, 5-05-04- 5-07-04 5-07-04-- "<PL:14 00-12 28-00 Iola KIAR1F' I nnor laaciHonra HiH0.11Alau I nt IAr) - "AAF OFESS/p�,� Lu m ir No. 0806 �0 EXP. 3/31/13 LP ENW FOF CAO1 Truss: DES. BY: AM DATE: 7/30/2012 SEQ.: 5255137 TRANS ID: 345239 111111111111111111111111111111111111111111111 ---- -- ---- -� --- -- M wa- W w uo" M so ThIMMign JJjWd fUMmput8Wut tIn. 1. Builder and erection contractor should be advised of all General Notes " 1 This truss design is adequate for the design parameters shown. Review and Warnings before construction commences. and approval is the responsibility of the building designer, not the ° 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. - SPATES FABRICATORS (MC) Q LUMBER SPECIFICATIONS - stability bracing must be designed b designer of complete structure. ty 9 9 Y g P o TRUSS SPAN 28'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 2100F; 4. No load should be applied to any component until after all bracing and LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2="(-3519) 0 7- 8=(-64)- 152 7- 1=(-2026) 0 4-10=( 0) 511 2x4 OF #18BTR T2"- and are for -dry condition' of use. SPACED 24.0' O.C. +". 2- 3=(-3174) 0 8. 9=( 0) 3343 1- 8=( 0) 3284 10. 5=( -417) 22 BC: 2x4 OF #18BTR 8. 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 * 3- 4=(-2963) 0 9-10=( 0) 2958 8. 2=( •336) 51 5-11=( -352) 48 -` 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 4- 5=(-3182) 0 10-11=( 0) 3326 2- 9=( -444) 18 11. 6=( 0) 3266 WEBS: 2x4 OF #18BTRLOADING + LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5. 6=(-3499) 0 11-12=(-65) 151 9- 3=( 0) 525 6-12=(-2016) 0 OL ON BOTTOM CHORD = 7.0 PSF 9. 4=( -79) 107 TC LATERAL SUPPORT <= 12'AC.'UON.� � _ TOTAL LOAD = 52.0 PSF BC'LATERAL SUPPORT <= 12'OC. LION. BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 28'• 0.0' V", LOCATIONS, REACTIONS REACTIONS SIZE INCHES (SPECIES)- AODL: BC UNIF LL+DL= 25.0 PLF' 2'- 0.0' TO 25'• 0.0' V 01- 0.0' 0/ ,2136V •-117/ 117H 5.50' '2.28 OF ( 625) 28'- 0.0' 0/ 2111V -117/ 117H 5.50' 2.25 OF ( 625) ^ -`,ADDL: BC CONC LL+DL= 40.0 "LBS @ 5'- 7.5' ADDL: BC CONC LL+DL= 40.0 LBS @ 9'- 8.0' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ,Connector plate prefix designators: ADDL: BC CONC LL+DL= 40.0 LBS @ 131- 9.0' MAX LL DEFL = 0.077' @ 15'- 3.5' Allowed = 0.903' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: BC CONC LL+DL= 40.0 LBS @ 17'- 10.0' MAX DL CREEP DEFL = •0.278' @ 15'- 3.5' Allowed = 1.354' M,M20HS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+DL= 40.0 LBS @ 21'- 10.0' MAX TL CREEP DEFL = -0.342' @ 15'- 3.5' Allowed = 1.354' LOADS AS GIVEN RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.278' " - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. - MAX HORIZ. LL DEFL = -0.020' @ 27'- 10.3' SINGLE MEMBER AS SHOWN. MAX HORIZ. TL DEFL = 0.066' @ 27'- 10.3' - < HANGERS ATTACHED TO BOTTOM CHORD BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP WILL HAVE 1.5° MAX. NAIC`'PENETRATION. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Wind: 95 mph, h=20ft, TCDL=15.0„BCDL=4.2, ASCE 7-05, HANGER BY OTHERS. r -Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chortle live load per IBC 2009 due to maintenance workers 13-05-11 1-00 -10 13-05-11 which is non -concurrent with other live loads. ` a 6-07-12 "'. _ 6-09-15 1-00-10-`. _".6 - 09 - 15 , �6-07-12 + , ` 3.50 , ` M 4X10 M- 7x6 l 3.50 A -, .41 1 c M 3x5 M 3x5 - r 1 j M -4x8~ - M -4x8 k co - " 7 12 - 8 - 9 -10 11 < M -2x4 ' M-3110 0.25° "M -3x4"., M -3x10 , M -2x4 4 . . �40# �40# j40ii j40#' L�40# - 6-04-04 6.06 2-05-04 6-04-04 6-04-04 �..` W L'PL I4 -00"-12y•.. 28-00 IinP AIAMF - I near 'Roc i rlanrra Ni rl0nUllav I nt 1 An - AA7 Q1R0FESS1ie% Truss: DES. BY: AM DATE: 7/30/2012 SEQ.: 5255137 TRANS ID: 345239 111111111111111111111111111111111111111111111 ---- -- ---- -� --- -- -- bcaie: u.Zoos " WARNINGS: " - - GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes " 1 This truss design is adequate for the design parameters shown. Review and Warnings before construction commences. and approval is the responsibility of the building designer, not the ° 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at - stability bracing must be designed b designer of complete structure. ty 9 9 Y g P 2- o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as sheathing(TC) and/or drywall( C). CompuTrus assumes no responsibility for such bracing. - plywood 3. 2x Impact bridging or lateral bracing required where shown ++ 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 loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. I and are for -dry condition' of use. S.CompuTrus has no control over and assumes no responsibility for the 6- Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage isprovided. 8. 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 TPINVTCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. -` 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) J0 Hs - t No. 0806 EXP. 3/31/13 EN W a\P FOFCAO, JO ,. � � J\p P• yrs �� UJ rn No. 0806 EXP. 3/31/13 ENGkN�� �Q �TFOF CWIF r Th,ign =ed f�mputut ! WARNINGS: SPABRI A RS (MC A a LUBBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 2100E LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-3315) 0 6- 7=(-63) 151 6. 1=(•2040) 0 9- 4=( -380) 42 BC: 2x4 OF IYIBBTR SPACED 24.0' O.C. 2. 3=(-3254) 0 .7- 8=( 0) 3320 1. 7=( O) 3106 4-10=( -533)' 25 WEBS: 2x4 OF k188TN 3- 4=(-3252) 0 8- 9=( O) 2697 7- 2=( -516) 28 10. 5=( 0) 3085 2. Design assumes the top and bottom chords to be laterally braced at LOADING 4. 5=(•3294) 0 9-10=( 0) 3307 2- 8=( -396) 39 5-11=(-2029) 0 TC LATERAL SUPPORT <= 1210C. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). continuous hin ly 3. 2x Impact bridging or lateral bracing required where shown ++ 10-11=(-64) 151 8- 3=( 0) 725 BC LATERAL SUPPORT <= 12'OC. LION. DL ON BOTTOM CHORD = 7.0 PSF SEQ. : 5255138 3- 9=( 0) 720 5. Design assumes trusses are to be used In a non -corrosive environment; TOTAL LOAD = 52.0 PSF design loads be applied to any component. ^ and are for -dry condition- of use. Connector plate prefix designators: S. CompuTrus has no control over and assumes no responsibility for the BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 28'- 0.0' V LOCATIONS. REACTIONS REACTIONS SIZE INCHES (SPECIES) 'M,M20HS,M18HS,M16 = MiTek MT series - ADDL: BC UNIF LL+DL= 25.0 PLF " 2'=. 0.0' TO, 25'- 0.0' V - - 0'- 0.0' 0/ 2136Va -116/ 116H 5.50' '2.28 OF ( 625) . • - 28'• 0.0' 0/ 2111V -116/ 116H 5.50' 2.25 OF ( 625) ADDL: BC CONC LL+DL= 40.0 LBS @ 5'- 7.5'- - - TPINVICA in BCSI, copies of which will be furnished upon request SINGLE MEMBER AS SHOWN. ADDL: BC CONC LL+DL= 40.0 LBS @ 9'- 8.0' - ADDL: BC CONC LL+DL= 40.0 LBS @ 13'- 9.0' VIII VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 HANGERS ATTACHED TO BOTTOM CHORD' BC CONC LL+DL= ' 40.0 LBS @ 17'• 10.0' I MAX LL DEFL = 0.073' @ 11'- 2.4' Allowed = 0.903' `2.4' WILL HAVE 1.5° MAX. NAIL PENETRATION. .ADDL: ADDL: BC CONC LL+DL= 40.0 LBS @ 21'-.10.0' MAX DL CREEP DEFL = •0.264' @ 11'- Allowed = 1.354'• HANGER BY OTHERS. ' _ MAX TL CREEP DEFL = -0.323' @ 11'- 2.4' Allowed = 1'.354' LOADS AS GIVEN LIMITED.STORAGE DOES NOT APPLY DUE TO THE SPATIAL RECOMMENDED CAMBER (BASED ON OL DEFL)= 0,264' - REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX HORIZ. LL DEFL = •0.021' @ 27'- 10.3' MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E + BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 7 - MAX HORIZ. TL DEFL 0.068 @ 27'- 10.3' r- AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _ 7 Wind: 95 mph, h=20ft,•TCDL=l5.O,8COL=4.2, ASCE 7.05, - Enclosed, Cat.2, Exp.C, MWFRS, ° interior zone, load duration factor=l'.6 •� _ Design checked for a 300 lb concentrated top chord , live load per IBC 2009 due t maintenance work 1 d p d oars • 14-00 14-00, which is non -concurrent with other'live loads. 7-01-12 6-10-04 6-10-04 7-01-12 �r _ n i• �' Gy ri 12' �a 3.50 3,50 Y 3,4.V M 3x5 i 0.: 3x5."� • _. �� <r. - _ r �. •. - .; ��. is +- M-4x8M-4x8 ' J Y iy 1 < M -2x4 •M=3x10 0.25" M -3x5 -� �M'3x10 M -2x4 1 t - M -5x8(5)` r - �40# L �40# ! :40# 6 �40# • LL . . • •' 5-07.03 5-07-03. 5-07-03 5 07-03 5-07-03 r ' r <PL:14-00-12' 28-00 JOB ,NAME: Loper Residence Hideaway Lot: 180- - A48 scale: 0.2434 ,: �oQ�oFEssioNgl JO ,. � � J\p P• yrs �� UJ rn No. 0806 EXP. 3/31/13 ENGkN�� �Q �TFOF CWIF r WARNINGS: GENERAL NOTES, unless otherwise noted: A48 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. - and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES.. BY: ' AM stabilitybracing must be designed designer of complete structure. 9 9 W 9 P 2• and at 1a• respect v unless braced throughout their lenggth by DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). continuous hin ly 3. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5255138 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non -corrosive environment; design loads be applied to any component. ^ and are for -dry condition- of use. o AA C n TRANS ID:, 3'T 5239 S. CompuTrus has no control over and assumes no responsibility for the ' 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of buss, and placed so their center _ TPINVICA in BCSI, copies of which will be furnished upon request tines coincidewith joint center line a to VIII I I I IIII VIII I II I III IIII I I IIII 9. Digits indicate inches. e size of plate MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 16. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) JO ,. � � J\p P• yrs �� UJ rn No. 0806 EXP. 3/31/13 ENGkN�� �Q �TFOF CWIF WARNINGS: GENERAL NOTES, unless otherwise noted: AA9 IIIIII 1. This truss design is adequate for the design parameters shown. Review T C� U S S : and Warnings before construction commences. and approval is the responsibility of the building designer, not the Th signp"redroom cOntputeri put b 2. 2x4 compression web bracing must be installed where shown +. truss designer truss engineer. - 3. All lateral force resisting elements such as temporary and permanent s 2. Design assumes the top entl bottom chords to be laterally braced at SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 28'-0.0' _ CBC2010118C2009 MAX MEMBER FORCES 4WRIGDFICq=1:00 TC: 2x4 OF 2100E ti , LOAD'DURATION INCREASE = 1.25 (Non=Rep) 4. No load should be applied to any component until after all bracing and 1. 2=(•3444) 0 6- 7=(-5452) 5651 6. 1=(-2190) 0 9. 4=(-1149) 697 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 5. Design assumes trusses are to be used in a non -corrosive environment, 2- 3=(-3247) 0 7- 8=(•1336) 6243 A- 7=( 0) 4009 4-10=( -752) 210 WEBS: 2x4 OF #18BTR and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if ' 3- 4=(-3245) 0 8. 9=( -790) 4808 7- 2=( -735) 227 10- 5=( 0) 3989 necessary. LOADING fabrication, handling, shipment and installation of components. 4-. 5=(-3423) 0 9-10=(-1350) 6229 2. 8=(•1164) 681 5-11,=(•2178) • 0 - TC LATERAL SUPPORT <= 1210C. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 8. Plates shall be located on both faces of truss, and placed so their center T 10-11=(-5453) 5650 8- 3=( -74) 1258 BC LATERAL SUPPORT - 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF - 3- 9=( -79) 1253 a 9.Digits indicate size of plate in inches. TOTAL LOAD = 52.0 PSF MiTek USA, Ino./CompuTrus Software 7.6.3-SP6(1L)-E " Connector plate prefix designators: ° -BEARING MAX VERT MAX HORZ BRG REOUIRED'BRG'LENGTH C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: BC UNIF LL+OL= 10.0 PSF 0'- 0.0' TO 28'• 0.0' V ` N LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) M,M20HS,M18HS,Mi6 MiTek MT series ADDL: BC UNIF LL+OL= 25.0 PLF 2'- 0.0' TO 25'= 0.0' V 01- 0.0' 01 2288V -56001 5600H 5.50' •2.44 OF ( 625) ' J ;28'•-'0.0' _ _ 01- 2264V -56001,.5600H.• ,5.50',2.42 _ OF ( 625) ,. r» ADDL: BC CONC LL+DL=' 40.0 LBS @ 5''- 7.5' t ADDL: BC CONC LL+DL= 40.0 LBS @ 9'• 8.0' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 SINGLE MEMBER AS SHOWN. ADDL: BC CONC LL+DL= 40.0 LBS @ 13'- 9.0' MAX LL DEFL = 0.074' @ 11'- 3.1' Allowed = 0.903' HANGERS ATTACHED TO BOTTOM CHORD � ADDL: BC CONC LL+DL= 40.0 LBS @ 17'- 10.0' LOADS AS GIVEN' MAX OL CREEP DEFL -0.266' @ 11'- 3.1' Allowed = 1.354' .WILL HAVE 1.5" MAX. NAIL PENETRATION. ADDL: BC CONC LL+DL= 40.0 LBS @ 21'- 10.0' ' • , :. MAX TL CREEP DEFL = -0.326' @ 11'`-- 3.1' Allowed 1.354' - HANGER BY OTHERS,." LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.266' ' _ REQUIREMENTS OF CBC 2010 NOT BEING MET, MAX HORIZ. LL DEFL = `0.098' @ 27'- 10.2' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. TL DEFL = "0.148',@ 27'- 10.2' '< AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CO D:'2: 200.OD PLF DRAG LO D. •- , y � Wind: 95 mph; h=20ft TCDL 15.0;BCD L=4:2,'ASCE 7-05; Enclosed, Cat.2, Exp C'; MWFRS, .. " interior zone, load duration factor=1.6 ' 14-00 14.00 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers , 7-01-12 - a ':.. 610-04 z c w is non -concurrent current with other live, ; 7-01-12 .6-10-,04 12 12 A 3:501 M Ax16 x 3. 50 .. .. e M 3xb M 3x5 M -4x10 ` .ti.. ' `' �:• M 4x10 1'' "• 14 t tot C)t 1: < r M -3x10 1 r ., ,..� I M -6x6 M 3x10 0.25 = M -4x4 MHS-6xl6(S) ` ! �. : 40# X40# •,. •: j40# �40# _ ♦ 60# ';`• 5-09-05 5-05-13 .5-05-13 -5;05-13 5_09_05' 1 L<PL:14-00-12 28-00 L - J06 NAME: Loper Residence Hideaway Lot 180w- A49 t Q�pFESS/pN Sale: 0.2419 WARNINGS: GENERAL NOTES, unless otherwise noted: AA9 1. Builder and erection contractor should be advised of all Geneml Notes 1. This truss design is adequate for the design parameters shown. Review T C� U S S : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer truss engineer. - 3. All lateral force resisting elements such as temporary and permanent s 2. Design assumes the top entl bottom chords to be laterally braced at DES. BY: AM stab lily bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: - 7/30/2012 - CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(act. 3. 2x Impact bridging or lateral bracing required where shown ++ - 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. p SEQ. : 5255139 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 I D : 345239 ' design loads be applied to any component. and are for -dry condition' of use. 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. 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 8. 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. Dies coincide with joint center lines. III II I I I VIII IIII I II III I III III a 9.Digits indicate size of plate in inches. MiTek USA, Ino./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) "IIII.... = = LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x6 OF SS T2 GENERAL NOTES, unless otherwise noted BC: 2x6 OF SS WEBS: 2x4 OF #1&BTR 1. This truss design is adequate for the design parameters shown. Review TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 12'OC. UON. and approval is the responsibility of the building designer, not the NOTE: 2x4 BRACING AT 24'OC LION FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED truss designer or truss engineer. LETINS: 3-00-00 3-00-00 Connector plate prefix designators: 2. Design assumes the top and bottom chords to be laterally braced at C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = UiTek MT series 7 o.c. and at 10' o.c. respectively unless braced throughout their lenggth by ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA nails staggered at: GUN 9' oc throughout 2x4 top chords, (2) rows at 9' oc throughout 2x6 top chords, (2) rows at 9' oc throughout 2x6 bottom chords, 9' oc throughout webs.' 5. Design assumes trusses are to be used in a non-corfosive environment, •** HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. = w = = M = = 28-06-00 HIP SETBACK 8.00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 0'- 0.0' TO 8'- 0.0' V TC UNIF LL( 100.0)+DL( 125.0)= 225.0 PLF 8'- 0.0' TO 20'- 6.0' V TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 20'- 6.0' TO 28'- 6.0' V BC UNIF LL( 0.o)+DL( 35.0)= 35.0 PLF 0'- 0.0' TO 28'- 6.0' V ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 28'- 6.0' V ADDL: BC UNIF LL+DL= 60.0 PLF 3'- 0.0' TO 21'- 6.0' V TC CONC LL( 373.3)+DL( 466.7)= 840.0 LBS @ 8'- 0.0' TC CONC LL( 373.3)+DL( 466.7)= 840.0 LBS @ 20'- 6.0' ADDL: BC CONC LL+DL= 106.0 LBS @ 14'- 3.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-11-11 2-11 0-08-05 3.07-05 12 3.50 M -5x12 4-05-15 D# 12-06-10 4-11-03 B3G01.11 _ _ ThM ign �ed f�nlpu7_put M SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -192) 2 1-11=( -36) 8268 1- 2=(-9078) 40 15- 8=( -110) 2930 2. 3=( -9030) 38 11-12=( -42) 8268 11- 3=( -12) 128 8-16=( -148) 74 3- 4=(-11252) 154 12.13=(-324) 14386 3.12=( -112) 2852 9.10=(-8710) 54 4- 5=(-10820) 150 13-14=(-324) 14384 12. 4=( 0) 1398 5- 6=(-14454) 304 14.15=(-324) 14384 12. 5=(-3996) 194 6- 7=(-10572) 160 15-16=( -54) 7942 5.13=( 0) 658 7. 8=(-10992) 164 16-10=( -48) 7932 13- 6=( -116) 304 8. 9=( -8662) 52 14. 6=( 0) 670 9-10=( -184) 2 6-15=(-4248) 180 7-15=( 0) 1322 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 4439V -54/ 54H • 5.50' 2.37 OF ( 625) 28' 6.0' 0/ 4278V .54/ 54H 5.50' 2.28 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.211' @ 12'- 0.0' Allowed = 0.919' MAX DL CREEP DEFL = .0.566' @ 12'- 0.0' Allowed = 1.379' MAX TL CREEP DEFL = .0.731' @ 12'- 0.0' Allowed = 1.379' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.566' MAX HORIZ. LL DEFL = -0.047' @ 28'- 0.5' MAX HORIZ. TL DEFL = 0.120' @ 28'- 0.5' Wind: 95 mph, h=20ft, TCDL=15.0,BCDL=4.2, ASCE,7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with.other live loads. 7-11-11 4-04-06 0-08-05 2.11 +840# 1 12 - a 3.50 M -3x7 M -3x12 M -5x12 =M -4x4 T2 � M -4x4 M-300 M -3x10 M -4x8 M=4x8 p 1 - _ 11 12 13 �� 14 15 : 16 _ _ 10 2 p < M -2x4 M-3x1M-3x4 0.25 M -3x12 M -2x4 ::MHS-10x10(S) j106#... 3-05-09 3-07-05 4-11-03 4-07-11 4-09-07 3-07-05 3-05-09 I � "<PL:17-00-12 28-06 JOB NAME: Loper Residence Hideaway Lot 180 - A50 Scale: 0.2721 �,p,QFESS/p L No.t4O801 ^' EXP. 3/31113 O, 713a/lz Q' \1ST �7C ENG, �Q rFOF CALW WARNINGS: GENERAL NOTES, unless otherwise noted A50 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss USS : and Wamings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 7 o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5255140 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corfosive environment, TRANS I D : 345239 design loads be applied to any component. for and are for 'dry condition' or use. 6. Design assumes full bearing at all supports shown. Shim or wedge If 5. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is 6. This design is furnished subject to the limitations set forth by trussa 8. Plates shall be located on both faces of Voss, end placed so their center . TPINVECA in BCSI, capes of which will be furnished upon request oincide dines. tines coincide with joint center lines. III I I I IIII VIII II II II III I III IIII 9. Digits size of plate in - MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �,p,QFESS/p L No.t4O801 ^' EXP. 3/31113 O, 713a/lz Q' \1ST �7C ENG, �Q rFOF CALW JO " A. LU! r'n of u_ nnnn ;0 ign ►� IIIIIIIIIIIIIII SPATMABRICAe(MCMmput�ut LUMBER SPECIFICATIONS TRUSS SPAN 28'- 6.0' CBC2010/IBC2009 MAX MEMBER FORCES 4W6/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 Truss: 1- 2=( -325) 86 1- 8=(-1244) 4016 1. 2=(-4179) 1291 5.11=( •197) 691 -BC: 2x4 OF 418BTR SPACED 24.0' O.C. and approval is the responsibility of the building designer, not the 2- 3=(-4214) 1320 8- 9=(-1243) 4004 8- 2=( -28) 321 11- 6=( -167) 213 WEBS: 2x4 OF #18BTR; 2.2x4 compression web bracing must be installed where shown +. 3- 4=(-3989) 1246 9-10=(-1455) 4652 2. 9=( •167) 138 6-12=( -51) 251 2x6 OF SS A LOADING 4- 5=(-3945) 1260 10-11=(-1455) 4652 9- 3=( -193) 702 6. 7=(-4056) 1331 2. Design assumes the top and bottom chords to be laterally braced at LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(-4169) 1335 11.12=(-1280) 3890 9. 4=( -794) 247 TC LATERAL SUPPORT <= 1210C. UON. OL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -321) 87 12. 7=(-1283) 3899 10. 4=( -62) 462 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF 4-11=( -846) 230 V ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 28'- 6.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC UNIF LL+DL= 20.0 PLF 3'- 0.0' TO 21'- 6.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED ' 0'- 0.0' -634/ 2032V -62/ 62H 5.50' 2.17 OF ( 625) necessary. ,ADDL: BC-CONC LL+DL= •106.0 LBS @ 141- 3.0' 28'- 6.0' -6521 1979V -62/ 62H 5.50' 2.11 OF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L1360, TL=LI240 S: C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. - MAX LL DEFL = 0.135' @ 3.0' Allowed = 0.919' M,M20HS,M18HS,M16 =Mi7ek MT series MAX DL CREEP DEFL = •0.469' @ 14'- 3.0' Allowed = 1.379' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOADS AS GIVEN MAX TL CREEP DEFL = •0.585' @ 14'- 3.0' Allowed = 1.379' TPINYfCA in BCS(, copies of which will be furnished uponrequest: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.469' SINGLE MEMBER AS SHOWN. IIII I I II HANGERS ATTACHED TO BOTTOM CHORD IIII II MAX HORIZ. LL DEFL = -0.047' @ 28'- 0.5' WILL HAVE 1.5° MAX. NAIL PENETRATION. - S.Digits indicate size of plate in inches. MAX HORIZ. TL DEFL = 0.147' @ 28'- 0.5' HANGER BY OTHERS. Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E interior zone, load duration factor=1.6 + Design checked fora 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 9-11 11: 8.06-10 9 11 11 4-09 5 02-11 4-03-05 ' 4-03-05 5-00-15 4-10-12 12 .12 3.50r� M -4x12 M -4x12 a 3.50 M -3x8 M -4x12 M-402 M 2x4 M 2x4 CO y ' 1 8- 9 - 10 . c+a 11 - 12 7 o < _ M -7x8'. M -2x4 t 0.25" M -2x4- MHS -5214 �M-2x4 ' M -7x8 MHS-5x14(S) u f t 1106# 4-09 4-07-04 4-10-12 4-10-12 4;07-04., 4-09. <PL:17-00-12. 28-06 JOB 'NAME: Loper Residence Hideaway Lot 180-- A51 Scale: 0.2997 QROFEss/oNq` JO " A. LU! r'n of u_ nnnn ;0 WARNINGS: GENERAL NOTES, unless otherwise noted: A51 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: - and Warnings before construction mmmem es. and approval is the responsibility of the building designer, not the 2.2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3All lateral form resisting elements such as temporary and permanent .DES 2. Design assumes the top and bottom chords to be laterally braced at . BY: AM stability bracing must be designed by designer of complete structure. T o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5255141 -. 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 I D : 345239 design loads be applied to any component. for and are for -dry condition* of use. 6. Design assumes full beating at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary. 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 8. Plates shall be located on both faces of truss, and placed so their center TPINYfCA in BCS(, copies of which will be furnished uponrequest: lines coincide with joint center lines. (IIIII (IIII IIII I I II II IIIII IIII II III S.Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (Mi7ek) JO " A. LU! r'n of u_ nnnn ;0 IIII bcaie: u.COL- ThMign �ed fMmput1Wut t5= GENERAL NOTES, unless otherwise noted: Truss: A52 • DES. BY: AM DATE: 7/30/2012 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed designer of complete structure. ty 9 9 W 9 P CompuTrus assumes no responsibility for such bracing. 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer." 2. Design assumes the top and bottom chords to be laterally braced at 2`o.c, and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 52551 42 TRANS I D : 345240 ` " r VIII I III III VIII II I I III I III I III - SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 28'- 6.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #188TR LOAD DURATION INCREASE = 1.25 1. 2=( -1) 75 1-11=(0) 3185 1. 2=(-3738) 0 9-10=(-3645) 0 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 2- 3=(-3539) 0 11-12=(0) 4081 3.11=( 0) 937 WEBS: 2x4 OF #18BTR; 3. 4=(-4197) 0 12-13=(0) 3682 11- 4=( -168) 15 2x6 OF SS A LOADING 4- 5=(-3923) 0 13-14=(0) 3997 4.12=( -453) 54 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(-3712) 0 '14-10=(0) 3106 12- 5=( 0) 615 ' TC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-3913) 0 12. 6=( -106) 177 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF _ 7. 8=(-4085) 0 6-13=( 0) 592 8. 9=(-3450) 0 13- 7=( -371) 57 ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 28'-. 6.0' V 9-10=( -1) 75 7-14=( -234) 8 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC UNIF LL+DL= 20.0 PLF 3'- 0.0' TO 21'- 6.0' V 14. 8=( 0) 904 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 106.0 LBS @ 14'- 3.0' - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LETINS: 2.06.00 2-06-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.01 0/ 2032V " -74/ 74H 5.50' 2.17 OF ( 625) REQUIREMENTS OF CBC 2010 NOT BEING MET. 28'- 6.0' 0/ 1978V .741 74H 5.50'• 2.11 OF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOADS AS GIVEN VERTICAL DEFLECTION LIMITS: LL -L/360, TL=LJ240 M,M20HS,M18HS,U16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = 0.136' @ 161- 6.0' Allowed = 0.919` MAX OL CREEP DEFL = -0.443' @ 16'- 6.0' Allowed = 1.379' SINGLE MEMBER AS SHOWN. MAX TL CREEP DEFL = -0.567' @ 16'- 6.0' Allowed = 1.379' HANGERS ATTACHED TO BOTTOM CHORD ' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.443' WILL HAVE 1.5° MAX. -NAIL PENETRATION. MAX HORI2. LL DEFL =-0.040' @ 28"-, 0.5' HANGER BY OTHERS. - MAX HORIZ. TL DEFL = 0.127' @ 28'- 0.5' Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, ` interior zone, load duration factor=1.6 - + . Design checked for a 300 lb concentrated top`.chord j. live load per IBC 2009 due to maintenance workers 11-11 11 4-06=10 ' 11'-11-11 which is non -concurrent with other live loads. - 2-05'0-08-09 " 3-07-14 5-02-04 4-06-10 5-02-04 3''07-14 0-08-09 2-05 ` 12 ,- 12 t .. 3.50 M -4x12- M -7x8 a 3.50 . M ,3x5 M -3x5 ' F a M -2x4 M -2x4 M -3x8 M -3x8 A c `r --,• Y • 1 11 12 13 14.. 10. _ o 0 < M-6x8`M-3x4 0.25' M -3x4 M -3x4 M -6x8 M-5x10(S) - 5-09 5.07-04 5-11-04 � 5-05-08 5-09 � I <PL:17-00-12 L r - 28-06 10P AIARAP - I nnor Roe i rlonr+o Ni rlonminv I n 1 A0 _ Ar.? Q�pfESS1pN, bcaie: u.COL- WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: A52 • DES. BY: AM DATE: 7/30/2012 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed designer of complete structure. ty 9 9 W 9 P CompuTrus assumes no responsibility for such bracing. 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer." 2. Design assumes the top and bottom chords to be laterally braced at 2`o.c, and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 52551 42 TRANS I D : 345240 ` " r VIII I III III VIII II I I III I III I III - 4. No load should be applied to any component unfit atter all bracing and ` fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVTCA in SCSI, copes of which will be furnished upon request MiTek USA, IDC./COfI1pUTfUS Software 7.6.3-$P6(1 L) -E 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition' of use. - 6. Design assumes full bearing at all supports shown. Shim or wedge if " necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center tines coincide with joint center lines. 9. Digits indicate size p ate d in inches. 10. For basic connector plate design values see ESR -1311, ESR -1888 (MiTek) III ! - ThMign Med f�mput�ut SPATES FABRICATORS (MC) LUMBER. SPECIFICATIONS TRUSS SPAN 28'- 6.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( 0) 122 1.11=(0) 3595 1- 2=(-4143) 0 9-10=(-4053) 0 BC: 2x4 OF #18BTR .. _ SPACED 24.0' O.C. _ 2. 3=(-3917) 0 11-12=(0) 3935 3-11=( 0) 555 WEBS: 2x4 OF #18BTR; 3- 4=(-4173) 0. 12.13=(0) 3325 11- 4=( 0) 260 2x6 OF SSA LOADING . DATE ' 7/30/2012 CompuTrus assumes no responsibility for such bracing. 21 8 1 ( 69 3518 LL( 20.0)+DL( 25.0)ONTOP CHORD = '45.0 PSF - - 5- 6=(-3334) 0 14-10=(0) 12.5=0) 647 TC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF 6-'7=(-3547) and are for condi8on' of use. 6. Design assumes full hearing at all supports shown. Shim or wedge if 0 12- 6=( -77) 126 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF 7- 8=(-4075) 0 6-13=( 0) 627 • 6. This design is furnished subject to the limitations set forth by 8- 9=(-3832) 0 13= 7=( -621) 24 • - ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 28'- . 6.0' V _ 9-10=( 9. Digits indicate size of plate inches. 0) 120 7.14=( -19) 188- MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E ADDL: BC UNIF LL+DL= 20.0 PLF 3'- 0.0' TO 21'- 6.0' V- - 14. 8=( .0) 534 LETINS: , 3-00-00 3-00-00 ADDL: BC CONC LL+DL= 106.0 LBS @ 14'- 3.0' BEARING - MAX VERT -MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' O/ 2032V -851 85H 5.50' 2.17 OF ( 625) • REOUIREMENTS OF CBC 2010 NOT BEING•MET. LOADS AS GIVEN 28'- 6.0' 0/ 1978V -851 85H 5.50' 2.11 OF ( 625) Connector plate prefix designators: C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=LI240 S: L M,M20HS,M18HS,M16 = MiTek,MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - MAX LL DEFL 0.132' @ 3.5' Allowed .0.919' - -^ MAX OL CREEP DEFL = -0.458' @ 15'- 3.5' Allowed = 1.379' ... MAX TL CREEP DEFL = -0.570' @ 15'- 3.5' Allowed = SINGLE MEMBER AS SHOWN. w .1.379' RECOMMENDED CAMBER (BASED ON.DL DEFL)= 0.458' _ HANGERS ATTACHED TO BOTTOM CHORD WILL HAVE 1.5' MAX.,NAIL PENETRATION. MAX HORIZ. LL DEFL = =0.041' @ 28'-. 0.5' HANGER BY OTHERS.^ - � - � MAX HORIZ. TL DEFL = 0.130' @ 28'.- 0.5' - - - - - - ., -. .. - ,• Wind: 95 mph, h=20ft, TCDL=IS.O,BCDL=4.2, ASCE 7-05, .. ` Enclosed,Cat.2 Exp .C; MWFRS, - - interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord ' live load per IBC 2009 due to maintenance workers 13.11-11 - 0-06-10 13-11-11 which is non -concurrent with other live loads. - 2-10-12 1-06-02 , 4-04-13 5-02 0-06-10 5.02 4-04-13' 1-06-02 2=10-12 12 12 . 3.50 ' M -4x10 M; 7x8 ` a 3.50 M -3X5 M -3x5 o M 2x4 M -2x4 . . l' M -3x8 M -3x8 < M -6x8 12 - 13. M -3x4 0.25" M -3x4 - - 14 M -3x4 w - M -6x8 10 • o .. .. 1 M-5X8(S) n - 106N , 6.09 6.07-04 1-11-04 �, 6-05-08 6-09 <PL:17-00-12 28-06 Y - JOB NAME: Loper Residence _ Hideaway Lot 180 A53 Scale: 0.2676 co ON10yF �G i .* NO: C76428 _ EXP. 12-31-12 1 Z �q Nit 1 _"N , OF CA! 1F0� WARNINGS: GENERAL NOTES, unless otherwise noted A5 1. Builder and erasion contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3All lateral force resisting elements such as temporary and permanent .DES 2. Design assumes the top and bottom chords to be laterally braced at BY: AM stability bracing must be designed by designer of complete structure. o.c, and at 10' o.c, respectively unless braced throughout their lenggth by . DATE ' 7/30/2012 CompuTrus assumes no responsibility for such bracing. c continuous sheathing such as plywood sheathing(TC) and/or drywa11 BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5255143 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, -dry . TRANS,ID.: 345240 design loads be applied to any component. has for and are for condi8on' of use. 6. Design assumes full hearing at all supports shown. Shim or wedge if - 5. CompuTrus no control over and assumes no responsibility the necessary. fabdcation, 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 8. Plates shall be located on both faces of truss, and placed so their center TPINJfCA in SCSI, copies of which will be furnished upon request Dies coincide with joint center linea. - - III II IIIII II IIIII IIIII III I III III III 9. Digits indicate size of plate inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design ign values see ESR -1311, ESR -1988 (MiTek) co ON10yF �G i .* NO: C76428 _ EXP. 12-31-12 1 Z �q Nit 1 _"N , OF CA! 1F0� IIII .1 - - - - - - S _ ThMign Med fMinput�ut b� WARNINGS: GENERAL NOTES, unless othe SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 28'- 6.0' 1 This buss design is adequate for the design parameters shown. Review fo the des CBC2010/IBC2009 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 1- 2=( 0) 144 1-10=(0) 3641 1- 2=(-4207) 0 BC: 2x4 OF 918BTR SPACED 24.0' O.C. 2- 3=(-3958) 0 10-11=(0):3875 3.10=( 0) 499 WEBS: 2x4 OF #I& BTR; 3. All lateral force resisting elements such as temporary and permanent 3- 4=(-4157) 0 11.12=(0) 3826 10- 4=( 0) 318 2x6 OF SS A stab Gry bradng must be designed by designer of complete structure. LOADING 4. 5=(-3314) 0 12- 9=(0) 3569 4.11=( -919) 5 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(•3314) 0, 11- 5=( 0) 1492 TC LATERAL SUPPORT - 1210C. UON. SEQ. : 5255144_ OL ON BOTTOM CHORD = 7.0 PSF 6- 7=(•4068) 0 11- 6=( -861) 7 BC LATERAL SUPPORT <= 1210C. LON. TOTAL LOAD = 52.0 PSF " 7= 8=(•3880) 0 6-12=( 0) 252 ' - - necessary' 8- , 9=( 0) 141 12- 7=( 0) 481 - LETINS: 3-00-00 3-00-00 7. Design assumes adequate drainage is provided. ADDL: BC UNIF LL+DL= 20.0'PLF 0'- 0.0' TO 28'- 6.0' V 8. 9=(-4125) 0 8. Plates shall be located on both faces of truss, and placed so their center ADDL: BC UNIF LL+DL= 20.0 PLF, 3'• 0.0' TO 21'• 6.0' V Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH C,CN,CI8,CN18 (or -no prefix) = CompuTrus, Inc tines coincide with joint center lines. ADDL: BC CONC LL+DL= 106.0 LBS @ 141- 3.0' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series II I I 01- 0.0' 01 2032V -831 83H 5.50' 2.17 OF ( 625) , I IIII IIII LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 28'- 6.0' 01 1978V -83j 83H 5.50' 2.11 OF ( 625) 9. Digits indicate size plate in inches. REQUIREMENTS OF. CBC 2010 NOT BEING MET. SINGLE MEMBER AS SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 HANGERS ATTACHED TO BOTTOM CHORD BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOADS A5 GIVEN MAX LL DEFL = 0.141' @ 14'• 3.0'Allowed = 0.919' WILL HAVE 1.5° MAX, NAIL PENETRATION. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX DL CREEP DEFL = -0.491' @' 14'• 3.0' Allowed = 1.379' HANGER BY OTHERS. MAX TL CREEP DEFL = -0.611' @ 14'• 3.0' Allowed = 1.379' - + RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.491' s MAX HORIZ. LL DEFL = -0.042' @ 28'- 0.5' A MAX HORIZ.. TL DEFL = 0.131' @ 28'- 0.5' ` - , Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 , Design eper dIBC r20090b 14-03 - " 14-03 ivelload duetoomaintenancencentrated tworkerstl^ which is non -concurrent with other live loads. ' 2-10-12 1-09.11 4-08.07 r 4.10-03 4'-10-03 4-08-07 1-09 11 2-10-12 12 r 12 ` 3.50 r " M -4X6 ,.- a 3'.50 z 5 4�n q M- U5 M -3x5 T • 3.0" M -2x4 ' M-44 M. 3x8 s . M -3x8 rn A A it If 1 10 11 12 .. 9 < M -6x8 M -3x4 0.25" M -3x4 M -6x8 M-5x0(S) . 106# 4.. t 7-01-08. 7-01-08 7-01-08 7-01-08 � L <PL;17-00-12 28-06. .I(1R NAME • I nnor Raizi rlonr-a N1 r1PAlA1A\/ I nt 1 An AFid - - - --- ----- - - - f- - .1 - - - - - - - -- - acme: U.Zgaa WARNINGS: GENERAL NOTES, unless othe A 5 1 Builder and erection contractor be advised of all General Notes 1 This buss design is adequate for the design parameters shown. Review fo the des T (+USS : on co and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2• Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stab Gry bradng must be designed by designer of complete structure. 2' O.F. and at 10' o.c. respectively unless braced throughout their leng9th by DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5255144_ 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 I D : 345240 design loads be applied to any component. - and are for -dry condition' of use., 6. Design assumes full bearing at all supports shown. Shim or wedge it 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 provided. 6. This design is furnished subject to the limitations set torah by 8. 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. tines coincide with joint center lines. IIII III IIII II I I II I I I I I IIII IIII 9. Digits indicate size plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) p IIII - Th> ign Med fMmput�ut SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 28'• 6.0' CBC2010/IBC2009 • MAX NENBEI FORCES 4WR/GDFICq=1.00 ,TC: 2x4 OF g18BTR " LOAD DURATION INCREASE = 1.25 j• 2=( 0) 125 1-10=(0) 3110 1- 2=(•3594) 0 BC: ,2x4 OF k188TR SPACED 24.0' D.C. 3=(-3379) 0 10-11=(0) 3273 3.10=( 0) 364 WEBS: 2x4 OF p18BTR; 3- 4=(•3497) 0 11-12=(0) 3273 10- 4=( 0). 252 2x6 OF SS A' LOADING 4. 5=(-2755) 0 12- 9=(0) 3110 4.11=( •840) 1 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(•2755) 0 11- 5=( 0) 1175 TC LATERAL SUPPORT <= 12'OC. UON. DL ON, BOTTOM CHORD =- 7.0 PSF 6- 7=(•3497) 0 11- 6=( -840) 1 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF 7- 8=(-3379) 0 6-12=( 0) 252 8- 9=( 0) 125 12- 7=( 0) 364 LETINS:- 3-00-00 3-00-00 '. ADDL: BC"UNIF LL+DL='• 20.0 PLF 01- 0.0' TO 28'. 6.0' V 8•'9=(•3594) 0 `- Connector plate prefix designators: r _.-LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - BEARING MAX VERT MAX HORZ BRG - REOUIRED BRG LENGTH - C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. LOCATIONS REACTIONS REACTIONS " SIZE INCHES (SPECIES) . " M,M20HS,M18HS,M16 MiTek MT series 1 01- 0.0' 0/ 1767V .83/ 83H 5.50' 1.88 OF ( 625) .. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 28'- -6.0' OI 1767V -83I 83H .5.50' 1.88. OF ( 625) . AND BOTTOM CHORD LIVE .LOADS ACT NON-CONCURRENTLY.. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.124' @ 141- 3.0' Allowed =: 0.919' ` MAX DL CREEP DEFL = •0.386' @ 14'- 3.0' Allowed 1.379' • # - MAX TL CREEP DEFL = •0.506' @ 14'- 3.0' Allowed = 1.379' RECOMMENDED CAMBER (BASE FL)=, 0.386' E R D ON OL DE 'MAX HORIZ. LL OEFL = -0.037' @ 28'.: 0.5 MAX HORIZ.,TL DEFL = 0.112' @ 281 -0.5 , t Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=4.2 ASCE 7-05,' £ ,Enclosed, Cat.2,.Exp.C,, MWFRS, r , interior zone,,load'duration factor-1.6; , Design,checked fora 300 lb concentrated top chord' i 14-03 2009 live load per IBC due to maintenance.workers which is'non concurrent with other ,live loads.. ~ - 2 10-12 ' 1-09-11 4 OS 0T "`4`-10-03 ` « °r 4.-10-03 4-08-07 1-09-:11'. 2-10-12 r: �, ` <r 12 - 3 50� '+, M'4x6 r -.r. 43.50' • P . M-3x5P M-3x5 ' 3 0" T •� AM 2x4 yM a M-2x4 " 3x8. « 1. s.M 3x8 of J1, A ., ,' A any s CD . 1T.10 ' M a• - r ..11 ; µ .i 0.< 2 12 M3X-6X8 6x8 s _ - M-5x8(S) rIT" "r 7-01-68 ' 7;01-08 n 7-01-08 7-01-08 •#' <PL:17-00-,12 28-06" +... r JOB NAME:'-Loper Residence Hideaway Lot. 180 - A55 crala.I`,a44 r oQXO FESSI ON10yF ' 67 4 8 EXP. 12-31-12 JV JIL 1F CAI VIII _ Thi=Wgn )_ed fl_mputMut b_ GENERAL NOTES, unless otherwise noted: A56 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. - SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 28'- 6.0' truss designer or truss engineer. g 8 2. Design assumes the tap and bottom chords to be ty braced at CBC2010/IBC2009MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF R1&BTR DES. BY: AM LOAD DURATION INCREASE = 1.25 stabil bracing must be designed designer of cora lets structure. stability 9 9 by na P 1. 2=( 0) 107 1.11=(0) 3071 1- 2=(•3539) 0 9.10=(-3538) 0 BC: 2x4 OF f!1&BTR 3. 2x Impact bridging or lateral bracing required where shown ++ _ SPACED 24.0' O.C. 2- 3=(-3343) 0 11-12=(0) 3327 3-11=( 0) 414 WEBS: 2x4 OF qt&BTR; design loads be applied to any component.and for are for condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if . , 3. 4=(-3513) 0 12-13=(0) 2767 11- 4=( -2) 205 2x6 OF SS A LOADING 7- Design assumes adequate drainage is provided. 4- 5=(-2947) 0 13-14=(0) 3327 4.12=( -646) 11 8. Plates shall be located on both faces of truss, and placed so their confer LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(-2771) 0 14-10=(0) 3070 12. 5=( 0) 497 TC LATERAL SUPPORT - 121OC. MON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2961) 0 12- 6=( -92) 111 BC LATERAL SUPPORT - 12'OC. MON: TOTAL LOAD = 52.0 PSF I 7. 8=(-3513) 0 6-13=( , 0) 492 II I I I I I I I I IIIITPINJfCA 8. 9=(-3342) 0 13- 7=( -637) 11 , 9. Digits indicate size of plate in inches. ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 28'- 6.0' V 9-10=( 0) 107 7-14=( -3) 204 14- 8=( 0) 413 LETINS: 3-00-00 3.00.00 16. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL w , REOUIREMENTS OF CBC 2010 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REOUIREO BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 01- 0.0' 0/ 1767V 85/ 85H 5.50' 1.88 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 28'- 6.0' 0/ 1767V -85/ 85H 5.50' A .88 . OF ( 625) Connector plate prefix designators: ,. ' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Ince VERTICAL DEFLECTION LIMITS: LI=L/360, TL=LI240 = -M,M20HS,M18HS,M16 MiTek MT series MAX LL DEFL = 0.116' @ 15'- 3.5' Allowed = 0.919' MAX OL CREEP DEFL = -0.361' @ 15'- 3.5' Allowed = 1.379' MAX TL CREEP DEFL = -0.474' @ 15'- 3.5' Allowed = 1.379' a RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.361' MAX HORIZ. LL DEFL = -0.037',@ 28'- 0:5' t.. o MAX HORIZ. TL DEFL = 0.111' @ 28'-. 0.5' Wind: 95 mph, h=20ft, TCDL=15.0,6CDL=4.2, ASCE 7-05,,, - + Enclosed, Cat.2, Exp.C, MWFRS, ' interior zone, load duration factor=1.6 it Design checked for a 300 lb concentrated top chord 13-11-11 0-06-10 = live load per IBC 2009 due to maintenance workers ,13-1.1-11 which is non -concurrent with other live loads., 2-10-12 '1-06.02 4.04-13 5-02 0-06-10 5-02 4.04-13 1-06-02 2.10-1212 4 3.50 t7 M 4X8' M 7X6: - a 3.50 1 M -3x5 s M -3x5 _ M -2x4- M -2x4 M -3x7. ! F. M -3x7 • o 1 - 11 - -. 12 13.. • 0.25" 14 <.nM -5x8 M -3X4 M -3x4 - M -6x8 M-5x8(S) M -3x:4 ... y L r 6-09 6-07-04 1-11-04 6-05-08 fi-09 a `<PL:17-00-12 28-06 JOB NAME: Loper Residence Hideaway Lot 180 - A56 Scale: 0.2499 , af���i1;6iw-�c NO. C76428 EXP. 12-31-12, //CNl�f� `i 'OF CAL*oi WARNINGS: - GENERAL NOTES, unless otherwise noted: A56 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. - and approval is the responsibility of the building designer, not the . 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. g 8 2. Design assumes the tap and bottom chords to be ty braced at 3. All lateral force resisting elements such as temporary and permanent 2• respectively unless braced throughout their length and at fe• tutu by DES. BY: AM stabil bracing must be designed designer of cora lets structure. stability 9 9 by na P hin continuous sheathing such as plywood sheathing(TC) and/or drywall BC). continuous ). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : - 5255146 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, -dry TRANS I D : 345240 design loads be applied to any component.and for are for condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if . , 5. CompuTrus has no control over and assumes no responsibility the necessary. s fabrication, handling, shipment and installation of components. 7- Design assumes adequate drainage is provided. 6. This design furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their confer in BCSI, copes of which Y411 be furnished upon request tines coincide with joint center lines. IIIIII I I VIII I I I II I I I I I I I I IIIITPINJfCA 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 16. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) af���i1;6iw-�c NO. C76428 EXP. 12-31-12, //CNl�f� `i 'OF CAL*oi VIII M Th�ign �ed fifnput�ut SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS• TRUSS SPAN 28'- 6.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF flt&BTR LOAD DURATION INCREASE = 1.25 1. 2=( -54) 61 1-11=(0) 2959 1. 2=(-3384) 0 9.10=(-3383) 0 BC: 2x4 OF H1&BTR SPACED 24.0' O.C. 2- 3=(-3238) 0 11.12=(0) 3405 3-11=( 0) 503 WEBS: 2x4 OF kt&BTR; 3. 4=(-3501) 0 12-13=(0) 3084 11- 4=( -131) 75 2x6 OF SSA - LOADING 4- 5=(-3260) 0 13-14=(0) 3406 4.12=( •427) 30 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0'PSF 5- 6=(-3089) 0 14-10=(0) 2958 12. 5=( 0) 455 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-3271) 0 12- 6=( -141) 153 BC LATERAL SUPPORT <= 12'OC. LION. TOTAL LOAD = 52.0 PSF 7. 8=(•3500) 0 6-13=( 0) 453 ` 8. 9=(-3237) 0 13- 7=( -418) 30 ADOL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 28'- 6.0' V. 9-10=( -54) 61 7.14=( •134) 73 . NOTE: 2x4 BRACING AT 24'OC UON. FOR 14- 8=( 0) 503 - ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ____________________ REQUIREMENTS OF CBC 2010 NOT BEING MET. BEARING- MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH ` _ 1OCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LETINS: 3-00.00 3=00-00 BOTTOM CHORD CHECKED FOR 1OPSF.LIVE LOAD. TOP 0'- 0.0' 0/ 1767V -74/ 74H ' 5.50' 1.88 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 28'- 6.0' OI 1767V -74/ 74H 5.50' 1•.88 OF (,625) Connector.plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc, AVERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240- = M,M20HS,M18HS,M16 MiTek MT series c t MAX LL DEFL = -0.125' @ 16'- 6.0' Allowed = 0.919' MAX OL CREEP DEFL = -0.365' @ 16'- 6.0' Allowed = 1.379' e • ` MAX TL CREEP DEFL = =0.490' @ ,16'- 6.0' Allowed ,= 1.379' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0:365' ,3 MAX HORIZ.' LL DEFL @ '-0.037' 28'- 0.5' � MAX HORIZ.,TL DEFL = 0.111' @. 28'- 0.5' r Wind: 95 mph, h=20ft, TCOL=I6.O,BCDL=4.2, ASCE 7-05,„ ( Enclosed, Cat.2, Exp.C, MWFRS, . " interior zone, load -duration factor=1.6 Design checked for a 300.1b concentrated top chord live load per IBC.2009 due to maintenance workers 4-06-10 '1}-11-11, ,- which is non-concurrent,with,othen live loads. 2-10-12 0:10-02 3-08-13 '. 4-06• 4-06-10, 4-06 .3-08-13 0.10 02 2-10-12 E ' 12 12 ► ;+ 3.50 t4 M -4X10 M -6x8 l 4 „- a 3.50 1 CA Ca a M -3x5 M -3x5. � . �• /� .. - � • M -2x4 .1 0 , M -2x4 M 3x7 e T M -3x7 r . 1• to o A 4 n i q o' o ' O 1 .h 11 12 13 • c 0.25" 14, .. 10 p . < M 5x8' M 3x4 y` M 3x4 M -3x4 M 5x8 M-5x8(S) • a 5-09 �. 5-07.04 5-11-04 5-05-08 �' 5-09 ` , °<PL:17-00-12 ♦ •Y .. 28 06, '. JOB NAME: Loper Residence' Hideaway Lot 180 -'A57 Boole: 0.2624 Truss: DES. BY: AM ` DATE: 7/30/2012 SEQ.: 5255147 TRANS ID: 345240, 11111111111111111 IIIII I I I II I IIII III r WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2.2x4 compression web bracing must be installed where shown +. - 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. _ 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no central over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copes of which will be furnished upon request. - MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E GENERAL NOTES, unless otherwise noted: - 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the lop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ ' 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for 'dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center tines coincide with joint center lines. " 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIII - ThA �iABRIgn �. WARNINGS: GENERAL NOTES, unlessotherMse noted: A58(_ 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Wamings before construction commences. and approval is the responsibility of the building designer, not the , LUMBER SPECIFICATIONS truss designer or truss engineer. TRUSS SPAN 28'• 6.0' r CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 IF II11TR DES . BY :., AM - LOAD DURATION INCREASE = 1.25 1- 2=( 0) 137 1-10=(0) 3088 1. 2=(•3576) 0 - BC: 2x4 DF g18BTR CompuTrus assumes no responsibility for such bracing. SPACED 24.0' O.C. 2- 3=(-3349) 0 10.11=(0) 3852 3-10=( 0) 489 WEBS: 2x4 OF p18BTR; 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5255148 3- 4=(-3576) 0 11-12=(0) 3852 10- 4=( 0) 505 2x6 OF SS A LOADING 4- 5=(-3396) 0 12- 9=(0) 3088 10- 5=( -543) 9.. TRANS 1 D : 345240 5. CompuTrus has no c ontrol over and assumes no responsibility for the LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF, 5. 6=(-3396) 0 11. 5=( 0) 97 TC LATERAL SUPPORT <= 1210C. UON. necessary. - .. 7. Design assumes adequate drainage is provided. ` DL ON BOTTOM CHORD = 7.0 PSF 6-.7=(-3576) 0 5.12=( -543) 9 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF 7- 8=(•3349) 0 •, 6.12=( 0) 505'; 8- 9=( 0) 137 12- 7=( 0) 488 . -------------------------------- ADDL:.BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 28'- 6.0' V` 8- 9=(-3576) 0 NOTE: 2x4 BRACING AT 24'OC UON FOR ` tines coincide with joint center lines. to ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO .THE SPATIAL - . ^ BEARING MAX VERTMAX HORZ "ERG REOUIREO BRG LENGTH ' ----------- ____ - I III REQUIREMENTS OF CBC 2010 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 9. Digits indicate size of plate inches. 01- 0.0' O/ 1767V -62/ 62H 5.50' 1.88 OF ( 625) 3-00-00 ' 3-00-00 I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 28'- 6.0' 0/ 1767V -62/ 62H 5.50` 1.88 OF ( 625)" 1LETINS: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. t Connector plate prefix designators: (or no prefix) -= CompuTrus, Inc MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ..C,CN,CI8,CN18 M,M20HS,M18HS,M16 MT series MAX LL DEFL = 0.149' @ 14'- 3.0' Allowed = 0.919' }. 9 MAX DL CREEP DEFL = -0.458'. @ .14'- 3.0' Allowed = 1.379', "Allow,ed .MiTek „ MAX TL CREEP DEFL = -0.605' @ 14'- 3:0' = 1.379' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.458' MAX HORIZ. LL DEFL = -0.039' @ - 28' - 0 5 MAX HORIZ. TL DEFL = 0.118' @ 28" 0.5. - • . ( ` k• t • Wind:•95 mph, h=20ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, 4. Enclosed,'Cat.2, Exp.C, MWFRS;- Y. • *' interior zone, load duration factor=1-.6 �' .• ',Design checked for a:300 1b concentrated top chord 1 ' �, * • •live load per IBC 2009 due to.maintenince workers 9-11-11 a18 -O6-10 which is; non -concurrent twith er live loads:. 9 11'11: n °� 2 10 12 .:. ` 1-10 04 - 5-02-11 .a .: ,`n 4-03 05 .` 4`-03 05; T_ 5-02-11 ,:`:' 1 10 04 . _' 2-10-12 ` Y rM -12 y V 3.50'-4 1M • 4X10' M 4x10 r' i� a 3.50 ' {^ r = -3X60. a, M -2X4 M•2x4 " M-30' * a _ s M 3x7 A ~: A C? -- I I c Z 10 0.25" 12 i < M•5x8 �' _ M 2x4 M 3x8 Y'• M 6x8` .. MHS-5x14(S) J} ` 9-04-04 4-10-12 4-10-12 9-04-04 '4 `<PL - 17 00'12 28-06 JOB NAME: Loper Residence Hideaway Lot. 180 - A58 -,Scala; 0.2874 QN10 tib, NO.•C764 8' EXP. 12-31-12 ,oNIL /7Z . q�OF CAI.! WARNINGS: GENERAL NOTES, unlessotherMse noted: A58(_ 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Wamings before construction commences. and approval is the responsibility of the building designer, not the , 2. 2x4 compression web bracing must be Installed where shown *. truss designer or truss engineer. • 3. All lateral force resisting elements such as temporary and permanent . 2- Design assumes the top and bottom chords to be laterally braced at DES . BY :., AM - stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their len th continuous sheathing such as plywood sheathing(TC) and/or drywall?BC).Dy DATE:,,, 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ . 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. SEQ. : 5255148 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment, design loads be applied to any component, and are for -dry condition- of use. TRANS 1 D : 345240 5. CompuTrus has no c ontrol over and assumes no responsibility for the 6. Design assumes full bearing at ell supports shown. Shim or wedge if ,- ` fabrication, handling, shipment and installation of components. necessary. - .. 7. Design assumes adequate drainage is provided. ` 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 - TPINVTCA in SCSI, copes of which will be furnished upon request tines coincide with joint center lines. to I II I II VIII I III III III 9. Digits indicate size of plate inches. IIIIII I I VIII MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E : 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) QN10 tib, NO.•C764 8' EXP. 12-31-12 ,oNIL /7Z . q�OF CAI.! IIII Th ign j ed f MmputlMut t= SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 28-06-00 HIP SETBACK 8-00-00 FROM END WALL CBC201O/IBC20O9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) 1. 2=( '-58) 54 1-11=(-220) 6124 1- 2=(-6974) 252 9-10=(-6976) 252 2x6 OF SS T2 2- 3=( -6746) 242 11.12=(-578) 10944 3.11=( •76) 2308 BC: 2x4 OF #18BTR LOADING 3. 4=( •8544) 302 12-13=(-578) 10950 11- 4=( 0) 792 WEBS: 2x4 OF #18BTR; TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 0' 0.0' TO 8'- 0.0' V 4- 5=( -8216) 292 13-14=(-578) 10950 11. 5=(-3078) 322 2x6 OF SS A TC UNIF LL( 100.0)+DL( 125.0)= 225.0 PLF 8'- 0.0' TO 20'• 6.0' V 5- 6=(-10962) 568 14-10=(-220) 6126 5.12=( 0) 248 TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 20'- 6.0' TO 28'- 6.0' V 6 - 7=( -8222) 292 12- 6=1 -196) 222 TC LATERAL SUPPORT <= 1210C. LION. BC UNIF LL( 0.0)+DL( '35.0)= 35.0 PLF 01- 0.0' TO 28'- 6.0' V 7. 8=( -8546) 302 13- 6=( 0) 218 BC LATERAL SUPPORT - 1210C. LION. 8. 9=( -6748) 242 6-14=(-3060) 318 TC CONC LL( 373.3)+DL( 466.7)= 840.0 LBS @ 8'- 0.0' 9-10=( -58) 54 7.14=( 0) 758 -- --- -- ------ ------ -- ----- --- TC CONC LL( 373.3)+DL( 466.7)= 840,0 LBS @ 20'-, 6.0' ,14- 8=( -76) 2310 ----------------------------------- NOTE: 2x4 BRACING AT 24'OC LION. FOR ALI, FIAT TOP CHORD AREAS NOT SHEATHED .LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _ BEARING MAX VERT MAX HORZ BAG. REQUIRED BRG LENGTH ____________________• REQUIREMENTS OF CBC 2010 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0,0' -57/ 3465V -54/ 54H 5.50' 1.85 OF ( 625) LETINS: '3-00-00 3-00-00 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 28'- 6.0' -57/ 3465V •54/ 54H 5.50' 1.85 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required, MAX LL DEFL = 0.209' @ 16'• '7.7" Allowed = 0.919' M,M20HS,M18HS,M16 = MiTek MT series'din together 2 ply with 3'x.131 DIA GUN MAX DL CREEP DEFL = -0.463' @ 16'- 7.7' Allowed = 1.379' nails staggered at: MAX TL CREEP DEFL = -0.660' @ 16'- 7.7' Allowed = 1.379' (2) rows at 9' oc throughout 2x6 top chords, 9' oc throughout 2x4 top chords, RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.463'. _ _ 9' oc throughout 2x4 bottom chords, MAX HORIZ. LL DEFL 0.062' @ 28'- 0.5' 9' oc throughout 2x4 webs, .MAX HORIZ. TL DEFL = 0.151' @ 28'- 0.5' ( 2) rows at 9' oc throughout 2x6 webs. Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, ✓ interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which As non -concurrent with other live loads. 7-11-11 -12-06-10 7-11-11 2-10-12 0-06.13 3-09-01 4-05=15 4-11-03 3-10.09 4-06-02 0-06-13 2-10-1212 - 840# _ 840# 12 r 3.50-Q 3.50 r M. W2 M 3x6 ' ~:M -3x10 M -4x12 - ✓. .. ' i M -2x4 T2 M -2x4 M -3x7 + M 3x7' S OI I A - -/ . i. ,AC. 1 _ 11 .. 12 13 - 14 - 10 C) .. < M -6x8 M -3x10 M -3x4' 0.25" M-300 M -6x8 MHS -504(S) 7-00-13-03 03 4 07 11 4-09-07 7-00-13 <PL:17-00-12 28-06 .Inn KIARA F - I nna r Rac i rlanra Hi dinniAlav I nt 1 An _ Ar;Q oaOFE ONS. WARNINGS: GENERAL NOTES, noted: A59 1. Builder and erection contractor should be advised of all General Notes is adequate uaterfor the 1. This buss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer,. not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectivey unless braced Nroughout their lenggth by continuous sheathing such es pywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 - CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown - - 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. SEQ. : 5255149 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 I D : 345240 design loads be applied to any component. - and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 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 -. 6. This design is furnished subject to the limitations set forth by 8. Plates Shall be located on both laces of truss, and placed so their center f truss, a in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. III III I VIII I III II I III I I I III IIIITPINVECA 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.3-SP6(1 L) -E- to. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VIII �. ) SPABRI)2(MC mputlMut LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0' ICOND. 2: 200.00 P F DRAG LOAD. TCr- 2x4 OF q1&BTR LOAD DURATION INCREASE = 1.25 Wind: 95 mph, h=15ft, TCOL=15.0,8COL=4.2, ASCE 7-05, BC: 2x4 DF H1&BTR SPACED -24.0' D.C. WEBS: 2x4 OF q1&BTA Enclosed, Cat.2, Exp.C, MWFRS, LOADING interior zone, load duration factor=1.6 TC LATERAL SUPPORT <= 12'OC. MON: LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF BC LATERAL SUPPORT <= 1210C. MON. DL ON BOTTOM CHORD = 7.0 PSF Truss designed for wind loads in the plane of the truss only. ' TOTAL LOAD = 52.0 PSF Staple or equal at non-structural Design checked for a 300 lb concentrated top chord vertical members (uon). '" i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL live load per IBC '2009 due•te maintenance workers REQUIREMENTS OF CBC 2010 NOT BEING MET. which is non -concurrent with other live loads. Connector plate prefix designators: . - C,CN,CI8,CN18 (or no prefix) = CompuTrus, Incr x BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP _, - Truss designed for 4x2 outlookers. M,M20HS,M18HS,M16'= MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT, NON -CONCURRENTLY. 2x4 let -ins Of the same size and 6-066-06 grade of structural top chord. Insure r tight fit at each end of let -in.- • ' Connect with M -3x5 at each end and .: 12 r '12 M•2x4 at center of board (u.o.n.). 3.50 . . a 3,50 ^ M -4X5 Note:Truss design requires continuous * bearing wall for entire span UON. + v 4 0" r F -2 r r r ♦ I c M -3x6 '�. ., M 3x6 a f a f x rip a 3' C K o . I Ll J < 4 _ o-` M 3x10 s 41L r } 7. ''M-2x4,M 2x4 a� �' ,. �: ,.:r •tom- 'f` �,.. :;� r, wfy ;" ', C���-. •� � � :� f 6-06 14 <PL:.10-00 7.12 ., 13x00, ' JOB NAME: Loper Residence Hideaway Lot 180 A60 Scale: 0.5086 oQaOFE i 10 NO. C764 8 EXP, -12-31-12" 7�. o�j•Z OF CAL* WARNINGS GENERAL NOTES, unless otherwise noted: A60 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review : .and Wamings before construction commences. - and approval is the responsibility of the building designer, not the •.TrUS$ , 2. 2x4 compression web bracing must be installed where shown truss designer or truss engineer. - 3.- All lateral force resisting elements such as temporary end permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. • 2' o.c. and at 10' o.c. respectively unless braced throughout their lanQgU by, DATE: 7/30/2012 • CompuTrus assumes no responsibility for such bracing. connuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2.1 mpact bridging or lateral bracing required where shown + a 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. ' • SEQ. : 5255150 ' 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: 345240 design bads be applied to any component. .and are for 'dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge If . 5. Compation,, has nocontrol over and assumes nerespfor necessary. _ handling, shipment and installation of componepomality fabrication, nts. 7. Design assumes adequate drainage is provided, _ 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 - TPINVTCA in SCSI, copies of which will be furnished upon request e lines coincide with joint center lines. to VIII I III I III I II I IIII VIII III III 9. Digits indicate size of plate inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-Z 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) i 10 NO. C764 8 EXP, -12-31-12" 7�. o�j•Z OF CAL* r �; Th Mn 'Aad flmput�ut t= WARNINGS: SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR LOAD DURATION INCREASE = 1.25 1.2=(-1127) 261 4-5=(-2537) 2593 4-1=(-856) 95 5.3=(-900) 1697 BC:. 2x4 OF k188TR SPACED 24.0' O.C. 2-3=(-1127) 261 5-6=(-2537) 2593 1.5=(•900) 1697 3.6=(•856) 95 WEBS: 2x4 OF N188TR - 5-2=(-176) 43 ' • LOADING , TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH BC LATERAL SUPPORT <=.12'OC. MON. OL ON ,BOTTOM CHORD = - 7.0 PSF LOCATIONS REACTIONS REACTIONS' SIZE INCHES (SPECIES) continuous sheathing such as plywood sheathing(TC) and/or drywall(6C). 3. Ze Impact bridging or lateral bracing required where shown ++ TOTAL LOAD = 52.0 PSF 0'- 0.0' -58/ 890V -2600/ 2600H 5.50' 0.95 OF ( 625) Connector plate prefix designators: 5255151 SEQ. : ! - 13'• 0.0' -581 890V -26001 2600H 5.50' 0.95 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL design loads be applied to any component. - for M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF CBC 2010 NOT BEING MET. VERTICAL DEFLECTION LIMITS. LL=L/360, TL=L/240 -• ++- i BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = •0.009' P. 6'- 6.0' Allowed = 0.403' • - AND•BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX DL CREEP DEFL = -0.022' @ 6'• 6.0' Allowed = 0.604' MAX TL CREEP DEFL = -0.030' @ 6'• 6.0' Allowed = 0.604' ' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.024 r MAX HORIZ. LL DEFL = 0.021' @ 12'- 10.3- 06 - $ O6_ -MAX HO TL DEF = . MAX RIZ. L 0 021' @ 12'• 10 3' CO D. :.200.00 PLF DRAG LOAD. �. s ' 12 X ' 3.50 o ` " , 12 Wind: 95 mph, h=15ft, TCDL=IS.O;BCDL=4.2, ASCE 7-05, a 3 50 t. I VIII Enclosed, Cat.2; Exp C, MWFRS; II I II IIII interior zone, load duration factor=l.6 > •• c M -4x5' - . : s' •. Design checked for a 300 lb concentrated top chord cats size plate in inches. 9. -Digits sic ' live load per IBC 2009 due.to maintenance workers . which is non•concurrent,with other live loads:. � •t .,` ,, . A I I ,. ' ir. Ve',at •n o 'ty ; c „ ', ' M 3X6 ` M -3X6 �T � � ' � � , 3" y • ` ` F , - i M' f ry - y� t7-�.. '�.,tr '1 d Y � � � ,'y 'l` � .•it S J �C• r " ,� .. �. - 1� i.' _.y# lr .° f 4 to" .;}F• O +a r•• O � t' IIM-4x47. IM -WO, ' ..r �+ 1 I'M -4x4 k r > .` .,fir.• met '<�� T � x � t i � ti � .a - 1.. F _ f • 2 T ' n• ,. 6 06 ..6-06} F' <PL:"10-00-12' ,'- 13-00 x JOB NAMEr. Loper Residence Hideaway Lot 180 - A61 =e�=,e n �;;, �Q4of�ssro r .r WARNINGS: GENERAL NOTES, noted: - - �� 1 1. Builder and erection contractor should be advised of all General Notes is adequate 1. This truss design is adequate for the design parameters shown. Review uaterfor the Truss: and Warnings before construction commences. g approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +,- wss detugner or truss engineer. ' 3. All lateral force resisting elements such as temporary and permanent - 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed designer of complete structure. ry g 9 W 8 P 2' o.c. and at 10' o.c. respectively unless braced throughout their length by , DATE • 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(6C). 3. Ze Impact bridging or lateral bracing required where shown ++ 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. 5255151 SEQ. : ! - 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, r� C A TRANS I D : 345240 design loads be applied to any component. - for - and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it S.CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and installation of components. 7 Design assumes adequate drainage is 6. This design is furnishetl subject to the limitations set forth by t truss, a 8. Plates shall be located an both faces of truss, and placed so their center TPINVTCA in BCSI, copes of which will be furnished upon request. tines ci indtle with joint cooter lines. IIIIII I I VIII I II I II IIII VIII IIII IIII cats size plate in inches. 9. -Digits sic MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L) -E '1Oor basic connector plate design values see ESR -1311, ESR -1988 (MiTek) .F p .r IIIIIIIIIII III - 11�,� Th:=ign Ifted fM,-P- W -t (M SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 41VR/GDF/Cq=1.00 ' TC:. 2x4 OF k18BTR - 'LOAD DURATION INCREASE = 1.25 -1- 2=( •747) 880 6. 7=( -29). 45 - 6. 1=( •646). 442 8- 4=(-1646) 332 BC: 2x4 OF k18BTR Truss: SPACED 24.0' O.C. 2. 3=( •862) 1263 7- 8=( -50) 0 1. 7=(-1485) 1360 4- 9=( -339) 349 WEBS: 2x4 OF d18BTR - -2. 2c4 compression web bracing must be installed where shown :. - - - - - 3. 4=( •340) 675 8. 9=(-1019) 1795 7, 2=(-1086) 552 9- 5=(-1075) 1880 2. Design assumes the top and bottom chords to be laterally braced - LOADING 4- 5=(-1292) 452 9-10=( •959) 554 2- 8=(-1823) 1441 5.10=( •912) 235 TC LATERAL SUPPORT <= 1210C. UON. CompuTrus assumes no responsibility for such bracing. LL( 20.0)+DL( 25.0) ON TOP CHORD = - 45.0 PSF - 8- 3=( -706) 0 BC LATERAL SUPPORT <= 12'OC. UON. SEQ. : 5255152 OL ON BOTTOM CHORD = 7.0 PSF 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, - o TRANS I D : - design loads be applied to any component. for .. TOTAL LOAD = 52.0 PSF - 345240 BEARING MAX VERT -MAX HORZ ERG REOUIRED BRG LENGTH , Staple or equal at non-structural - . 6. This design is furnished subject to the limitations set forth by LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - vertical members (uon). ADDU TC UNIF LL{DL= 20.0 PLF 13'- 0.0' TO 20'- 0.0' D - 01- 0.0' -396/ 690V -32/ 47H 161.50' 0.74 OF ( 625) T ADDU TC UNIF LL+DL= 20.0 PLF 13'- 0.0' TO 20'• 0.0' D 6'• 4.3' -119/ 861V -1488/ 1413H 161.50' 0.92 OF ( 625) Connector plate prefix designators: IIIII I I IIII 13'- 0.0' 0/ 1439V •3680/ 3746H 161.50' 1.54 OF (625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 26'• 0.0' -199/ 949V -1026/ 572H 5.50' 1.01 OF ( 625)' ' 'M,M20HS,M18HS,M16 =MiTek M series : - REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 TRUSS NOT SYMMETRICAL. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.019' @ 19'- 4.7' Allowed = 0.403' MAX DL CREEP DEFL = -0.025' @ 19'• 4.7' Allowed = 0.604' ORIENTATION AS SHOWN. _ - - - MAX TL DEFL = •0.036' @ 191- 4.7' Allowed = 0.604' - - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.123' • - .. LOADS AS GIVEN .. - .. MAX HORIZ. LL DEFL = 0.012' @ 25'- 10.3' MAX HORIZ. TL DEFL = -0.016' @ 25'- 10.3' .. This truss does not include any time dependent } 'deformation for long term loading (creep) in the total load deflection. The building designer r sh 11 verifythat this parameter fits with the 13-00 '"`-• 13-00 intended usof this coponent. •+, f[COND. `a 20 200.00 PLF +[' ' �. 6-07-12 6-04-04 /,.. - 6-04.-04 - 6-07-12 ' r ,r ,+' Wind:. 95 mph, h=15ft, TCDL=I5.O,BCDL=4.2, ASCE 7-05, Enclosed, Cat.?, Exp.C, MVYFRS, . interior zone, duration factor=1.6 '+ r" M -4X5 -load Truss designed for wind loads in the, -plane of the truss only. 12.- M 3x 3x5 5 3 4 'M ;« 1 Design checked for a 300 lb concentrated top chord - + - .. .. 3.50 �� . 1 - +• �• . •• - •.,.. - .^ live load per IBC 2009: due to maintenance workers M -3x5 M -2X4 M -2X4 S..+ which is non -concurrent with.other live loads. . - M -3x6 2, M -3x5 - - - - . • Trusstlesigned for 4x2 outlookers. 2x4 -let -ins M -3X5 M -3x5 of the.same size and grade as structural top m E chord. Insure tight fit at each end of let -in. o ` Outlookers must•be cut with care and are ' .'M -3x5 - M -2x4 permissible at inlet board areas only. o . I + M 4x5 ° -M-2.5x4 or equal•at,non-structural diagonal inlets: M -3X5+ M -3x6. M-30 t: , CD co < 10 M -6x6 9 0,25" M 3x7. M 2x4 M -3x5+ M -2x4 M-6x8(S) i 6.04-04 6-07-12 6-07-12 6=04.04 v •<PL:10-00-12 r 26-00 IOR NAMF - . I nnpr RPS i dPnrP Hi dpawnv Int -1 An' ARS t 09.06ESS16 �SONIOyF .* NO. C7154 8 EXP. 12-31-12 J)t�� OF CALLUFO�� - - WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Wamings before construction commences. and approval is the responsibility of the building designer, not the -2. 2c4 compression web bracing must be installed where shown :. truss designer or truss engineer. 3All lateral force resisting elements such as temporary and permanent .DES 2. Design assumes the top and bottom chords to be laterally braced . BY: AM stability bracing must be designed by designer of complete structure. eat 7 o.c. end at 10' o.c. respectively unless braced throughout their length by DATE • 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2> Impact bridging or lateral bracing required where shown + + 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. ' SEQ. : 5255152 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, - o TRANS I D : design loads be applied to any component. for and are for "dry condition' of use. - 6. Design assumes full bearing at all supports shown. Shim or wedge if - 345240 5. CompuTrus has no control over and assumes no responsibility the fabrication, handling, shipment and installation of components. necessary. 7, Design assumes adequate drainage is provided. - . 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 TPIAVrCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. II I III II IIIII I I IIII I I IIII III 9. Digits indicate size of plate in inches. .IIII MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-Z 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �SONIOyF .* NO. C7154 8 EXP. 12-31-12 J)t�� OF CALLUFO�� IIII nu5lUuiiLTu nJLUt!dWdy LUL 10U �' • _ ThAlWign �ed foomputimut WARNINGS: - SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' 1. This truss design is response for the design parameters shown. Review Truss : CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H18BTA and approval is the responsibility of the building designer, not the LOAD'OURATION INCREASE = 1.25 - 2. 2x4 compression web bracing must be installed where shown +. 1.2=( -26) 129 6-7=(0) 2021 1.6=( -222) 5 8.4=( -237) 61 BC: 2x4 OF N18BTR SPACED 24.0' O.C. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 2-3=(-2063) 0 7-8=(0) 1619 6.2=(-2318) 0 4.9=(-2318) 0 WEBS: 2x4 OF N18BTR continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). DATE • 7 / 30 / 201 2• CompuTrus assumes no responsibility for such bracing. 3-4=(-2063) 0 8.9=(0) 2021 2-7=( -237) 61 9-5=( -222) 5. - LOADING 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5255153 4,5=( -26) 129 7-3=( 0) 429 TC LATERAL SUPPORT - 12'OC. UON. LL( 20.0)+OL( 25.0) ON TOP CHORD = 45.0 PSF design loads be applied to any component. has for 3-8=( 0) 429 BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF - fabrication,, handling, shipment and installation on of components. 7, Design assumes adequate drainage is provided. TOTAL LOAD = 52.0 PSF BEARING MAX VERT MAX HORZ BAG REOUIREO BAG LENGTH Connector plate prefix designators:- - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL a 01- 0.0' 0/ 1352V •105/ 105H 5.50' "1.44 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF CBC 2010 NOT BEING MET. 26'- 0.0' 0/ 1352V -105/ 1O5H 5.50', 1.44 , OF ( 625) VIII BOTTOM CHORD CHECKED FOR 1OPSF.LIVE LOAD. TOP II I -LI VERTICAL DEFLECTION LIMITS: LL=L/360, TL- 240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.055' @ 13'- 0.0' Allowed = 0.836' r MAX DL CREEP DEFL = -0.132' @ 13'- 0.0' Allowed = 1.254' MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E MAX TL CREEP DEFL = -0.187' @ 13'- .0.0' Allowed 1.254' r RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.132' y • MAX HORIZ. LL DEFL = 0.024' @ 25'- 8.5' i MAX HORIZ. TL DEFL = 0:061' @ 25'- 8.5' f ' Wind:'95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, ` " interior zone load oad duration factor=,1.6 Y gcheckedr0bconcentrated topchord iveloadperIBC20 9duetomaintenancewo lworkers 13-00 13-00, which is non -concurrent with other live. loads. {•., r - 6-06 6-06 6-061 =6-06 .� 12 12, '3.50 177-7 M -4x5 a 3.50 * 4.0" •t s M -3x8` 5"M 3x8 - 3... M 2x4 M -2x4 00 e CO < M -3x8 M -3x8 0.25" M -3x4 M-5x6(S). , y ` 8-09-03 8-05-11 8 09 03 �<PL:10 00-1226-00 , Juts NAIVM; LU uf- nu5lUuiiLTu nJLUt!dWdy LUL 10U - MOO • Scale: 0.260E WARNINGS: - GENERAL NOTES, unless otherwise noted: - A63- 1. Builder and erection should be advised of all General Notes 1. This truss design is response for the design parameters shown. Review Truss : construct and Warnings before construction commences. .. and approval is the responsibility of the building designer, not the - 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES.: BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed b designer of complete structure. ry 9 9 Y 9 P continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). DATE • 7 / 30 / 201 2• CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ,. - 4.' No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5255153 fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a non -corrosive environment, ' - TRANS I D : 345240 design loads be applied to any component. has for and are for -dry condition' of use. 6. Design assumes full beating at all supports shown. Shim or wedge if " - 5. CompuTrus no control over and assumes no responsibility the - fabrication,, handling, shipment and installation on of components. 7, Design assumes adequate drainage is provided. ' 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 TPINJfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center tines. to (IIII IIII III VIII I I I III 111111111 II I I IIII 8. Digits indicate size of Plate inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) QapF O� �SONIOyF Fti0 * ""ANO. C7668 r - EXP. 12-31-12 //CMI OF CAS \F / � M ThiMign I_ed f4wfnputImut t_ IIIIIIIIIIIIIII SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 24'- 1.4' CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF g18BTR LOAD DURATION INCREASE = 1.25 Truss: 1-2=( -34) 111 6-7=(0) 1509 1-6=( -215) 4 8-4=( -266) 54 BC: 2x4 OF g18BTR SPACED 24.0' O.C. antl approval is the responsibility of the building designer, not the 2-3=(-1616) 0 7-8=(0) 1381 6-2=(-1825) 0 4-9=(-2118) 0 WEBS: 2x4 OF R18BTR 2. 2.4 compression web bracing must be installed where shown +. 3-4=(-1916) 0 8-9=(0) 1844 2.7=( -112) 90 9.5=( -222) 5 LOADING 4-5=( -26) 129 7-3=( 0) 259 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 3-8=( 0) 508 BC LATERAL SUPPORT - 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown . + TOTAL LOAD = 52.0 PSF BEARING MAX VERT MAX HORZ ERG REOUIRED ERG LENGTH Connector plate prefix designators: SEQ. : 5255154 LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0 0/ 1254V -105/ 1 0 5 H 11.00' 1.34 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REOUIREMENTS OF CBC 2010 NOT BEING MET. 24'- 1.4' O/ 1254V •105/ 105H 5.50' 1.34 OF ( 625) . - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP• VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ' 7. Design assumes adequate drainage is provided. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.042' @ 161- 3.7' Allowed = 0.758' 8. Plates shall be located on both faces of truss, and placed so their center MAX DL CREEP DEFL = -0.102' @ 16'- 3.7' Allowed = 1.137' I1AX TL CREEP DEFL = x0.144' @ 16'- 3.7' Allowed = 1.137' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.102' in BCSI, copies or which will be furnished upon request lines coincide with joint center lines. MAX HORIZ. LL DEFL = 0.018' @ 23'- 9.9' III I III II MAX HORIZ. TL DEFL = 0.047' @ 23'- 9.9' I I II I I III IIIITPINVECA Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, 9. Digits indicate size of plate in inches. Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord ' 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) live load per IBC 2009 due to maintenance workers 11-01-06 13 00 which is non -concurrent with other live loads. . ° 5-10-14 5-02-086-06 6-06 12 12c'. 3.50E-- M -4x5 a 3.50. a 3 M -3x7 ' M -3x7 M -2x4 CD + e ; 9-2x4 cm cc g,... <6 M -4x5. �� 0.250 M -3x4 ' M -3x8 M-5x6(S):. 8-06-01 7-09-11 7-09-11 - ,.. <PL:10-00-12 24-01-06 , JOB NAME: Loper Residence Hideaway Lot 180 -. A64•Q9-OFESSIO Scale: 0.2728 • ��Q- ONIOyF ti0 .* NO. C76428 EXP. 12.31-12 �i C1Vi'l_ .P q OF CAI-�F%� WARNINGS: GENERAL NOTES, unless otherwise noted A64 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. antl approval is the responsibility of the building designer, not the 2. 2.4 compression web bracing must be installed where shown +. truss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stab ti oredn must be des' nod a desi nor o1 cora late structure. ty 9 r9 Y A D Z o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown . + - 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5255154 fasteners are complete and at no time should any leads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, �] TRANS I D : 345240 design loads be applied to any component. has for and are for 'dry condition' of use. BDesign assumes full bearing at all supports shown. Shim or wedge it . S. CompuTrus no control over and assumes no responsibility the necessary. 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 8. Plates shall be located on both faces of truss, and placed so their center in BCSI, copies or which will be furnished upon request lines coincide with joint center lines. III III I III II II II I I II I I III IIIITPINVECA 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) • ��Q- ONIOyF ti0 .* NO. C76428 EXP. 12.31-12 �i C1Vi'l_ .P q OF CAI-�F%� VIII ll - Th�ign =,ed f ' fnput�ut WARNINGS: GENERAL NOTES, unless otherwise noted: - - A65 1. Sunder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 20'- 7.8' s CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: ,`2x4 OF k18BTR LOAD DURATION INCREASE = 1.25 All lateral force resisting elements such as temporary end permanent h as temporary 1.2=( -48) 81 6-7=( 0) 746 1.6=( •172) 2 4-8=( -247) 36 " BC: 2x4 OF g18BTR SPACED 24.0' O.C. 2' O.P. and at 10' o.c. respectively unless braced throughout their lenggth by 2-3=(-1069) 0 7.8=( 0) 1541 6-2=(-1187) 0 8-5=( 0) 1486 'WEBS: 2`X4 DF N18BTR continuous sheathing such as plywood sheathing(TC) and/or drywall BC)., 3. 2x Impact bridging or lateral bracing required where shown ++ 3-4=(-1106) 0 8-9=(-77) 119 2-7=( 0) 328 5-9=(-1028) 0 + LOADING fasteners are complete and at no time should any loads greater than 4-5=(-1648) 0 7-3=( 0) 266 . TC LATERAL SUPPORT <= 12'OC. UO N. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 7.4=( •648) -0 BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF - fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided TOTAL LOAD = 52.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0' 0/ 1082V -105/ 108H 11.00' 1.15 OF ( 625) M,M20HS,M18HS,U16 = MiTek UT series R REQUIREMENTS OF CBC 2010 NOT BEING MET. _ 20'• 7.8' 0/ 1066V -105) 108H 5.50' 1.14 DF (:625) coincide with joint center lines. BOTTOM CHORD.CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 . - III AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY: IIII MAX LL DEFL -0.027' @ 131- 11.6' Allowed = 0.643' VIII II I IIII MAX OL CREEP DEFL = -0.065' @ 13'- 11.6' .Allowed = 0.964'. 9.. Digits indicate size of plate in inches. - MAX TL CREEP DEFL = -0.093' @ 13'- 11.6' "Allowed = 0.964', r RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.065' / .. MAX HORIZ. LL DEFL = 0.008' @ 20'• 6.1'. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) MAX HORIZ. TL DEFL 0.020' @ 20'• 6.1. kr, • , ' Wintl: 95 mph, h=15ff; TCDL=I5.0,BCDL=4.2, ASCE 7-05., rt 4 7-07.13 13-00 Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, .; . • 3-07 4-00-13 - • , 6-0-05 6-08 11 b esign checked fora 300 lb concentrated top chord t . • live load per IBC 2009 due to maintenance workers r 12 12 which is non -concurrent with other live loads. 3.50 IIM 4X4 < a 3.50 - ' • -{ ,� �• - .. � _ M• -3x5" ,. ,, ri M -3x5' r «-y M 4x4 °. LJ M -3x4.. 0.25 M•5x8(S) ,. 7-07.13 6-06-13 6-05-03 µFS <PL:10 -00-1.2 .. L �, •. "} `" 20-07-13 JOB NAME: -Loper Residence Hideaway Lot -180` - A65 99.0fEssro Scale: 0.3199 Q O� �SON10 "Q: C764 8 EXP. 12-31-12 71- - 7� CfVI\� •P ll ' WARNINGS: GENERAL NOTES, unless otherwise noted: - - A65 1. Sunder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 13. All lateral force resisting elements such as temporary end permanent h as temporary 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by complete structure. 2' O.P. and at 10' o.c. respectively unless braced throughout their lenggth by 7/30/2012 ' CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall BC)., 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No toad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. 5255155 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 I D : 345240 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it ompaT a has no control over and assumes no responsibility for the 5. m necessary. - 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 1 8• Plates shall be located on both faces of truss, and placed so their center TPINJfCA in SCSI, copes of which will be furnished upon request.lines coincide with joint center lines. IIII IIII III VIII IIII II VIII II I IIII _ 9.. Digits indicate size of plate in inches. - MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) O� �SON10 "Q: C764 8 EXP. 12-31-12 71- - 7� CfVI\� •P III U.;11J1 • ,T WARNINGS: _ Th_ign Med fMfnput�ut 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review (-•USS :: Warnigs before construction commences. ' -. and approval is the responsibility of the building designer, not the 2: 2x4 compression web bracing must be installed where shown +. SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS • TRUSS SPAN 17'• 2.2' DATE: ' 7/30/2012 CompuTrus assumes no responsibility for such bracing. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 OF g188TR - - - -, - •' LOAD DURATION INCREASE = 1.25 + ' _ ,. -,-- + S E Q . : 5255156 ' - SEQ. 1-' 2=( -888) 0 5-.7=(-94) 72 5- ,1=(-1105) 0 7- 9=( 0) 1290 ,.. BC: 2x4 DF N18BTR and are for -dry condition' of use. 8: Design assumes lull bearing at all supports shown. shim or wedge if SPACED 24.0. O.C. 5. CompuTrus no control over and assumes no responsibility the 2- 3=( -912) 0 6. 8=( 0) 0 1- 7=( 0) 973 3- 9=(-338) 39 WEBS: 2x4 DF k18BTR ` 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 3- 4=(-1436) 0 8. 9=( 0) 50 8- 7=( 0) 85 9- 4=( 0) 1287 III III I I III I II I I I III 111111111 ILII y LOADING MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector. plate design values see ESR -1311, ESR -1988 (MiTek) 9.10=(-85) 116 .7-.2=( -214) 38 .4-10=(-916) 0 - TC LATERAL SUPPORT <= 1210C. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD .= 45.0 PSF 7- 3=( -591) 0 BC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF - TOTAL LOAD .52.0 PSF - BEARING. MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH_ Connector plate prefix designators: LOCATIONS _ REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL:,TC CONC LL+DL= 300.0 LBS @ 3'- 5.0' - 01• 0.01. 0/ 1136V -94/ 108H 11.00' 1.21 OF ( 625) ' M,M20HS,M18HS,M16 = MiTek MT series- - - - .17'• 2.2' 0/ 952V .94/ 108H .5.50' 1.02 OF ( 625) �. - LIMITED STORAGE DOES NOT APPLY DUE TOTHE SPATIAL ' y - ' - REOUIREMENTS OF CBC 2010 NOT BEING MET. ,. ..` VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 _ BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - LOADS AS GIVEN MAX DL MAX LL DEFL = •0.019' @ 10'- 7.0' Allowed = 0.527 CREEP DEFL = -0.053' @ 10'-. 7.0' Allowed = 0.791-. - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - MAX TL CREEP DEFL = -0.073' @ 10'- 7.0' Allowed = 0.791' - - RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.053', _ 4-02-04' 13-00 ' - -f MAX HORIZ. LL DEFL =- 0.004' @ 0'- 1.7' • 4-02-04 6-06 ; • MAX HORIZ. TL DEFL = 0.009' @ 17'-' 0:5'-' - 300 1-06 Wind: 95 mph,'h=15ft, TCOL=I5.0,13CDL=4.2, ASCE 7.05, 12 12 Enclosed, Cat.2; Exp.C, MWFRS, - I. ` '•3.50 -�7 V a 3.50 ..interior zone, load duration factor=l.6 - Design checked for'a 300 lb concentrated top chord - IIM-4X4 - ,• + 1 d d to to ce live load per IBC 2009 due maintenance workers _which is non -concurrent with other live loads.. r , 7. M -3X5 e i 2.0• err M -3x5 ` �>,..• -� -,r ,. .. M -'5x8 'd` M.3x5mM 4 . 4 -. ' 2x4 > `1. � - ~ O cr) '76 - 9 10 _' M 2x4 -3 provide support .j ,. � • . -'- � ;-'., 4-00-08 �• J t,1 v � ,r : L 4' - � <PL:10-10-04 L ... .., 0.11-08 3-02-12 6-06 -06 '0=11-08 16-02-12 r• ' 3 01 13-01-12 4 w a '>PL'10-00 17-02-04 12 - r, If1R AI�II�F • I nnar Rac i rlanra N i rlaa►n/av Int 1 R(l _ f ARR Q�Ofessto , --- U.;11J1 • ,T WARNINGS: GENERAL NOTES, unless otherwise noted: A66.:.nand 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review (-•USS :: Warnigs before construction commences. ' -. and approval is the responsibility of the building designer, not the 2: 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. ' . ' DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure.. ' 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: ' 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or tlrywall BC). 3. Dc Impact bridging or lateral bracing required where shown ++ - 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. + S E Q . : 5255156 ' - SEQ. 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 I D : 345240 design loads be applied to any component. has for and are for -dry condition' of use. 8: Design assumes lull bearing at all supports shown. shim or wedge if - - 5. CompuTrus no control over and assumes no responsibility the . necessary. � • fabrication, handling, shipment and installation of components. L Design assumes adequate drainage is provided. - 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 TPIANTCA in SCSI, copies of which will be furnished upon request. ", tines coincide with joint center lines. III III I I III I II I I I III 111111111 ILII y 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector. plate design values see ESR -1311, ESR -1988 (MiTek) 0 to aY �Ai1;6i1!ryc� y,<, � .* NO. C76428 EXP. 12-31-12' SOF CALIF IIIit ThMigRISPATES CAMB(MC�mput�ut 1� LUMBER SPECIFICATIONS TRUSS SPAN 13'• 8.7' CBC2010/IBC2009 MAX MEMBER FORCES 4WRIGOF/Cq=1.00 TC: 2x4 DF #188TR LOAD DURATION INCREASE = 1.25 1. 2=( -62) 26 6- 8=( -28) 447 1. 6=( •102) 69 8.10=( 0) 901 ' BC: 2x4 OF #IBBTR SPACED 24.0' O.C. 2- 3=( -69) 0 7. 9=( 0) 0 6- 3=(-1005) 0 4-10=(-260) 38 WEBS: 2 x 4 OF #I& BTR Truss: 3. 4=( •548) 0 9-10=( 0) 33 3- 8=( 0) 369 10. 5=( 0) 895 and approval is the responsibility of the building designer, not the LOADING 4- 5=(-1010) 0 10-11=(•127) 111 9. 8=( 0) 75 5-,11=(•715) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 8. 4=( -515) 0 BC LATERAL SUPPORT - 1210C. UON. OL ON BOTTOM CHORD = 7.0 PSF stability brach must be designed designer of complete structure. ty 0 r9 by 0 P - TOTAL LOAD = 52.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIREO BRG LENGTH Unbalanced live loads have been LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) considered for.this design. ADOL: TC CONC LL+DL= 250.0 LBS @ 2'- 6.0' 01- 0.0' 0/ 930V -136/ 108H 11.00' 0.99 DF ( 625) 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 345240 13'- 8.7• 0/ 747V -136/ 108H 5.50 0.80 DF ( 625) ' Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5. CompuTrus has no central over and assumes no responsibility the C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc - REOUIREMENTS OF CBC 2010 NOT BEING MET. r - VERTICAL DEFLECTION LIMITS: LL=L�360, TL=L�240 M,M20HS,M18HS,M16 = MiTek MT.series _ LOADS AS GIVEN - MAX LL DEFL = -0.011' @ 7'• 11.2' Allowed = 0.412' 8. Plates shall be located on both faces of truss, and placed so their center BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX DL CREEP DEFL = -0.030' @ 7'• 11.2' Allowed = 0.617' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY- NON -CONCURRENTLY.- MAX TL CREEP DEFL = •0.041' @ 7'• 11.2' Allowed = 0.617' f ---T - RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.030' 0 08-11 13-00 TPINVECA in SCSI, copies of which will be furnished upon request' lines coincide with joint center lines. , e IIIII I I MAX HORIZ. LL DEFL = 0.003' @ - 0'- 3.5' - 1-05-12 5-08-04 5-10 y MAX HORIZ. TL DEFL 0.006' @ 13'- 6.9' III IIII `Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4.2, ASCE 7.05, 12 x Enclosed, Cat.2, Exp.C, MWFRS, a 3.50_ r ,, interior zone, load duration factor=1.6 ., 12 " 250# Design checked for a 300 lb concentrated top chord ` • 3.50 MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E live load per IBC 2009 due to maintenance workers I IM -4x4. is no - current with oth load whichnon-concurrent other live s. M -2x4 1„ + eo M -3x5 0 a r LO + r M -5x8: .' M 3x5 .t M-' 30 c 6 rn �. o .. } 1 e ,.. . 0 c 9 M 2x4 :. 3x "M- 8 M 2x4 11 >- r - a • ` 2-02-07 i t >PL:10-00-12 0-11-0&04-11 5-08-04' . 5-08-04 " • x.'^ 0-11-08 12-09-03 L K 4 -1-02-15 ` 11-06-04 F <PL:10-10-04 13-08-11 JOB NAME: "Loper Residence Hideaway Lot 180 -' A67 �' �o>Essrg 'Y�. Scale: 0.2778 �Q ; 0NI0yF tib, No: c�ba EXP, 12-31-za 12 V-1-30 s)q NIIL 1AF OF CALIF/� WARNINGS: GENERAL NOTES, noted: �� 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review uaterfor the is adequate Truss: - and Wamings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top end bottom chords to be laterally at DES. BY : AM stability brach must be designed designer of complete structure. ty 0 r9 by 0 P ho t their 2' o.c. end at to' hin such a ply unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) endlor drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5255157 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 : 345240 design bads be applied to any component. far and are for 'dry condition* of use. 6. Design assumes fall bearing at all supports shown. Shim or wedge if 5. CompuTrus has no central over and assumes no responsibility the fabrication, handling,necessary. shipment and installation of components. - 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set fold by 8. Plates shall be located on both faces of truss, and placed so their center TPINVECA in SCSI, copies of which will be furnished upon request' lines coincide with joint center lines. , IIIII I I I IIIII I II I I IIIII IIIII III IIII 9. Digits s inches. con size MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E palate 10. For basic connector plate design values see ESR -1311, ESR -1888 (MiTek) sic 0NI0yF tib, No: c�ba EXP, 12-31-za 12 V-1-30 s)q NIIL 1AF OF CALIF/� IIII w _ Th'ign Med f�MPUt�out t - SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS ", TRUSS SPAN 7'- 6.7' 1COND. 2: 200.00 PLF )RAG LOAD, TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.25 Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4.2, ASCE 7.05; 2x4 OF 210OF T1 SPACED 24.0' O.C. Enclosed, Cat.2, Exp.C, MWFRS, BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR LOADING interior zone, load duration factor=1.6. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF TC LATERAL SUPPORT <= 12'OC. LION. DL ON BOTTOM CHORD = 7.0 PSF Truss designed for wind loads in the plane of the truss only. 8C LATERAL SUPPORT <= 12'OC. LION. SF. TOTAL LOAD = 52.0 PSF- Design checked for a 300 lb concentrated top chord Sta le or equal at non-structural: + Staple p q LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL- live load per ISC 2009 due to maintenance workers vertical members (uon). REQUIREMENTS Of CBC 2010 NOT BEING MET. _ which is non -concurrent with other live loads. Connectorlate prefix designators: P P 9 BOTTOM CHORD CHECKED ! FOR IOPSF LIVE LOAD. -TOP y Truss designed for 4x2 outlookers. 2x4 let -ins C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.` of the same size and grade as structural top M,M20HS,U18HS,M16 = MiTek MT series, " 7-06-11 chord. Insure tight fit at each end of let -in.. - Outlookers must be cut with care and are 12 permissible at inlet board areas only. " ! d 3.50 Note:Truss dgn requires continuous •, 4 M -2X4` " bearing wallesifor entire span MON, ' M -3x5 rl • 0 4x M 3X6 'M 3x5 • r n r �. +.�'.. t � � � • ! a <•`M-�X6• ^ °� M LX6 1 �' ( + �, ! <PL:10-00-.12 ^7-06-11 JOB NAME: Loper'Residence Hideaway Lot 180 - A68 Scale: 0.5487 Qa %C1 ' • WARNINGS: - GENERAL NOTES, unless otherwise noted: !^ .1' ��ONIO " • Truss: A68 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. ' 1. This buss design is adequate for the design parameters shown. Review ' and approval is the responsibility of the building designer, not the truss designer or truss engineer. G fn 2. 2x4 compression web bracing must be installed where shown *. 3. All lateral force resisting elements such as temporary and permanent r .2. Design assumes the top and bottom chords to be laterally braced at 2• 10' unless braced throughout their ten&qth by - DES. BY : AM - stability bracing must be designed by designer of complete structure: o.c. and at o.c. respectively confinuous sheathing such as plywood sheathing(TC) and/or drywall(BC). h1 /� A O DATE ' 7/30/2012 - CompuTms assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ NO, _ 7� C Vv 8 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. - - Cvr3 1 ry�.� — ^ C SEQ. dJ Z 551 58 � , fasteners are complete and at no time should any loads greater than - design loads be applied to any component. .5. Design assumes trusses are to be used in a non -corrosive environment, and are ford condition' of use. " GAr G G - ! 1 / o A CC TRANS I D : 347 Z4Q 5. CompuTms has no control over and assumes no responsibility for the L' 8. -Design assumes full bearing at all supports shown. Shim or wedge if - / - fabrication, handling,shipment and installation of co P mponeoIs, 6. This design is furnished subject to the limitations set forth by necessary- 7. Design assumes adequate drainage is provided. S. Plates shall be located on both faces of truss, and placed so their center p -+ 'i Q ' TPINVTCA in SCSI, copies of which will be furnished upon request.' lines coincide with joint center lines. ' OF``A(_�` III I IIII II I II III III IIII II I IIII MiTek USA, lnc./COfrIpUTNS Software 7.6.3-$P6(1 L) -E 9. Digits indicate size ofplate in inches. _ 10. For basic connector p plate design values see ESR -1771, ESR -7988 (MiTek) y IIII WARNINGS: GENERAL NOTES, unless otherwise noted: ThMign Med f�mput�ut t' 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the and Warnings before construction commences. PP p ry 0 9 - 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. SPATES FABRICATORS (MC) LUBBER SPECIFICATIONS 12-00-00 HIP SETBACK 5-06-00 FROM END WALL stability bracing must be designed designer of corn lets structure. 2o.p. and at 10' o.c. respectively unless braced throughout their length by ty 9 9 by 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).' CBC2010/I8C2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.OD TC: 2x4 OF #18BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) 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. 1. 2=( -51) 35 1. 9=(0) 1289 1. 2=(-1679) 0 2x6 OF SS T2 design loads be applied to any component. and are for "dry condition" of use. 2. 3=(-1495) 0 9-10=(0) 2001 3- 9=( 0) 769 BC: 2x4 OF #18BTR LOADING fabrication, handling, shipment and installation of components. necessary. 7. Design assumes drainage is provided. 3- 4=(-2053) 0 10- 8=(0) 1289 9- 4=( -233) 53 WEBS: 2x4 OF #18BTR; TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 0'- 0.0' TO 5'- 6.0' V 4. 5=(•2007) .0 9. 5=( -110) 123 2x6 OF SS A TC UNIF LL( 75.0)+DL( 93.8)= 168.8 PLF 5'- 6.0' TO 6'- 6.0' V 5- 6=(•2025) 0 5.10=( -246) .50 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 61- 6.0' TO 12'- 0.0' V 6- 7=(-1496)- 0 10- 6=( 0) 747. . BC LATERAL SUPPORT <= 1210C. LION.BC UNIF LL( 0.0)+DL( 26.2)= 26.2 PLF 01- 0.0' TO 12'.. 0.0' V `. 7- 8=( -50) 35 7- 8=(-1680) 0 • TC CONC LL( 165.0)+DL( 206.2)= 371.2 LBS @ 5'- 6.0'• ' TC CONC LL( 165.0)+DL( 206.2)= 371.2 LBS @ 6'- 6.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LETINS: 1-06-00 REACTIONS REACTIONS SIZE INCHES (SPECIES) " ,. �1-06-00LOCATIONS LIMITED STORAGE DOES NOT APPLY DUE TO THE'SPATIAL " 01- 0.0' 0/ 1108V •40/ 40H 5.50' 1.18 OF ( 625) REQUIREMENTS OF CBC 2010 NOT BEING MET. 12'- 0.0" 0/ 1108V -40/ 40H 5.50' 1.18 'DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ` AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.041''@ 6'- 6.0' Allowed = '0.369' Connector plate prefix designators: r-C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc - MAX DL CREEP DEFL = -0.089' @ 6'- 6.0' Allowed = 0:554' M,M20HS,M18HS,M16 _ MiTek MT series q MAX TL CREEP DEFL = •0.129' @ 6'- 6.0' Allowed = 0.554 5-05-11 r• • ! 1 00 10 5-05-11 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.089' , 1 r MAX HORIZ. LL DEFL = 0.008' @ 11'• 6.5' 1-05-07 0.09-01 3-03-02. 1-00-10 "s, _3-03-02 0-09-01 1-05.07{ MAX HO TL DEFL = 0:021' @ it', 6.5' ' R IZ. 371.20# 4 �, , 5�„ Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=4.2, ASCE'7-05, 12 12' Enclosed, Cat.2, Exp.C, MWFRS, 3.50 ti 371 20# a 3 50 ' interior zone; load duration factor=1.6 * •. tWr -Design checked for a 300 lb concentrated top -chord at �• , `:.." f " live load per IBC 2009 due to maintenance workers :r. 4 r ,which is non- concurrentwith other live loads. ,M 4x6 -. <" � M -8X8 2x4. M T2 �` M •2x4 ` s �. 1 " M 3x5 ,_ xb M -3x5 r k k{ ' , A 1 .O ` :<' M'3x8 i ,M -3x8 - M -3x6 `• -0:30 a , `' ' <PL:16-0 -00� . �. % • 4-06-13 -r -t ` 3-00-02 - " '4-05-01 u c - 12-00 JOB NAME: Loper Residence Hideaway Lo't 180 = A69-Scale:D:4778. - OQaOFES& Truss : h V Ill, DES. BY: AM DATE: 7/30/2012 SEQ.: 5255159 TRANS ID: 345240 Qk SON10 F2 ala ,��pycO. NO. C764 8. EXP. 12-31-12 %/3o/4Z i . SOF WARNINGS: GENERAL NOTES, unless otherwise noted: I 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the and Warnings before construction commences. PP p ry 0 9 - 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at stability bracing must be designed designer of corn lets structure. 2o.p. and at 10' o.c. respectively unless braced throughout their length by ty 9 9 by 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).' CompuTrus assumes no responsibility for such bracing. 13. 2x Impact bridging or lateral bracing required where shown ++ • 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 loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, 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. Design assumes full bearing at all supports shown. Shim or wedge if y fabrication, handling, shipment and installation of components. necessary. 7. Design assumes drainage is provided. -. limitations sato 6. This design is furnished subject to the set forth by - 8. Plates shall be located ted on both faces of truss, and placed so their center TPIANfCA in BCSI, copes of which will be furnished upon request. tines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek). ' Qk SON10 F2 ala ,��pycO. NO. C764 8. EXP. 12-31-12 %/3o/4Z i . SOF �SONIOyF ti�� IIII M on M M GENERAL NOTES, unless otherwise noted: - A710 ThMign �ed f�mput_put 1. This truss design is adequate for the design parameters shown. Review - Truss: and Warnings before construction commences. . and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. SPATES FABRICATORS (MC) 2. Design assumes the top and bottom chords to be laterally braced at LUMBER SPECIFICATIONS stability bracing must be designed by designer of complete structure.. TRUSS SPAN 15'- 11.5' DATE: 700/2012 : CompuTrus assumes no responsibility for such bracing. CBC201O/IBC2OO9 MAX MEMBERFORCES 4WR/GDF/Cq=1.00 y. TC:. 2x4 DF 111BTR 4. Installation of truss is the responsibility of the respective contractor.. LOAD DURATION INCREASE = 1.25 fasteners are complete and at no time should any loads greater than - - 1- 2=(-1304) 1266 6- 7=(-4416).5360 1- 5=( 0) 0 3- 8=( -446) 523 design loads be applied to any component has BC: 2x4 OF 918BTR - SPACED 24.0' O.C. `+ 2- 3=(-1935) 978 7. 8=(•3780) 4734 1- 6=(.-248) 19 3-10=(-4298) 3150 7. Design assumes adequate drainage is provided. WEBS: 2x4 OF 9l&BTR; ' 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 - 3- 4=(-1307) 1306 8. 9=( 0) 0 6- 2=(-3668) 2522 8.10=(•3785) 4748 ` 2x6 OF SS A; LOADING 2. 7=(•1814) 1988 4-10=( -214) 5 • 2x8 SP,M-23 B III LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF VIII 7- 3=(•3027) 3031 . I (IIII VIII II OL ON BOTTOM CHORD = 7.0 PSF - TOTAL LOAD = 52.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH _ TC LATERAL SUPPORT <_ 12'OC. UON. MiTekUSA, Inc.lCompuTrusSottware7.6.3•SP6(1L)-E� LOCATIONS REACTIONS REACTIONS, SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. MON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' '-1369) 2375V -7341/ 7341H 5.50' 2.53 OF ( 625), REQUIREMENTS OF CBC 2010 NOT BEING MET. 15'- 11.5" • -1383/ 2360V -7341/ 7341H 5.50' 0.80 SP (1975) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) =•CompuTrus, Inc - 80TTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS; LL=LI360, 7L=1/240 M,M20HS,M18HS,M16 MiTek HT series y AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.047' @ 51- 4.5' Allowed = 0,501' ' t -MAX OL CREEP DEFL = -0.023'.@ 5'- 8.1' Allowed = 0.752'• MAX TL DEFL = -0.062' @ 51- 4.5' Allowed = 0.752' RECOMMENDED CAMBER (BASED ON OL,DEFL)=,0.023' a; MAX HORIZ. LL DEFL = 0.064' @ 0 '5.5' MAX HORIZ. TL DEFL = 70:071' @ 0'- 5:5' t - This truss does not, include any time dependent deformation for long term loading (creep) in the + . rs°•: total load deflection. The building designer • S 04 09 5-02-09 5 04-05 shall verify.that this parameter fits with the - intended use of this components ,. ' - 12 -.� ;• ' - .' . - COND: 2:'460.00 -PLF DRAG LOAD. - 5.. r_ r 0.25,- L1 + A - +. V9ind: 95 mph, h=15ft, TCDL=I5.O,BCDL=4.2; ASCE 7-05,s Enclosed,Cat.2, Exp.C, MWFRS,. ` ? interior zone, load duration-factor=1.6. M -3x6 ' Design,checked-for,a 300 lb"concentrated top chord -` 'live ` M 5x14 , M -5X8 M -2x4 3 ! r load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads: CIJ ;+ •�' r - M 10x14 * - - '• ,.y rp.r .6 _ 7 .ter - 8, 'z 1+� +4. ... 1 �f ' < M -5x8 a M-50, - M 3x12 t n • r 1' ' / > « 'providensupport ,r, >P.L: 0-05-08 5-02-09 5-00-13 5-02-09 ` <PL: 9-00-12 15-11-08 JOB, NAME: Loper Residence Hideaway Lot, 180 - A70 -+r °Scale : 0.3295 0FESS10 - " o9 �SONIOyF ti�� WARNINGS: GENERAL NOTES, unless otherwise noted: - A710 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review - Truss: and Warnings before construction commences. . and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateml form resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure.. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 700/2012 : CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown • + y. 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.. SEQ. 5 2551 60 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, �] A TRANS I D : 345240 design loads be applied to any component has and are for "dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if - 5. CompuTrus no controlsibil over and assumes no responity for the " fabrication, handling, shipment and installation on of components. 7. Design assumes adequate drainage is provided. 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 - TPIANfCA in BCSI, espies of which will be furnished upon request.lines coincide with joint center lines. , III II II I (IIII VIII I I (IIII VIII II I IIII 9. Digits indicate size of plate in inches. MiTekUSA, Inc.lCompuTrusSottware7.6.3•SP6(1L)-E� fO.Forbasicconnectorplate design values see ESR-1311,ESR-1988(MiTek), �SONIOyF ti�� _ ThMiBRIgn TORS mpu> put SPATES LUMBER SPECIFICATIONS - TRUSS SPAN 15'- '4.5' CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H1&BTR LOAD DURATION INCREASE = 1.25 - _ t 1.-2=(-100) 0 5-6=(-13).878 1-4=( 0) 0 2-7=(-1002) 0 " BC: 2x4 OF tt1&BTR SPACED 24.0' O.C. 2-3=( -51) 15 6.7=(-13) 878 1.5=(-293)-22 7.3=( -281) 6 WEBS: 2x4 OF H1&BTR; 5-2=(-919) 0 ` 2x6 OF SSA LOADING2.6=( 0) 307 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF• TC LATERAL SUPPORT <= 12 -OC. LION. • DL ON BOTTOM CHORD 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BC LATERAL SUPPORT 2= 12'OC. UON. i1 TOTAL LOAD 52.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0' 0.0' 0/ 767V .,-88/ 102H 5.50' 0.82 OF ( 625) Connector plate prefix designators: _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL i 15'- 4.5' 0/ 791V -88/ 102H 5.50' 0.84 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus,'Inc' - REQUIREMENTS OF CBC 2010 NOT BEING MET: M,M20HS,M18HS,M16 = MiTek MT series _ • BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD: TOP . _ - �. 1. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. = Allowed 40 0.723' VERTICAL DEFLECTION LIMITS: LL L/360,- -.MAX LL DEFL -0.014' @ 7' 8:2' -Allowed MAX DL CREEP DEFL -0.035' @ 7'-. 8.2' MAX TL CREEP DEFL 0.049' @ 7'- 8.2' Allowed = 0.723' , • RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.035' ` MAX HORIZ. LL DEFL = 0.006' @ 0' 5.5', s +t 7-08-04 " 7-08-04 MAX HORIZ. TL DEFL = 0.016' @ 15' 1:0' -• - � in 95 mph, h-15ft CD -15 BCDASCE- • r`-• i. 1 ' ' Enclosed, Cat.2,TExp C'.OMWFRS-4.2 • M -3x10 , ,0.25 1-2 k interior zone, load duration factor.=l.6 Wind: a " esigo c top D hacked for 300 lb concentrated chord, live load per IBC 2009 due to maintenance workers r. which is non -concurrent with other live loads. . 1 s M 2X4 M'3x' _ Arl c• s x s `t s o -- , 3x4 r - M 2x4 ty M 3X4 - s ' 0-05-08[ 7-02-12 7-08-04 } ,<PL: 9-00-12 15-04-08 J JOB NAME: 'Loper Residence Hideaway Lot 180 - Crala• n .'tAfiq A71 = oQ'P.ofEss�o' ONIOyF Fy�� .* NO. C764 8 EXP. 12.31-12. S OF CA1-\F0! • • - WARNINGS: - GENERAL NOTES, unless otherwise noted: - - " ATI 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review . T r U S S : end Warnings before construction commences.. '2. and approval is the responsibility of the building designer, not the and 2x4 compression web bracing must be installed where shown *. designer or truss engineer.. 3. All Lateral force resisting elements such as temporary and permanent Z. Design assumes the top and bottom chords to be laterally braced at DES. BY: , AM stability bracing must be designed designer of complete structure. ry 9 9 W 9 P c o.c. and et 10' o.c. respectively unless braced throughout their lenggthby sheathing such as sheathing(TC) and/or drywall(BC). - ). DiiTE ' 7/30/2012 ' CompuTrus assumes no responsibility for such bracing. - .continuous plywood 3. 2x Impact bridging or lateral bracing required where shown * + 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. C�x C ' S E0 . : 5255161 - fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, •design TRANS I D . 345240 loads be applied to any component. for and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the .. - fabrication, handling, shipment and installation of components:necessary. 7. Design assumes adequate drainage is provided. - 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 TPIANfCA in SCSI, copies of which will be furnished upon request.. lines coincide with joint center linea to IIIIII I III II II II III I III I I II IIII 9. Digits Indicate size of plate inches. MiTek USA, Inc./CompuTrus Software 7.6:3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ONIOyF Fy�� .* NO. C764 8 EXP. 12.31-12. S OF CA1-\F0! • VIII - - ThA �iABRIgnTORS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 5.5' CBC2010118C2009 MAX MEMBER FORCES 4WRIGDFICq=1.00 TC: 2x4 OF q1&BTR LOAD DURATION INCREASE = 1.25 - 1- 2=(-2464) 0 5. 6=(-4405) 4512 5- 1=(-1127) 0 3. 8=(•1066) 0 BC: 2x4 OF k1&BTR SPACED 24.0' D.C. 2- 3=(-3040) 0 6. 7=( -987) 4776 1- 6=( 0) 2825 8- 4=( 0) 2518 WEBS: 2x4 OF H1&BTR; 3. 4=(-2259) 0 7- 8=(-1395) 4844 6-. 2=(-1096) 0 9- 4=(-1090) 0 2x6 OF SS A LOADING 8. 9=(-4367) 4550 2- 7=( •899) 859 4-10=( 0) 0 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 7- 3=( -679) 1026 TC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF - BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF BEARING MAX VERT MAX HORZ ERG ,REOUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE. INCHES (SPECIES) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0' Of 1163V -4492/ 4492H 5.50'- 1.24 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc , REOUIREMENTS OF CBC 2010 NOT BEING MET. 22'• .5.5' 1131V -44921 4492H 5.50' 1.21 - OF ( 625) M,M20HS,U18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ' VERTICAL DEFLECTION•LIMITS: LL=LI360, TL=LI240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.104' @ 11'• 1.5' Allowed = 0.718' ' MAX OL CREEP DEFL 0.252' @ 11'- 1.5' Allowed = 1.077' ` MAX TL CREEP DEFL 0.356' @ 11'- 1.5' Allowed = 1.077' x RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.252' MAX HORIZ. LL DEFL = 0.065' @ 0'- 9.7' MAX HORIZ. TL DEFL = -0.091' @ 0'- 1.7' COND. : 200.00 PLF DRAG LOAD. - - } - - -Wind:-95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, s Enclosed, Cat..2, Exp.C, MWFRS, interior zone, load duration factor=l.6 t 1' Design'checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 12-00 10-00 which is non -concurrent with other live loads.: Y 7-05-08 7-06° 7-06 ♦ • t 12 f' 0.25 • .10 M-4X12 � -r: M 3x5 M-3x8(S)r M' -3x5 r `M=3x10 ` ' r � A ' N + r M I 1 1 f+ ; .r• 3 < M 5x6 M 3x10 : 0.25" M 3x10 M 5x6 r J r{ z MHS-,5x14(S) - 5-08-04 L 5-05-04 5-05-04' 5-10-12 z L �• 1 <PL:11 00 12 22 05 O6 k JOB NAME: Loper Residence Hideaway Lot 180 A72 'Scale• 0,333, �oQR°F.ESNq` a WARNINGS: _ - GENERAL NOTES, - � � is ade uatotherwise thenoted: 1. Builder antl erection contractor should be advised of all General Notes 1. This Wss design is adequate for the design parameters shown. Review T (•• u S $ : 12 DES. BY: : AM DATE • . " 7/30/2012 and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral farce resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at stabil bracing must be designed is b designer o complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by . stability 9 0 Y 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). CompuTrus assumes no responsibility for such bracing. 3, 2x Impact bridging or lateral bracing required where shown ++ _ _ ,• SEQ. : 5255197 TRANS I D : 345241* 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any toads greater than ` 5. Design assumes trusses are to be used in a non -corrosive environment, 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. Design assumes full bearing at all supports shown. Shim orwedge if fabrication, handling,shipment and installation of components, necessary.- sP W 7. Design assumes adequate drainage is provided. 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 , - III II I III II VIII II II I I I /III /III /III TPIANTCA in SCSI, copies of which will be furnished upon request Dies coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) - _ ThMign �ed fjWInput@WUt !r SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 22'- 5.5' CBC2010/IBC2009 MAX MEMBER FORCES_ 4WR/GDF/Cq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE.= 1.25 (Non -Rep) 8 < M 3x8 < �' M 3x4 1- 2=( -26) 24 7. 8=( -6) 4650 ,1- 7=( -220) 80 4-10=( -400) 140 BC: 2x6 DF SS SPACED 24.0' O.C. M-7x6(S) - 2- 3=(-4814) 0 8- 9=( -8) 6036 7. 2=(•4940) 0 10- 5=( -28) 2192 WEBS: 2x4 OF #18BTR L T �• 08': 5-04 5-05-12 3. 4=(-4620) 150 9-10=( -8) 6038 2- 8=( 0) 986 5-11=(-3606) 156 LOADING w DATE • 7/30/2012 '. 4- 5=(-4616) 150 10.11=(-160) 3006 8- 3=(-1308) 38 11- 6=( -184) 54 TC LATERAL SUPPORT - 12.00. UON. ADDU TC UNIF LL(, 20.0)+DL( 25.0)= 45.0 PLF 0'- 0.0' TO 22'- 5.5' V 5- 6=( -30) 14 3- 9=( 0) 562 BC LATERAL SUPPORT <=,12'OC. UON. ADDL: TC UNIF LL( 20.0)+DL( 25.0)= 45.0 PLF 0'- 0.0' TO 22'-` 5.5' V 3-10=(-1560) 0 5. CompuTrus has no control over and assumes no responsibility the ADDL: 8C UNIF LL(" 43.7)+DL( 70.0)= 113.7 PLF 0'- 0.0° TO 3'- 1.9' V 7, Design assumes adequate drainage is - Connector plate prefix designators: ADDL: BC UNIF LL( 38.3)+DL( 61.2)= 99.5 PLF 14'- 10.6' TO 22'- 5.5' V BEARING MAX VERT MAX HORZ , ERG REQUIRED BRG LENGTH C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 22'- 5.5' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) M,M20HS,Ml8HS,M16 = UiTek MT series - • ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 22'-, _5:5'-V' - 01- 0.0' -60/ 2156V .. -49/ 55H 5.50' 1.15 OF ( 625) I III II VIII II II III 22'- 5.5' -129/ 2438V -49/- 55H 5.50' 1'.30 OF ( 625) III ( 2 ) complete trusses required. - - ADDL: TC CONC 350.0 LEIS @ 19'- 0.0' Join together 2 ply with 3'x.131 DIA GUN ADDL: BC CONC LL+DL= 199.0 LBS @ 5'--- 4.4' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=LI240 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) nails staggered at: ADDL: BC CONC LL+DL= 199.0 LBS @ 7'- 5.0' LOADS AS GIVEN MAX LL DEFL = 0.083' @ 11'• 2.5'. Allowed = 0.718' 9' oc throughout 2x4 top chords, ADDL: BC CONC LL+DL= 199.0 LBS @ 10'- 7.5° MAX DL CREEP DEFL = •0.223' @ 11'- 2.5' Allowed = 1.077' (2) rows at 9' oc.throughout 2x6 bottom chords, ADDL: BC CONC LL+DL= 199.0 LBS @ 12'- 8.1 , MAX TL CREEP DEFL = •0.275' @ 11'- 2.5' Allowed = 1.077' ' 9' oc throughout webs. RECOMMENDED CAMBER (EASED ON DL DEFL)= 0.223' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL "* HANGER TO APPLY CONC. LOAD S(.) ' - - • „ REQUIREMENTS OF CBC 2010 NOT BEING MET. '';, � '' � MAX HORTZ.. LL DEFL = 0.017° @ 0',- 3.5' TO ALL MEMBERS. i MAX HORIZ. TL DEFL = 0.041° @ 22'- X2.0' . BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP a ` AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4.2, ASCE. 7-05, • �`+, ° Enclosed, Cat.2, Exp.C, MWFRS, y ,zone, > . zone, load duration factor=1.6 interior ; t Design checked for 6 300 lb concentrated top chord r live load per IBC 2009 due to maintenance workers; • which is non -concurrent with other live loads. 12 05 08 �' 10-00'' 5-07' 5 07-08 5-05-12 2-03-04 3-06 350# . + 12 0.25 , M-3x5(S) 1 ` M 2x4 M 4x5 *M 2X4. ` M 3x10 M -3x8 M 2x4~ a� JON.- WARNINGS: coo 8 < M 3x8 < �' M 3x4 t3 N to M 3x8 ._ M 4x5 JON.- WARNINGS: GENERAL NOTES, unless otherwise noted: 8 < M 3x8 < �' M 3x4 t3 0.25 to M 3x8 ._ M 4x5 Truss: M-7x6(S) - 199# d 4,199# 199?# .... 4,199# ... L T �• 08': 5-04 5-05-12 5-09-04. <PG:11-00-12 22-05-08 w DATE • 7/30/2012 '. CompuTrus assumes no responsibility for such bmcing. conlinuous sheathing such as plywood sheathing(TC) and/or drywall BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and .'.k .. N t.'•.. T o A TRANS I D . 34524 1 design loads be applied to any component. for z 5. CompuTrus has no control over and assumes no responsibility the . necessary- - ., JON.- WARNINGS: GENERAL NOTES, unless otherwise noted: 8 < M 3x8 < �' M 3x4 t3 0.25 to M 3x8 ._ M 4x5 Truss: M-7x6(S) - 199# d 4,199# 199?# .... 4,199# ... L T �• 08': 5-04 5-05-12 5-09-04. <PG:11-00-12 22-05-08 w DATE • 7/30/2012 CompuTrus assumes no responsibility for such bmcing. conlinuous sheathing such as plywood sheathing(TC) and/or drywall BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and ^ JOB NAME: Loper Residence Hideaway Lot 180 - A73•' `, Scale. 0.3322 �oQ�°F�Ss�q� JON.- WARNINGS: GENERAL NOTES, unless otherwise noted: AT3 1 Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure.2' O.C. and at 10' o.c. respectively unless braced throughout their length by DATE • 7/30/2012 CompuTrus assumes no responsibility for such bmcing. conlinuous sheathing such as plywood sheathing(TC) and/or drywall BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. . 5255198 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, o A TRANS I D . 34524 1 design loads be applied to any component. for and are for -dry condition- of use. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the . necessary- - Fabrication, handling,shipment and installation of components. Po 7, Design assumes adequate drainage is - sP 6. This design is furnished subject to the limitations set foM by � 8. Plates shall be located on both faces of buss, end placed so their center t buss, a 7PINVTCA in BCSI, copes of which will be furnished upon request ' lines coincide with joint center lines IIIIII I III II VIII II II III IIII III III 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTruS Software 7.6.3-SP6(1 L) -E . - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) JON.- M3X4` ILII M -3X4 WARNINGS: - No ThA igll e fM ftfput�ut , . I.Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Wamings before construction commences. C ` � + t - # '^ .3 'F truss designer or truss engineer. .� ��1' 1 .:fes' y LUMBER SPECIFICATIONS c. _ TRUSS SPAN 10'- 3.3' CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR - LOAD DURATION INCREASE = 1.25 -1-2=(-21) 23 4.5=(0) 786 1.4=(-204) 5 2.6=(-859) 0 - BC:2x4 OF N18BTR - 5. Design assumes trusses are to be used in a non -corrosive environment, SPACED 24.0' O.C.. 2.3=(-24) 18 5-6=(0) 786 4-2=(-861) 0 6-3=(-204) 4 'WEBS: 2x4 OF R18BTR r - k r 2-5=( 0) 198 fabrication, handling, shipment and installation of components. - - - LOADING - TC LATERAL SUPPORT <= 1210C. UON. tines coincide with joint center lines. LL( 20.0)+DL( 25.0) ON TOP CHORD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG _ REOUIRED BRG LENGTH'' BC LATERAL SUPPORT <= 12'OC. UON. MiTek USA, Inc./CompuTrus Software 7.6.3-$P6(1 L) -E OL ON BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) . • s - . - TOTAL LOAD = 52.0 PSF - - 0'• 0.0' 0/ 534V -46/ SIH 5.50''-0.57 OF ( 625) •• For hanger specs. -See approved plans - - '� - 10'- 3.3' ., 0/- 534V •46/ 51H -5.50' 0.57 „DF ( 625) ' Connector plate prefix designators: ° LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL- , - C,CN,CIB,CN18 (or no prefix) =CompuTrus, Inc '. � �' REOUIREMENTS OF CBC 2010 NOT BEING MET. .. � _ ' � ... 'VERTICAL DEFLECTION LIMITS LL=L/360, TL=LI240 • M,M20HS,M18HS,M16 = MiTek MT seriesMAX " JOB NAME Loper Residence BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LL DEFL = -0.011' @ 5'- 1.7' Allowed = 0.312' - - �r,;o„s 0 Q�°f�O AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - MAX DL CREEP DEFL = -0.026' @. 5'-,._T.8' Allowed = 0.468' -= MAX TL CHEEP DEFL = -0.037' @ 5'- 1.8' Allowed 0.468' ,.. " - j • y RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.026' 5-01 -12.. 5-01 -08 - ' MAX HORIZ. LL DEFL = 0.004' @ 9': 11.8' - .. .. _ ,.. MAX HORIZ. TL DEFL = 0.010''@ �9'- 11.8' - ? _. � 12 -. ,. _ . Wind: 95 mph, h=15ft,-TCDL=I5.0,BCDL=4.2, ASCE.?-O5 •.'' 0.25 - y, Enclosed, Cat.2, Exp.C, MWFRS, .. - - interior. zone, load duration factor=1.6 , Design checked for a 300 lb concentrated top chord - •; �\ a -,' .. - ',' - - '' ' - _ - dive load per IBC 2009 due to .maintenance workers _ .•.�' - • which is non -concurrent with _other live loads. � . i; M -2X4 1 1 =M -3x8 " " ... M3X4` ; M -2X4 M -3X4 WARNINGS: - ? , . I.Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Wamings before construction commences. and approval is the responsibility of the building designer, not the ' ` � + t - # '^ .3 'F truss designer or truss engineer. .� ��1' 1 .:fes' � ;r - - •� c. _ ... DATE • 7/30/2012 CompuTrus assumes no responsibility tot such bracing. - 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. SEQ. : 5255164 _ • 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, .. a 5-01 -12 5-01-08 k r 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 by8. Plates shall be located on both faces of truss, and placed so their center _ .'0L:11-00-12 - 10-03-04 : tines coincide with joint center lines. III IIII II IIII I I I I I VIII I II III 9. Digits indicate size plate in inches. - MiTek USA, Inc./CompuTrus Software 7.6.3-$P6(1 L) -E t0. For basic wnnector plate design values see ESR -131 t, ESR -1988 (MiTek) p �` r " JOB NAME Loper Residence Hideaway Lot 180 - A74 �r,;o„s 0 Q�°f�O NO. C764 8 EXP. 12-31-12 NI OF CAL* ` WARNINGS: - GENERAL NOTES, unless otherwise noted: A74 I.Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Wamings before construction commences. and approval is the responsibility of the building designer, not the ' 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at . DES. BY: AM ' stada bradn must be deli ned des' ner of coin lets structure. y 9 9 by r8 P 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE • 7/30/2012 CompuTrus assumes no responsibility tot such bracing. continuous sheathing such as plywood sheathing(TC) arMfor drywatl(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5255164 _ • 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, o TRANS I D : 345240 design loads be applied to any component. for and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary. 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 by8. Plates shall be located on both faces of truss, and placed so their center TPIANTCA in SCSI, copies of which will be furnished upon request., tines coincide with joint center lines. III IIII II IIII I I I I I VIII I II III 9. Digits indicate size plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-$P6(1 L) -E t0. For basic wnnector plate design values see ESR -131 t, ESR -1988 (MiTek) p NO. C764 8 EXP. 12-31-12 NI OF CAL* - IIII GENERAL NOTES, unless otherwise noted: - A753. 1. Builder and erection contractor should be advised of all General Notes M ign Truss : and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, buss designer or truss engineer. SPATMABRICAedTORSMCflWmput_put LUMBER SPECIFICATIONS DES' 6Y: AM., TRUSS SPAN 10'- 3.3' T and at 16' respectively unless braced throughout their length by .. - DATE • 7/30/2012 a CBC201O/IBC2OO9 MAX MEMBER FORCES- ,4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTRLOAD ^ DURATION INCREASE = 1:25 (Non -Rep)' 4- Installation of truss is the responsibility of the respective contractor. S E Q . : 5255165 , 1.2=(-27) 23 4.5=(-259) 1258 1-4=( -205) 72 2.6=(-1360) 251 BC: 2x6 OF SS SPACED 24.0' O.C. and are for "dry condition" of use. TRANS I D : 345240 2-3=(-28) 19 5-6=(-259) 1259 4-2=(-1361) 261 6-3=( •205) 70 WEBS: 2x4 OF R18BTR - fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 2-5=( 0) 407 8. Plates shall be located on both faces of truss, and placed so their center LOADING TC, LATERAL SUPPORT <= 12'OC. LON. ADDL: TC UNIF LL( 20.0)+DL( 25.0)= .45.0 PLF 01- 0.0' TO 101- 3.3' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. LION. ADDL: TC UNIF LL(- 20.0)+DL( 25.0)= 45.0 PLF 0'- 0.0' TO 10'- 3.3' V LOCATIONS REACTIONS REACTIONSSIZE .INCHES (SPECIES). II I ADDL: BC UNIF LL( 36.0)+DL( 57.5)= 93.5 PLF 0'- 0.0' TO 4'- 0.8' V ` 0'- .0.0' -152/ 915V -44/ 49H ' 5.50' 0.98, OF ( 625) Connector plate prefix designators: ADDL: BC UNIF LL( 36.0)+DL( 57.5)= 93.5 PLF 6'- 2.3' TO 10'- 3.3' V 10'- 3:3' -149/ 915V -44/ 49H. 5.50' '0.98 OF ( 625) C,CN,CI8,CN18,(or no prefix) = CompuTrus, Inc ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 10'- 3.3' V MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E M,M20HS,M18HS,M16 =MiTek MT seriesADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 10'- ,3.3' V ` VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 LIMITED'STORAGE DOES NOT..APPLY DUE TO THE SPATIAL- x` MAX LL DEFL = 0.021' @ 5'- 1.8' Allowed = 0.312' MAX DL CREEP DEFL = -0.036' @ 5'- 1.8' Allowed = 0.468' I REQUIREMENTS OF CBC 2010 NOT BEING MET. LOADS AS GIVEN MAX TL CREEP DEFL = •0.051' @ 5'- 1.8' Allowed = 0.468' „ BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP RECOMMENDED CAMBER (BASED ON OL BEFL)= 0.036' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. LL DEFL = 0.005' @ " 0'-• 3.5' 5-01-12 5-01-08 MAX HORIZ. TL DEFL = 0.009' @ 9'- 11.8'. r ,•_ e: ` : .` wind: 95 mph,.h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7.05, 12 �. Enclosed, Cat.2, Exp.C, MWFRS, 0.25 - * interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord ' y live load per IBC 2009.due to maintenance workers which is non -concurrent with other live loads. M 3x10' %N -2x4 s ' M -2x4 s. .. _ .' I . y f •f' I C � ` ,� -- .1 . �,Y' "` •� . ' ,� _ a•' � _ � O is . J i1 F,I1 Y � 1' •. - .• <M +� "4= 4x4 r M -2x4 t '` r r �M-4x4 x s t ~�. �.a -• ,o L *� - r ,. { . - mss.. r 'r i y.r' � �` _ • -fes- "� - +Y `� • ,�,, *L c ,j � `'� �' .0 r } s- � t f 1 1 :" .. � a c � ' .. 'r - 1 I ' 6 5.01-08 <PL':11 00-12' ;, 10-03-04, � r .• a i t JOB NAME NAME. Loper Residence Hideaway Lot 180 - A75 QROFE�s+0 Scale: 0.5027. - WARNINGS: '-+ GENERAL NOTES, unless otherwise noted: - A753. 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review, Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, buss designer or truss engineer. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES' 6Y: AM., stabili bracing must be designed b designer of complete structure: y 9 9 Y 8 P T and at 16' respectively unless braced throughout their length by .. - DATE • 7/30/2012 a CompuTrus assumes no responsibility for such bracing.3. hin canfinuous sheathing such as plywood sheathing(TC) and/or drywall(BC). - continuous 2x Impact bridging or lateral bracing required where shown ++ ^ 4. No load should be applied to any component unfit after all bracing and 4- Installation of truss is the responsibility of the respective contractor. S E Q . : 5255165 , fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment,, design loads be applied to any component, and are for "dry condition" of use. TRANS I D : 345240 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes PoII bearing at all supports shown. shim or wedge if - fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 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 ' TPIMITCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. '• •: IIII III I II VIII II I VIII I II I I IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR•1311, ESR -1988 (MiTek) t �_0N10 C764 8 -- EXP, 12-31-12 Cop. Nl%- q�OF CA!-* �_0N10 C764 8 -- EXP, 12-31-12 Cop. Nl%- q�OF CA!-* eC' ThM IIIIIIIIIIIIIII SP ABRIZ`A RSe(MC�mput�ut LUMBER SPECIFICATIONS TRUSS SPAN 15'• 5.5' 1COND. 2: 200.00 P F DRAG LOAD. TC: 2x4 OF k1887R BC: 2x4 OF k188TR - LOAD DURATION INCREASE = 1.25 SPACED 24.0' D.C. Wind: 95 mph, h=15ft,. TCDL=I5.0,BCDL=4.2, ASCE 7-05, WEBS: 2x4 OF #1 Enclosed, Enclosed, Cat.2, Exp.C, MWFRS, LOADING interior zone, load duration factor=1.6 TC LATERAL SUPPORT <= 12'OC. MON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF BC LATERAL SUPPORT - 12'OC. MON. OL ON BOTTOM CHORD = 7.0 PSF TfUS$ designed for wind loads in the plane Of the truss only. TOTAL LOAD = 52.0 PSF Staple or equal at non-structural Design checked for a 300 lb concentrated top chord` vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL live load per IBC'2009 due to maintenance workers ' Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. - which is non -concurrent with other live loads. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc a_ BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOPTruss designed for 4x2 outlookers. 2x4 let -ins ' 11,11120HS,MI8HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.: of the same size and grade as structural top . chord. Insure tightfit at each end of let -in. _ Outlookers must be cut'with care and are -` .7-09 7-08-08 permissible at inlet board areas only. Y; 3-07-10 4-01-06 , 3-11-02 3-09-06 ` 12 12 s- � - 3.50 f� a 3.50 Note:7russ design requires. continuous :6 bearing wall for entire"span:UON. . 1" •f IJM-6x6 j M-4 y M -4x12 F M 2x4 'M --2x4 J 5oD mfill O . < ` M 3X8 ^/ F M -3x8 ?. I ,'` -.a _. M -3x8 I , 7-08.08 r <PL:12-00-12 - • 15-05-08 • - .y ., --'. i::. r.i f' a 'r is t' `. �`'�' .?. • .. - ., JOB NAME:Loper Residence Hideaway' -Lot 180 A76 l.� ' ,r. - Scale: 0.4711 QaoFEssr°' Q Truss: A7 E DES. BY: AM DATE: 7/30/2012 SEQ.: 5255166 TRANS -ID: 345240 WARNINGS: = GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1- This buss design is adequate for the design parameters shown. Review and Wamings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown.. truss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at stability bracing must be designed by designer of complete structure. 2• O.P. and at 10' hino.csuch as ply unless braced throughout their la gS by continuous sheathing such l plywood meed in ere s own +drywall(BC). CompuTrus assumes no responsibility for such bracing. - 3. 2x Impact bridging or lateral bracing required where shown ++ 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 loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, 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. Design assumes full bearing at all supports shown. Shim or wedge if r fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. • 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 TPINVTCA 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. 7.6.3-SP6(1 L) -Z 10. For basic connector plate design values see ESR -1311, ESR -1988 (Mi7ek) �SONIOyF tib, • _ a`► /�G yam. - � � . . C764 8 EXP. 12-31-12 CNI1. �P X94 OF CAt,\FDai� I IIII �� f `MftMput_iut 4W -WARNINGS: - GENERAL NOTES, unless otherwise noted: .- A77 SPAT�Ag..#Me LUMBER- SPECIFICATIONS TRUSS SPAN 15'- 5.5' ' - end Warnings before construction commences. CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/C =1.00 TC: 2x4 OF k18BTR �- LOAD DURATION INCREASE = 1.25' 2. 2x4 compression web bracing must be installed where shown +. 1 1- 2=( -93) 0 1. 8=(0) 1265 1. 2=(-1541) 0. , BC: 2x4 OF k18BTR SPACED 24.0' O.C. 2. Design assumes the top and bottom chords to be laterally braced at ' DES. BY: AM 2- 3=(-1412) 0 8- 7=(0) 1268 3- 8=( -149) 102 WEBS: 2 x 4 OF k18BTR 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 7/30/2012 3- 4=(-1312) 0 8- 4=(- 0) 372 continuous sheathing such as plywood sheathing(TC) and/or drywall(l3C). 3. 2x Impact bridging or lateral bracing required where shown ++ LOADING 4. No load should be applied to any component unlit after all bracing and 4. 5=(-1312) 0 8. 5=( -153) 99 TC LATERAL SUPPORT <= 12'OC. UON.. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF fasteners are complete and at no time should any loads greater than S. Design assumes tresses are to be used in a non -corrosive environment. 5- 6=(-1415) 0 6. 7=(-1553) 0 BC LATERAL SUPPORT <= 12'OC. LION, DL ON BOTTOM CHORD = 7.0 PSF and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 6- 7=( -72) 0 5. CompuTrus has no control over and assumes no responsibility the _ TOTAL LOAD = 52.0 PSF = ' fabrication, handling, shipment and installation of components. LETINS: 1-06-00 1-06.00' �' 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 - ADOL: BC UNIF LL+DL= 20.0 PLF 2'- 6.0' TO 11.'- 6.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH Connector plate prefix designators: i• . LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - 0'- 0.01 0/ '905V .45/ 45H 5.50' 0.97 OF ( 625) ` M,M20HS,Ml8HS,M16 = MiTek MT series REQUIREMENTS OF CBC 2010 NOT BEING MET. IIII 15'- 5.5' 0/. 882V -45/ 45H 5.00' ,0.94 OF ( 625) IIII BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 9. Digits indicate size of plate in inches. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.051' @ 7'- 9.0' Allowed = 0.486' . MAX DL CREEP DEFL = •0.149' @ 7'- 9.0' Allowed:= 0.729' MAX TL CREEP DEFL = -0.201' @ 7'- 9.0' Allowed = 0.729' 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) RECOMMENDED CAMBER (BASED ON OL, DEFL)= 0.149'. „j :p. : a MAX HORIZ. LL DEFL = 0.008' @ 15'--'0.5' +. ` d. • -. MAX HORIZ.,TL, DEFL = 0.023' @ 15'- 0.5' • _ 7-09 7-06-06. ., WInd:+95.mph, h=15ft, TCDL=I5.O,BCDL=4.2;•ASCE 7-05,- 2-04-08 - 1 1705-02'Enclosed, Cat.2' Exp.C, MWFRS,1-05-02 interiorzone,.load duration factor=l.6 12 rl" 12 `Design checked fora 300 1b concentrated top chord 3.50 Y y a 3.50 live load per IBC 2009 due to maintenance workers < which is non -concurrent with other live loads. ,�i IIM-4x4 �. , �• 'M -2x4 M -2x4 Y 1' c 4. .• - k x2.0" •i - -- < d.M 3x4 3x4uo co < M=3x8 r t M -3x8 1 rK M 3x8 r f • t - .. • .. 7-09 F.. t • �. r. .. -7-06-06 ` L ++ <PL:12 001=12, 15-05-08., L JOB NAME:; Loper Residence Hideaway Lot .180 - A77 - Scale:' 0.4273 �oF�s+o cy `i.'Y+'� -* NO. C764 8 EXP. 12-31-12 /C0 1��� OF CAUL -WARNINGS: - GENERAL NOTES, unless otherwise noted: .- A77 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss': end Warnings before construction commences. and approval is the responsibility of the building designer, not the w 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. • 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at ' DES. BY: AM stat ti bracing must be designed b designer of complete structure. H g 9 Y 9 P 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(l3C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unlit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 52551 67 fasteners are complete and at no time should any loads greater than S. Design assumes tresses are to be used in a non -corrosive environment. TRANS I D : 345240 design loads be applied to any component. - for and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the _ necessary. = ' 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 8. Plates shall be located on both faces of truss, and placed so their center - TPIM/rCA in SCSI, copies of which will be furnished upon request Dies codwith joint center lines- - III II I III II IIII I I I III I IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, Ina./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) cy `i.'Y+'� -* NO. C764 8 EXP. 12-31-12 /C0 1��� OF CAUL �SON10yF ` • _ y(� � VIGyres � • NO. C764 8 EXP, 12-31-12 7 / 3.0 I� r �q�OF CAL* =1 :� ThMign,�ed fjwmpufmput SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS r r, TRUSS SPAN 15'- 4.0' - CBC20101IBC2009 MAX MEMBER FORCES 4WR1GOF1Cq=1.00 TC: 2x4 OF k1&BTR LOAD DURATION INCREASE = 1.25 1. 2=( -82) 0 1- 8=(0) 1247 1. 2=(•1532) 0 8C: 2x4 OF k1&BTR SPACED 24.0' O.C. 2- 3=(-1392) 0 8- 7=(0) 1198 3- 8=( -156) 94 WEBS: 2x4 DF q1&BTR; 3- 4=(•1284) 0 8- 4=( 0) 358 2x6 OF SS A LOADING 4-.5=(-1282) 0 8. 5=( •114) 131 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5. 6=(-1347) 0 6- 7=(-1514) 0 TC LATERAL SUPPORT <= 12'OC. UON. DL ON' BOTTOM CHORD = 7.0 PSF 6. 7=( -74) 0 BC LATERAL SUPPORT <=.12.00. UON. TOTAL LOAD = 52.0 PSF LETINS: 1-06-00 1-06-00 , ADDL: BC UNIF LL+DL=. 20.0 PLF 2'- 6.0' TO 11'- 6.0' V BEARING MAX VERT. MAX'HORZ BRG REOUIRED BRG LENGTH LOCATIONS f ' REACTIONS REACTIONS SIZE, INCHES (SPECIES) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' 01 896V •451 44H 5.50' 0.96 OF ( 625) ' C,CN,CIB,CN18 (or no prefix) = Compulrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. 1S'- 4.0' 01 - 879V •451 44H 5.50' 0.94 OF ( 625) M,M20HS,M18HS,M16,= MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP . VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L1240 - - - z • AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.050' @ 7'• 9.0' Allowed = 0.481' MAX OL CREEP DEFL = .0.147' @ 7'- 9.0' Allowed = 0.721' MAX TL CREEP DEFL = •0.197' @ 7'- 9.0' Allowed = 0.721' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.147 - .147'MAX.HORIZ. MAX HORIZ.LL DEFL = 0.008' @ 14'- 10.5'. 7-09 - 7.07. . F s MAX HORIZ. TL DEFL = 0.022''@ 14'- 10.5' Wind: 95 mph, h=15ft, TCOL=I5.0,BCDL=4.2, ASCE 7 05,1 -. 1-05 07' 2-04-03 3-11.06 3-10-06 2-03-05 1-05V05 Enclosed, Cat.2, Exp.C„ MWFRS, interior zone, load.duration factor=1.6 - 12 12 t Design checked for a 300 lb concentrated top chord' 3.50 a 3,50 live load per IBC 2009 due to maintenance workers . which is non -concurrent with other live loads., �IM 4x4 .44.0" • M 2x4,; + ` M 2x4 "2.0" �y a .- M'- 34„ M �_` M 3x 4 Ao * O JJJJJIIIII����� .. , •.8 7- �, <1 M 3x8 s �. .M 3x8.. ?t,. �' . ] r M 3x8 7-09 7-07 " ' ' PL 12 12 15-04' L - i r JOB NAME, Loper, Residence Hideaway Lot 180 - 08 Scale. 0.4314 oQaolEssro,�t �SON10yF ` • _ y(� � VIGyres � • NO. C764 8 EXP, 12-31-12 7 / 3.0 I� r �q�OF CAL* IIIII �� M! No _' Th�ign.�:ed I_DMIDUMM"Ut M SPATES FABRICATORS WARNINGS: (MC LUMBER SPECIFICATIONS TRUSSSPAN 15'- 4.0' Builder and erection contractor should be advised of all General Notes CBC201O/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ` TC:. 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 and Wamings before construction commences. � 1- 2=( -71) 31 1- 8=(-1513) 2850 1- 2=(-1781) 134 BC: 2x4 OF #188TR SPACED 24.0' O.C. 2. 2x4 compression web bracing must be installed where shown +. 2- 3=(-1242) 0 8- 7=(-1585) 2870 3. 8=( •790) 702 WEBS: 2x4 OF #18BTR; 3. All lateral force resisting elements such as temporary and permanent 3. 4=(•1093) 0 8- 4=( 0) 260 2x6 OF SS A LOADING stabiG bradn must be desi ned deli ner of cora late structure. 9 9 M 9 p 4- 5=(-1083) 0 8. 5=( -762) 730 DATE: 7/30/2012 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF CompuTrus assumes no responsibility for such bracing. - 5- 6=(-1200) 0 6. 7=(-1751) 125 TC LATERAL SUPPORT - 1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF 4. No load should be applied to any component unfit after all bracing and 6- 7=( -78) 31 BC LATERAL SUPPORT - 12'OC. UON. TOTAL LOAD = 52.0 PSF 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, LETINS: - 1-06.00 1.06.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REOUIREMENTS OF CBC 2010 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: 01- 0.0' 0/ 836V. •3067/ 3067H 5.50' 0.09 OF ( 625) C,CN,C18,CNI8 (or no prefix) = Compulrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 15'• 4.0' 0/ 836V -3067/ 3067H 5.50' 0.89 OF ( 625) 10,M20H8,91811S,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.065' @ 11'• 7.9' Allowed = 0.481' TPI/WTCA in SCSI, copies of which will be furnished upon request' lines coincide with joint comer lines. MAX OL DEFL = -0.154' @ 11'- 7.9' Allowed = 0.721' I III III MAX TL CREEP DEFL = -0.169' @ 7'- 9.0' Allowed = 0.721' II I III III RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.154' r MAX HORIZ. LL DEFL = 0.028' @ 0'- 5.5' 9. Digits indicate size of plate in inches. 7-09 7 07 MAX HORIZ. TL DEFL = -0.040' @ 0'- 5.5' CO D. 2: 200.00 PLF DRAG LOAD. 1-05 07 ' 2-04-03. 3-11-06 3-10.06 2-03-05 1-05-05 wind: 95 mph, h=15ft, TCOL=15.0,BCDL=4:2, ASCE 7-051, -Enclosed, 10. For basic connector plate design values see ESR•1311, ESR -1988 (MiTek) Cat.2, Exp.C, MWFRS, 12 ` 12' interior zone, load duration factor=1.6 ti 3.50 + - a 3.50 - Design checked for a 300 lb concentrated top chord ' ' = M-4X4. live 'load per IBC 2009 due to maintenance workers " which is-non-concurrent with other live loads. V `44.0" - a - M-2x4 M 2x4 �: 2.06 -- M 3x5 , M 3x5 '. 1 A A c o C)t 8 M-5x8. M-48 7-09 7-07 �< :12-00-12 15-04 1 .. JOB .NAME: Loper Residence Hideaway Lot 180 --A79 Scale: 0.4314 ;LOVE �Q ONIOyF .* NO. C764 8 �► EXP. 12-31-12; Nib. QIP ��F CAUF��� WARNINGS: GENERAL NOTES, unless otherwise noted: A1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Wamings before construction commences. � and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES.. BY: AM stabiG bradn must be desi ned deli ner of cora late structure. 9 9 M 9 p Z o.c. end at 10' o.c. respectively unless braced throughout their leng9th DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. - continuous sheathing such as plywood sheathing(TC) arid/or drywall(B). Cr 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4., Installation of truss is the responsibility of the respective contractor. SEQ. : 5255169 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 I D : 345240 design loads be applied to any component. has for and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus no control over and assumes no responsibility the necessary. fabrication, handling, shipment and installation of components. �. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request' lines coincide with joint comer lines. III I III III I I I II I III III I II I III 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR•1311, ESR -1988 (MiTek) ONIOyF .* NO. C764 8 �► EXP. 12-31-12; Nib. QIP ��F CAUF��� (III M, Oft ThIT SPAT S rign _ed f�fnput�Dut AEIRICATORS (MC LUMBER SPECIFICATIONS - TRUSS SPAN22'- 4.0' TC: 2x4 OF 018BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF g18BTR SPACED 24.0' O.C. WEBS: 2x4 OF IYIBBTR; 2x6 OF SS A LOADING LL( 20.0)+DL(.25.0) ON TOP CHORD = 45.0 PSF TC LATERAL SUPPORT <= 12`OC. UON. OL ON BOTTOM CHORD = 7.0 PSF BC LATERAL SUPPORT <= 12'OC. MON. TOTAL LOAD = 52.0 PSF LETINS: 0-00-00 1-00-00 TO 11.0' V Staple or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). r REQUIREMENTS OF CBC 2010 NOT BEING MET. , CBC2010/IBC2009 MAX MEMBER FORCES, 4WR/GDF/Cq=1.00 1- 2=(-575) 131 1-•7=(=1769) 798 1- 2=( -608) 2039 2. 3=(-138) 2008 7- 8=( -704) 547 2- 7=( -737) 11 3- 4=(-703) 214 8- 6=( 0) 733 7. 3=(-1694) 0 4. 5=(-836) 0 3- 8=( 0) 732 5. 6=(:240) 0 8- 4=( -526) 28 5- 6=(-1040) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)- 0'- 0.0' .5481 411V -2289/ 1038H 0.00' 0.00 ( 0) 7'- 5.5' 0/ 1913V -1371/ 1807H 83.50' 2.04 OF ( 625),; 22'• _4.0' 0t 621V -863/ 426K 5.50' 0.66 OF ( 625) Connector plate prefix designators:. C,CN,CI8,CN18 (or no prefix) = CompuTrus,' Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1.. Builder and erection contractor should be advised of all General Notes S: LL=L�360, TL=L�24 DEFLECTION LIMITS: 0 VERTICAL DEFLL . M,M20HS,M18HS,M16 = MiTek MT series '. - 2. 2x4 compression web bracing must be installed where shown +. - 3. All lateral force resisting elements such as temporary and permanent MAX LL DEFL -0.082' @ 10.0' Allowed 0.481' q, , CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ' 4. No load should be applied to any component unfit after all bracing and - MAX'DL CREEP DEFL = -0.121' @ 16'- 10.0' Allowed•= 0.721' - fasteners are complete and at no time should any loads greater than S. 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. 5. CompuTrus has no control over and assumes no responsibility for the MAX TL CREEP DEFL = -0.166' @ 16'- 10.0' Allowed = 0.721' _ fabrication, handlin shipment and installation of components. g• P W - " 6. This design is furnished subject to the limitations set forth by ' 6. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. 4-06-15 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.121' • to i 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) MAX HORIZ. LL DEFL = 0.012' @ 0'- 0.0'... ~ 0-1�-0 .." MAX HORIZ. TL DEFL = 0.017' @ 0'- 0.0' ` 11 03 11-01 COND, 2: 100.00 F DRG LOAD. 'Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4:2, ASCE 7 05, a - 5-09 04 '5 05-12 n ..r5 -06-08t. y, ! Enclosed, Cat.2, Exp.C, MWFRS, .- _ interior zone, load duration factor=1.6 ` , 12 , ; Truss designed for wind loads in the plane of the 'truss only. • M -4X6 a 3.50' a0 1 bto.maintenance concentrated eper tlIBCr20090 4: 0' live9load due workersd 12 -M-3x5 3 4-n M -3X5 which is non -concurrent with other.live loads. t ' .3.50 Mr' designed for 4x2 outlookers.,2x4 let -ins -. M -3x5 M -2x4 M -2x4 M=3X5 ATruss of tne,same size and grade as structural 'top M -4x5 M -2x4 1 �.. chord. Insure tight f1t at each end,of let in. Outlookers must be cut with care and are a permissible at inlet board areas only. ' • -- M -3x5+ _ `• - - i t M 2x4 , - ' - M-2 5x4 or -equal at non-structural diagonal inlets.' q 9 M -3x8+ M 3x4;. . CTM-3xl0+ A CIO, { µ M 3x5+ + M 3X8+ J 0 25'- r '� `M 3x4 -:e M•3x8 i .R ,R MHS 3x8 'r =M=5X5(S) 7 07 7-03-08 p 06 -02-12 0JI 21-07-04 <PL:,12-00-12 22-04 +. JOB NAME: Loper Residence Hideaway Lot 180 A80 pfESSJp scala 'n.snDa oQ� Truss: /M% V v DES. BY: AM DATE: 7/30/2012 SEQ.: 5255170 r' TRANS ID: 345240 WARNINGS: GENERAL NOTES, unless otherwise noted: _ - 1.. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2• Design assumes the top and bottom chords to be laterally braced at stability bracing must De designed b designer of complete structure. ty 9 g Y 9 P 2- o.c. and at 1o' o.c. respectively unless braced throughout their length by. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC)b CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ' 4. No load should be applied to any component unfit after all bracing and - 4, Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than S. 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. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge it fabrication, handlin shipment and installation of components. g• P W - necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by ' 6. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. ` 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) _0N10 Fti� .*. NQ. C764 8 P. 12-31-12 7� obi ,r N.1L ���F CA(_W 1 ThOMMiall SPABRIedMmput�put r., LUMBER SPECIFICATIONS TRUSS SPAN 22'- 4.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC: 2x4 OF g18BTR LOAD DURATION INCREASE = 1.25 1- 2=(-2431) 0 1- 8=(0) 2128 1- 2=(-2431) 0 BC: 2x4 OF g18BTR r% SPACED 24.0' O.C. 2- 3=(•2333) 0 8- 9=(0) 1771 3. 8=( •123) 101 WEBS: 2x4 OF g188TR; - 3- 4=(-2231) 0 9- 7=(0) 2273 8- 4=( 0) 489 2x6 OF SSA LOADING 4- 5=(-2315) 0 4•.9=( 0) 584 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(-2460) 0 9. 5=( -199) 57 TC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF 6- 7=( 0) 139 6- 7=(-2676) 0 BC LATERAL SUPPORT <= 12'OC. UON. 1 TOTAL LOAD = 52.0 PSF LETINS: 3.00-00 3-00-00 ADDL: BC UNIF LL+DL 20.0 PLF 0'- 0.0' TO 22'- 4.0' V BEARING MAX VERT MAX HORZ . BRG REOUIRED BRG LENGTH LOCATIONS' REACTIONS REACTIONS SIZE INCHES (SPECIES) Unbalanced live loads have been LIMITEDSTORAGE DOES NOT APPLY nuF TO THE SPATIAL 0'• 6.0' 01 1415V -94/ 65H 5.50' 1.41 OF ( 625) considered for this design. RE0UIREMENTS OF CBC 2010 NOT BEING MET. 22'- 4.0' 0f 1354V -94/ 65H 5.50' 1.44 OF ( 625) Connector plate prefix designators: -BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=LI360, TL=LI240 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ,, MAX LL DEFL = -0,098' @ • 7'• 5.3' Allowed 0 0.697' " ' M,M20HS,MIBHS,M16 = MiTekMT series - 4 '. .- - .-, - .. MAX L = 31 ' Allowed = 1.046' X D CREEP DEF '-0. 9 @ 7 5:3 11 X,.. MAX TL CREEP DEFL = -0.418' @ 7'- 5.3' Allowed = 1.046' RECOMMENDED CAMBER (BASED ON DL DEFL)=0.319'- TRUSS NOT SYMMETRICAL. T ^ - MAX HORIZ. LL DEFL = 0.018' @ 21'- 10.5' ORIENTATION AS"SHOWN: .4 54 10.5 MAX HORIZ TL DEFL 0.0 "@ 21; r. Wind: 95 mph, h=15ft, tCDL=15-.O,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, _ interior zone „load duration factor=l.6 11=03 ,. 1.1 -01 , Design checked for 300 lb concentrated top chord 4 live load per IBC 2009 due to maintenance workers 2-10-12 2-08.12 5-07-08, 5-06-08, 2-07-15 �" 2-1.0-09 which is non -concurrent with othec_liveloads.., ` _. a 3.50 12. M'4x5 12.3.50 r M 2x4`'M 2x4., b-'+ - M-3x4n"Cs M -.3x6 p 7 CD r• � < M -4x10 0 25 n,, +. M -3x41 ,, M 4x8 f M 5x6(S) c 7-05-05A x 7-05-05 t ; 7-05.05 0-06 21-10 <PL:12-00-12 T, 22-04 ,. JOB -NAME: Loper -Residence Hideaway Lot 180 -'A81 Scale: 0.3056 '- �oQ�°F�ssrq, � Q.. ON10yF. Z NO: C764 8 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: A81.� and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. aro compression web bracing must be installed where shown +. n web b t besuci truss designer or truss engineer. - 3. All lateral force elements as temporary end permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' and at 10' o respectively unless braced throughout their by DES. BY : AM stability bracing must be designed by designer of complete structure. -c. continuous all(SCength continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. - 3. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5255171 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 : 345240 design loads be applied to any component. has for and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus no control over and assumes no responsibility the necessary. - 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 8. Plates shell be located on both laces of buss, and placed so their center TPINJfCA in SCSI, copes of which will be furnished upon request , tines coincide with joint center lines. VIII I I II VIII I I II 11111111111111 VIII II IIII 9. Digits indicate site of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Q.. ON10yF. Z NO: C764 8 III IIIII ' 1r - WARNINGS: Th ign ed fW SP ABRI H (MC MputJWut .� A82_ 1 Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the LUMBER SPECIFICATIONS truss designer or truss engineer. 2. Design assumes the top and bottom chords to De ty braced at TRUSS SPAN 21'- 3.0', 3. All lateral force resisting elements such as temporary and Permanent tutu 2' o.c. and at 10' o.c. respectivey unless braced throughout their le11g by CBC2010/IBC2009 MAX MEMBER FORCES 4WH/GDF/Cq=1'.00 TC: 2x4 OF tl18BTR continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). LOAD DURATION INCREASE = 1.25 CompuTrus assumes no responsibility for such bracing. 1. 2=( -13) 128 7- 8=.(0) 1812 1- 7=( •197) 4 5- 6=(•2257)-O BC: 2x4 OF H18BTR 4. Installation of truss is the responsibility of the respective contractor. SPACED .24.0' O.C. fasteners are complete and at no time should any toads greater than. 2- 3=(-1810) - 0 8. 9=(0) 1435 7- 2=(-2050) 0 WEBS: 2x4 OF g18BTR; and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if - 5. CompuTrus has no control over and assumes no responsibility the 3. 4=(•1860) 0 9- 6=(0) 1878 2- 8=( -227) 48 2x6 OF SSA 7. Design assumes adequate drainage is LOADING sP 6. This design is furnished subject to the limitations set forth by 4- 5=(-2043) 0 8- 3=( 0) 379 TPINVTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. to LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=( 0) 116 3. 9=( 0) 412 TC LATERAL SUPPORT - 12'OC. UON. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) DL ON BOTTOM CHORD = 7.0 PSF 9. 4=( -262) 55 BC LATERAL SUPPORT - 1210C. UON. TOTAL LOAD = 52.0 PSF BEARING MAX VERT MAX HORZ ERG REOUIRED ERG LENGTH LETINS: 0-00-00 2.06.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL_ LOCATIONS REACTIONS' REACTIONS SIZE INCHES -(SPECIES) NEOUIREMENTS OF CBC 2010 NOT BEING MET. 01• 0.0' 0/ 1096V -77/ 65H 5.50' 1.17 OF ( 625). Connector plate prefix designators: - - - 21'- 3-.O' 0/ 1114V 65H, 5.50' 1_.19 OF ( 625) _ C,CN,CI8,CN18 (or no prefix) = CompuTrus„ Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP .•77I M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL c -0.080' @ 16'- 2.2' Allowed = 0.678' MAX OL CREEP DEFL = -0.192' @ 14'- 2.0' Allowed = 1.017'. T 1 - • MAX 7L CREEP DEFL = -0.272' @ 14'- 2.0' Allowed = 1.017' - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.192' - MAX HORIZ. LL DEFL = 0.017' @ 20'- -9.5- - ' 1 MAX HORIZ. TL DEFL = 0.044' @ 20'- 9.5' . Wind: 95 mph, h=15ft; TCOL=I5.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, - _ interior zone, load duration factor=1.6 x, Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers ' 10-02 + 11-01 which is non -concurrent with other live loads. 4-11-01. ,. 5-,02.15 5-11-12 -2=08-07 2-04-13• + 3.50 2 % * M -4x5 a 3.50 e ..� k M -3x5 r M 2x4 1 M+ -13x6. ' x M- 24. ... .. .. i , l r 1 9 , 0.25° <, M°3x8 , t , M -3x4 r MHS 3x8 =M-5x5(S) S ' ' 7-01 7-01 7-01 + <PL:11-00-t2 21 03 IOR NAMF • I nnpr Rpsi ripnrp Hi rlpnmmx/ I nt i Rn ARS . 0aOfESS10 _afON10ti�_ F'L„ .* NO. C764 8 - EXP. 12-31-12, . MI /Z �q SOF CA1 WARNINGS: GENERAL NOTES, unless otherwise noted: A82_ 1 Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. aro compression web bracing must be installed where shown .. truss designer or truss engineer. 2. Design assumes the top and bottom chords to De ty braced at • DES. BY: AM 3. All lateral force resisting elements such as temporary and Permanent tutu 2' o.c. and at 10' o.c. respectivey unless braced throughout their le11g by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3, 2x Impact bridging or lateral bracing required where shown ++ „ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. 52551 72 fasteners are complete and at no time should any toads greater than. 5. Design assumes trusses are to be used in a non -corrosive environment, ,] A TRANS I D : 345240 design loads be applied to any component. _ for and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if - 5. CompuTrus has no control over and assumes no responsibility the necessary' - fabrication, handling,shipment and installation of components. P 7. Design assumes adequate drainage is • sP 6. This design is furnished subject to the limitations set forth by f truss. a B. Plates shall be located on both feces of truss, and placed so their center TPINVTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. to IIII I III I II IIII I III I IIII IIII 9. Digits indicatecoincide size of plate inches. ,' MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) _afON10ti�_ F'L„ .* NO. C764 8 - EXP. 12-31-12, . MI /Z �q SOF CA1 9RI IIII ThMrignp"redROfnpu of r input b- SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 21'- 3.0', CBC2010/IBC2009 MAX MEMBER FORCES 4WRJGDF/Cq=1.00 TC: 2x4 OF g18BTR LOAD DURATION INCREASE = 1.25 1- 2=( -507) 567 7. 8=(-1701) 4208 .1- 7=( -244) 50 5- 6=(-3158) 0 BC: 2x4 OF N18BTR SPACED 24.0' O.C. O 2. 3=(-1985) 0 8- 9=(-1172) 3315 7- 2=(-2811) 0 WEBS: 2x4 OF k18BTR; , 3- 4=(-2224) 0 9- 6=(-1335) 4384 2- 8=( -638) 491 2x6 OF SS A. LOADING 4- 5=(-2432) 0 8- 3=( -335) 754 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=( -411) 440 3- 9=( -233) 1029 TC LATERAL SUPPORT <= 12'OC. UON. OL 'ON BOTTOM CHORD = 7.0 PSF', 9- 4=( -833) 359 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LETINS: 0-00-00 - 4-06-00 ADDL: TC UNIF LL+DL= 30.0 PLF 10'- .2.0' TO 17'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)• 0'- 0.0' 0/1 1205V -4250/ 4250H 5.50' 1.29 OF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 3:0' OI 1277V -4250 4250H. 5.50' 1.36 DF (625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc - REOUIREMENTS OF CBC 2010 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP + MAX LL DEFL = 0.082' @ 1T - 0.4' Allowed = 0.678' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _ MAX DL CREEP DEFL = -0.144• @ 14'- 2.0' Allowed = 1.017' - MAX TL CREEP DEFL = -0.191', @ 14'- 2.0' Allowed = 1.017'. r RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.144' ' MAX HORIZ. LL DEFL = 0.057• @ 26'- 9.5' :. H T =. , MAX ORIZ. L DEFL 0.090' @ '20'- 9 5° FCOND,: 200.00 PLF DRAG LOAD. Wind: 95 mph, h=15ft2 TCOL=I5.O,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, MWFRS r' •+ Y interior zone, load duration factor=1.6, •' t 11 -01 r - a i Design checked for a 300 lb concentrated top chord 4-11-01 T s 5`02-15 5 10 13' -0 10-06' 4 03 13 live load per IBC 2009.due to maintenance workers which is non -concurrent with other live loads.`. n - . 12 ; 13.50 . ? 1 ti - M-46 JY 12 'a 3.50 , - M -3x6. '- - M -2x4 :r �.� M -3x7 •` " M -2x4 + 3x10+ M 2x4 " i' - ". ' ., A .t CD + t M-3X5+M=3x10+ M 9x5+� "< M•3x10� - 9-7 0.25" �M 3x4" .h8 s;M 8x8 e' ��•;� r ` MHS-5x14(S) ? e 7-01 7 01 7 01 t. , { ; <PL:1-00'12.. r ) + , JOB NAME: Loper Residence Hideaway. Lot 180 - A83 r ap4E Scale: 0.3100100 Truss: %1V DES. BY: AM DATE: 7/30/2012' SEQ.: 5255173 ,TRANS ID: 345240 WARNINGS: ' 1. Builder and erection contractor should be advised of all General Notes and Wamings before construction commences. 2. 2x4 compression web bracing must be installed where shown 3. All lateral force resisting elements such as temporary and perm+.anent stabifitybracing must be designed by designer of complete structure. CompuTms assumes no responsibility for such bracing. 4. No load should be applied to any component unfit after all bracing and fasteners are complete and at no time should any loads greater than. design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. t 6. This design is furnished subject to the limitations set forth by t TPINVTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E' GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be latemly braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral Placing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. - 7,Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center Imes coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) %�N1v1rWyF 'Y� N NO. C764 8 EXP. 12-31-12 N.1 �C �� OF CA! \FC�� II IIII ThIMign l"red wompumput I" - WARNINGS: SPATES FABRICATORS (MC) LUBBER SPECIFICATIONS - TRUSS SPAN 13'- 11.0' ICOND. 2: 00.00F ORA 0 D TC: 2x4 OF g18BTR LOAD DURATION INCREASE= 1.25 Wind: 95 mph, h=20ft, TCDL=15.0,BCDL=4.2, ASCE 7.05, BC: 2x4 OF k18BTR SPACED 24.0' O.C. Enclosed, Cat.2, Exp.C, .MWFRS, WEBS: 2x4 OF k18BTR LOADING truss designer or truss engineer. interior zone, load duration factor--1.6 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF .2. Design assumes the top and bottom chords to be laterally braced at BC LATERAL SUPPORT- 1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF Truss designed for wind loads in the plane Of the truss only. . DATE: 7/30/2012 TOTAL LOAD = 52.0.PSF B CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(Bc). 3. 2x Impact bridging or lateral bracing required where shown ++ LETINS: 1-00.00 • 1.00.00 4. No load should be applied to any component until after all bracing and Design checked for a.300 lb concentrated top chord ' r SEQ. : 5255174 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL live load per IBC 2009 due to maintenance workers Staple'or equal at non structural REOU[REMENTS OF CBC 2010 NOT BEING MET. design loads be applied to any component.and for which is non -concurrent with other live loads. vertical members (uon). 5. CompuTrus has no control over and assumes no responsibility the _ 'BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ' Truss designed for 4x2 outlookeis. 2x4 let -ins Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. of the same size and grade as structural top C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc chord. Insure tight fit at each end of let -in. M,M20HS,M18HS,U16 = MiTek MT series; Outlookers must be cut with care and are permissible at inlet board areas only. 6-11-08 6 11 OS ' 0-11`-07. 6-00=01 6-00-01 _ 0-11-07 .•Note: VIII 12 a 3.50 Truss design requires continuous IIII .' bearing wall'for entire span MON. 9. Digits indicate size of plate in inches. •'. M=4x5 M -3x5 34rL0M-3x5 a" r MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311: ESR -1988 (MiTek) - M -2 x4 _`M -2x4 v :4 M 3x5 2 ) t' M -3x5 ` M -3x6 ` M -3x6 7 77 CO Lit M -3x5 MHS -3X8 ,. r r 6-11 - ' x <PL:15-06-00 1311 JOB NAME: Loper Residence Hideaway Lot 180 - A84 Scale: 0.4991• n? FESSlo'�t .. ' ��Q• ONIOyF. ``tib .*. N0. C764 8 EXP.'12-31-12 / M > ..P 0 1 �FCPC F CAS - WARNINGS: GENERAL NOTES, unless otherwise noted: - A84 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review TrUSS : and Wamings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent .2. Design assumes the top and bottom chords to be laterally braced at DES. 6Y: .AM stabil bracing must be designed designer of complete structure. N 9 M 9 P 2� o.c. and at 10' o.c. respectively unless braced throughout their len9qih by . DATE: 7/30/2012 B CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(Bc). 3. 2x Impact bridging or lateral bracing required where shown ++ _ 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. SEQ. : 5255174 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 I D : 3'45240 design loads be applied to any component.and for are for *dry condition' of use. 6. Design essumes rag bearing at all supports shown. Shim or wedge if - 5. CompuTrus has no control over and assumes no responsibility the fabrication, handling, cation, 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 TPINVECA in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. III II I II IIII II III VIII II I I I IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311: ESR -1988 (MiTek) - .. ' ��Q• ONIOyF. ``tib .*. N0. C764 8 EXP.'12-31-12 / M > ..P 0 1 �FCPC F CAS IIII i _ ThMign Med fMniputMut ki SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR LOAD DURATION INCREASE = 1.25 1- 2=( -69) 29 1. 8=(0) 1091 1- 2=(-1361) 0 BC: 2x4 OF b18BTR SPACED 24.0' O.C. 2- 3=(-1226) 0 8- 7=(0) 1091 3. 8=( -109) 135 WEBS: 2x4 OF k18BTR; 3- 4=(-1176) 0 8- 4=( 0) 330 2x6 OF SS A LOADING" 4- 5=(-1176) 0 8- 5=( -109) 135 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(-1226) 0 6- 7=(-1361) 0 TC LATERAL SUPPORT - 1210C. UON. OL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -69) 29 BC LATERAL SUPPORT <= 1210C. UON. TOTAL LOAD = 52.0 PSF . LETINS: 1-06-00 1-06-00 ADOL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 131- 11.0' V BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES). Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE 10 1NE SPATIAL 01- 0.0' 0/ 863V -41/ 41H 5.50' 0.92 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. 13'- 11.0' 0/ 863V -41/ 41H 5.50' 0.92 OF ( 625) M",M20HS,MIBHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = 0.035' @ 61- 11.5' Allowed = 0.433' ' MAX OL CREEP DEFL = -0.106' @ 6' 11.5'. Allowed = 0.650' MAX TL CREEP DEFL = -0.141' @ 6'- 11.5' Allowed = 0.650' RECOMMENDED CAMBER (BASED ON OL DEFL)=•0.106' MAX HORIZ. LL DEFL = 0.006',@ 13'", 5.5' 6-11-08 6-11-08 MAX HORIZ. TL DEFL = 0.018 "@ 13'= 5.5' Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, 1-05-07 1-11-07, 3-06-10 3-06-10• �• V-11-07 1-05-07 C Enclosed, Cat.2, Exp.C, .MWFRS, interior zone, load duration factor=l.6 12 .. _ 12 Design checked for a 300 lb concentrated'top chord - 3.50C -7 - - a 3.50 -live load per IBC 2009 due to maintenance workers which is, non-concurrent.nith other live loads.' r, IM -4x4 , - 4 4.0" : M -2x4 M -2x4 r 2.0" .« M -3z4 M -3x4 3. < M- 3x8 M -3x8 M -3x8 • _ .. ' .. � - � . . -• � •r ^ti ." - ',t + 4 1. 6-11-08 Y 6-11-08 s - 1_< L:15-06-00 13-11 I n R KIAMF I nnpr Rpci ripn(-p Hi dPnwnv I int 1 Rn -. ARS Q�pfESSlp Scale: 0:4443 ��a�ONIOyF / tr 0. C764 8 EXP. 12-31-12 J)t / NI OF CA(_� - WARNINGS: GENERAL NOTES, unless otherwise noted: ' A8 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: 5- and Wamings before construction wmmences. and approval is the responsibility of the building designer, not the - 2. 2x4 compression web bracing must be installed where shown+. buss designer or truss engineer. .. " 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2'o .c. and at 10' o.c. respectively unless braced throughout their len, by DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. - continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral brarang required where shown ++ 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. SEQ. : 5255175 - fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 345240 design loads be applied to any component. for and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and installation of components. . Design assumes adequate drainage is provided. ' _ 6. This design is furnished subject to the limitations set forth try 8. Plates shall be located on both faces of buss, and placed so their center TPINVTCA in SCSI, copes of which will be furnished upon request tines coincide with joint center lines. III III I VIII I II II II I I I IIII I I IIII 9. Digitsindicatesize cinches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L)•E gat 10. For basic connector plateed design values see ESR -1311, ESR -1988 (MiTek) ��a�ONIOyF / tr 0. C764 8 EXP. 12-31-12 J)t / NI OF CA(_� VIII Th gn d fMinputMut bM WARNINGS: GENERAL NOTES, unless otherwise noted: , A86 1. Builder and erection contractor should be. advised of all General Notes .1. This buss design is adequate for the design parameters shown. Review ' SPA E ABRIC (MC) LUMBER SPECIFICATIONS 13-11-00 HIP SETBACK 6-00-00 FROM END WALL CBC20lO/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF R18BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) 3. All lateral force resisting elements such as temporary and permanent 1- 2=( -228) 0 1. 9=(0) 1928 1- 2=(•2476) 0 2 x 6 OF SS T2 stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by 2. 3=(•2232) 0 9-10=(0) 3054 3- 9=( 0) 1236 BC: 2 x 4 OF g18BTR LOADING ^ ,7/30/2012 f 3- 4=(-3144) 0 10- 8=(0) 1930 9. 4=( -206) 126. WEBS: 2 x 4 OF g18BTR; TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 0'- 0.0' TO 6'- 0.0' V 4- 5=(•3072) 0 9- 5=( •116) 152 2 x 6 OF SSA TC UNIF LL( _ 80.0)+DL( 100.0)= 180.0 PLF 6'- 0.0' TO, 7'- 11.0' V 5- 6=(-3106) 0 5.10=( •226) 122 ' TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 7'- 11.0' TO 13'- 11.0' V 6- 7=(-2234) 0 10. 6=( 0) 1206 TC LATERAL SUPPORT <= 12'OC. MON. BC UNIF LL( 0:0)+DL( 68.0)= , 68.0 PLF 0'- 0.0' TO' 13'•,11.0' V 7. 8=( -228) 0 J- 8=(-2480) 0 ,- BC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 200.0)+DL(, 250.0)= 450.0 LBS @+-6'- 0.0' P 2 _ TC CONC LL(, 200.0)+DL( 250.0)= 450.0 LBS @ 7'- 11.0' BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS. REACTIONS SIZE INCHES (SPECIES) LETINS: 1,;03-00 1-03-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - 01- 0.0' 0/ 1636V •43/ 43H 5.50' 0.87 OF ( 625) ' r REQUIREMENTS OF CBC 2010 NOT BEING MET. II 13'- 11.0' 0/ 1636V •43/ 43H 5.50' 0.87 OF ( 625) 'r , III BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP I IIIITPIANfCA VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = •0.039' @ 17 - 11.0' Allowed = `0.433' Connector plate prefix designators MAX DL CREEP DEFL = -0.105' @ 7'• 11.0' Allowed = 0.650' ;C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc - + (2 )complete trusses required. MAX TL CREEP DEFL = -0.145' @ T -'11.0' Allowed = '0.650' M,M20HS,M18HS,M16 = MiTek MT series Join together 2 ply with 9'x.131 DIA GUN 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) RECOMMENDED CAMBER (BASED ON DL DEFL=0.105' nails staggered at: • 9' oc throughout 2x4 top chords, . �s MAX HORIZ. LL DEFL = 0.006' @ 13'- 5.5' n a + 9' oc throughout 2x6 top chords, MAX HORIZ. TL DEW = 0.019' @,"13', 5.5' 9' oc throughout 2x4- bottom chords, 9' oc throughout webs.' v >; Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=10.2,,ASCE 7 05,' .' 5-11 -11 1rl1-10 5-11-11 Enclosed, Cat.2, Exp.C, MWFRS, � - interior zone, load duration -factor -1 .6' `• " e,' f 1 -02-09.1 =02=15 32.09 01 3-05-14 �• .•2-09 01 1 02-15 1 02 09chord, -Design checked for 300 lb concentrated top chord , 450H 450ii �- '' : live load per IBC 2009 due to maintenance workers per 12 + v 1P a which is with other live loads." yr y 3.50 ' �» a 3.50. '+ M 4x6 ,M BxBt - w • i e r '0; M -2X4 - T2 M 2X4' <: M 3x4' LM --3x4 ` A' A * I - - II C) e h { -10' g o y J d M3x8 ��. M'3x4 M•3x8 r �. v"�- ' 5 00 13' 1 3-11-02 4-11-01 <PL:15,-06-00 13',1 1 -r s z + �. r y JOB NAME: `Loper Residence Hideaway Lot 180 -.A86`- Scale. 0.4068 oQROFESS10 . 50M ON10 'GG, N0. C764 8 �- + 'EXP. 12-31-12 �F CALW WARNINGS: GENERAL NOTES, unless otherwise noted: , A86 1. Builder and erection contractor should be. advised of all General Notes .1. This buss design is adequate for the design parameters shown. Review ' Truss: and Wamingr before construction commences. . . and approval is the responsibility of the building designer, not the - 2. 2x4 compression web bracing must be installed where shown +, buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood shealhing(TC) end/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ ^ ,7/30/2012 f 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. SEQ. : 52551 76Design 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 I D : 345240. design loads be applied to any component. 5. CempaTma has far the and are for "dry condition` of use. , 6. assumes full bearing at all supports shown. Shim or wedge d rte control ever and assumes no responsibility necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage isprovided. 6. This design is lurnished subject to the limitations set forth by - 8. Plates shall be located on both faces of truss, and placed so their center in BCSI, copes of which will be furnished upon request lines coincide with joint center lines. to II I I I VIII I III II II VIII III I I I IIIITPIANfCA 9. Digits indicate size of plate inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) . 50M ON10 'GG, N0. C764 8 �- + 'EXP. 12-31-12 �F CALW VIII _ ThaWgn )d f�lnputMUt b - WARNINGS: GENERAL NOTES, ted: A87 SPATES FABRIC TORS (MC) LUMBER SPECIFICATIONS 19-00-00 HIP SETBACK B-00-00 FROM END WALL Truss: CBC2010/I8C2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR; LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( 0) 74 1- 9=(0) 3580 1- 2=(-4288) 0 2x6 OF SS T2 truss designer or truss engineer. " 2- 3=(-3982) 0 9-10=(0) 4866 , 3. 9=( 0) 1374 8C: 2x4 OF #188TR LOADING ' 3. 4=(•5020) 0 10- 8=(0) 3502 9- 4=( -306) 110 WEBS: 2x4 OF #18BTR; TC UNIF LL( 40.0)+OL( 50.0)= 90.0 PLF 0'• 0.0' TO 8'- 0.0' V 4- 5=(-4872) 0 9. 5=( -128) 148 2x6 OF SS A TC UNIF LL( 100.0)+OL( 125.0)= _225.0 PLF 8'- 0.0' TO 11'- 0.0' V 5. 6=(•5010) 0 5-10=( -290) 110 4. No load should be applied to any component until after all bracing and TC UNIF LL( 40.0)+DL( 50.0)= 90.0 PLF 11'- 0.0' TO 19'- 0.0'" V ' 6- 7=(•3908) 0 10- 6=( 0) 1418 TC LATERAL SUPPORT <= 12 -OC. UON.' BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 01- 0.0' TO 19'- 0.0' V 7- 8=( -2) 72 7- 8=(•4206) 0 BC LATERAL SUPPORT <= 12'OC. UON. and are for "dry condition' of use. . - 6. Design assumes full bearing et all supports shown. Shim or wedge if ' TC CONC LL(,373.3)+OL( 466.7)= 840.0 LBS @ 8'• 0.0' ------ ------------ ________ TC CONC LL( 373.3)+DL( 466.7)= 840.0 LBS @ 111- 0.0' BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH ' NOTE: 2x4 BRACING AT 24'OC UON. FOR 8. Plates shall be located on both faces of truss, and placed so their center LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE -TO THE SPATIAL -_ 0:-. 0.0' 0/ 2230V -54/ 54H 5.50'; 1.19 OF ( 625), _______ REOUIREMENTS OF CBC 2010 NOT BEING MET. 191- 0.0' 0/ 2230V -54/ 54H 5.50' 1.19 OF ( 625) LETINS: - 2-00-00 2-00-00 ' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP lines coincide with joint center lines. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 II AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _ ' MAX LL DEFL = •0.092' @, 8'- 0.0' Allowed = 0.603' Connector plate prefix designators C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. MAX DL CREEP DEFL = -0.203' @ 8'- 0.0' Allowed = 0.904' ,M,M20HS,M18HS,M16 = MiTek MT series Join together 2 ply with 3'x.131 DIA GUN MAX TL CREEP DEFL =,•0.295' @ 8'- 0.0' Allowed = 0.904'- - nails staggered at: RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.203 9' oc throughout.2x4 top chords, ✓' MAX HORIZ. LL DEFL = 0.018' @ 18'- -6.5' MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) (2) rows at 9' oc throughout 2x6 top chords, MAX HORIZ. TL DEFL = 0:0451•@ 18'-` 6.5' 9' oc throughout 2x4 bottom chords, 9' oc throughout 2x4 webs " s Wind`. 95 mph, h=15ft,. TCDL=15.0,BCDL=4;2,.ASCE 7-05,,, ' (2) rows at 9' oc throughout 2x6 webs. 6.� Enclosed, Cat.2 Exp.C, MWFRS, r . ` i zone, load duration actor 1.6 interior d d f = •7-11-11- 3-00-10 . - •7-11 11,'. _ - � Design checked fora 300 lb concentrated top chord ,live load per IBC 2009 due to maintenance workers' 1-11-03 _ 1 -06-05: 3-09-01 3-09-12, 4 09 04 1-03 04 1 -11 -03 which is non -concurrent with other live loads. 1 840# 840# f �4, 12 ' .112 r t. ' 3.50 o 3.50 •, t ' + M -5x6 =M -8x8 `. M -2x4 M -2x4 1 M"3x5 M 3x5" ��' � ../ 0 9 10 41 8 MHS 3X8 1"i' M -3X8 �r - W 3X4 MHS 3X8 'L L r. 7-00-13 .5-00-02 6 11-01 _ .JOB NAME:` Loper Residence Hideaway Lot 180 '- A87 Reale: 0.3573 NO:C76428 „ EXP. 12-31-12, N1\. �OF CAL* WARNINGS: GENERAL NOTES, ted: A87 1. Builder and erection contractor should be advised of all General Notes or the 1. This truss design is adequate for the design parameters shown. Review is adequate Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. " 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at Y 10' braced throughout length by DES. BY: AM _ stability bracing must be designed by designer of complete structure. o.c. and at O.C. respectively unless their drywall(BC). DATE: 7/30/2012 - CompuTrus assumes no responsibility for such bracing.,_ continuous sheathing such as plywood sheathing(TC) and/or 3. ix Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5255177 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 I D : 345240 design loads be applied to any component. and are for "dry condition' of use. . - 6. Design assumes full bearing et all supports shown. Shim or wedge if 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 provided. - 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 in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. II II III III I II VIII III II III IIIITPINVECA 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) NO:C76428 „ EXP. 12-31-12, N1\. �OF CAL* Thgn IIII SPATE�FABRI edj=mputlMut LUMBER SPECIFICATIONS - _. .. TRUSS SPAN' 19'- 0.0' • CBC2010/IBC2009 'MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF kt&BTR LOAD DURATION INCREASE = 1.25 GENERAL NOTES, unless otherwise noted: - - 11. 2=( -108) 0 1- 8=(0) 1541 1. 2=(-1852) 0 BC: 2x4 OF k1&BTR SPACED 24.0' O.C. 1. This truss design is adequate for the design parameters shown. Review 2- 3=(-1705) 0 8. 7=(0) 1541 3- 8=( -298) 68 WEBS`. 2x4 OF qt&BTR; - and Warnings before construction commences. 2.2x4 compression web bracing must be installed where shown *. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at . 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 4=(-1441) 0 8- 4=( O) 383 y 2x6 OF SS A. LOADING -3. 2x Impact bridging or lateral bracing required where shown ++, 4- 5=(-1441) 0 8. 5=(.-298) 68 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5. 6=(-1705) 0• 67 7=(-1852) 0 L TC LATERAL'SUPPORT -__12-0d. UON. ' _DL ON BOTTOM CHORD = 7.0 PSF 6. 7=( -108) 0 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF LETINS: 1.06.00 1-06-00 „'LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX'HONZ BRG REQUIRED "BRG LENGTH .."- REQUIREMENTS OF CBC 2010 NOT BEING MET. • LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: I .. y -'f - 0'- 0.0' 0/ 988V-. -55/ - 55H 5.50' 1.05 OF ( 625)' - C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF_ LIVE LOAD. TOP 191- 0.0' 0/ 988V "' -55/ SSFI 5.50', 1.05 OF ( 625) . M,M20HS,M18HS,M16 = MiTek MT series ' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.102' @ 9'- 6.0' Allowed = 0.603 MAX OL CREEP DEFL = •0.240' @ 9'- 6.0' Allowed = .0.904' MAX TL CREEP OEFL,= -0.341' @ • 9'- 6.0' Allowed =; 0.904' RECOMMENDED CAMBER,(BASED ON OL DEFL).= 0.240' _ ' MAX HORIZ. LL DEFL = 0.014' @ .18'- 6.5' r! MAX HORIZ. TL DEFL = 0.035' @ 18'- 6.5.,. �'. a°• • �•• • x.• Wind: 95 mph, h=15ft, TCDL=I5.6,BCDL=4.2,'ASCE 7-05, i +.'� L� •' Enclosed, Cat.2, Exp.C, MWFRS, • _ interior zone, load duration facto,ra=l. 6 9 06,' y i 9-06 Design checketl for a 300 lb concentrated top chord "dive load per IBC 2009 due to maintenance workers 1 -05 07 3-03-09 4 09 4 09 3-03-09 1-05-07 which is non -concurrent with other live loads. !12 12 3.50 t IIM-4x4 a 3.50 .. } 44.0° { + a ' M 2x4 e .,, ' 2.0" M -2x4 • y �' �. ,; 1,y. , "�� x M -3z5 ,. � - � r� M --3x5 A 1� .* �. Arn" > -'o 0 1 B. 7 0 _ < M 3x8 _ M•3X8 w MHS=3X8 9-06 .9-06. x ' Y <PL:12--06=00 19 00 10 KIAAAF • 1 nnar "Rae i Hanna Hi rlonminy I n .1 An _ AAA QOFESSIO .. _.. --r_ ----- -- ---- -� --- -- -- bcaie:u,abra - WARNINGS: GENERAL NOTES, unless otherwise noted: - - A883. 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: ' DES. BY: AM. - and Warnings before construction commences. 2.2x4 compression web bracing must be installed where shown *. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at . 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 - CompuTrus assumes no responsibility for such bracing. -3. 2x Impact bridging or lateral bracing required where shown ++, SEQ. :. 5255178 �] a ,t TRANS I D : 345240 - IIIIII I I VIII I III II I III IIII III III 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment end installation of components. 6. This design is furnished subject to the limitations set forth by TPIANTCA in BCSI, copes of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition' of use. , 8. Design assumes lull bearing at all supports shown. Shim or wedge it necessary.. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center Dies coincide with joint center lines. 9.Digits indicate size plate in inches. 10. For basic connector p plate design values see ESR -1311, ESR -1968 (MiTek) * ONIOyF .* NO.. C764 8- . r EXP. 12-31-12• 7 0. OF CAL* IIII r S _ ThMign �ed fMfnput put WARNINGS: GENERAL NOTES, unlessolherwise noted: A89 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS ^ TRUSS SPAN 7'- 9.7' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDFjCq=1.00 TC: 2x4 OF g18BTR -LOAD DURATION INCREASE = 1.25 3. All lateral farce resisting elements such as temporary and permanent 1-2=(-'445) 0 6.7=(•20).47 $•1=(-436) 0 2.8=(•172) 9 , BC: 2x4 OF H18BTR SPACED 24.0' O.C. continuous hin continuous sheathing such as). plywood sheathing(TC) and/or drywall(BC). 3-4=( -76) 0 7-8=( 0) 455 1-7=(" 0) 501 2-4=(-329) 0 WEBS: 2x4 OF g18BTR; 3. 2x Impact bridging or lateral bracing required where shown ++ _ 4-5=(-432) 0 8-5=( 0).361 7-2=(•222) 4 8-4=( -45) 65. ' 2x6 OF SSA LOADING fasteners are complete and at no time should any loads greater than 2-3=(-202) 0 ' LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF r TC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS .SIZE INCHES (SPECIES) ? TPIMITCA in SCSI, copes of which will be furnished upon request tines coincide with joint center lines. 0'- 0.0' 0/ 442V -34/ 36H 5.50' 0.47 OF ( 625) +specs..- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _ 7 9.7' 01 - 466V -341.,. 36H 5.50' 0.50 OF ( 625) ** For hanger See approved plans REOUIREMENTS OF CBC 2010 NOT BEING MET. + BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ' VERTICAL DEFLECTION -LIMITS: LL -Lj260' Connector plate prefix designators: AND BOTTOM -CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11 wed40 MAX LL DEFL -0.029'"@ 4'• 9. A o = 0.230' OL CREEP DEFL @ 9.2' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc " > MAX = -0.056' 4'- Allowed = 0.345' M,M20HS,Ml8HS,Ml6 = MiTek MT series. • . '. MAX TL CREEP DEFL = -0.080' @ 4'• 9.2' Allowed = 0.345' RECOMMENDED CAMBER,(BASED ON OL DEFL)= 0.056.' . 2.00-11 = '" 5-09= MAX HORI2. LL DEFL.= 0.001' @ 7'• 4.2' MAX HORIZ. TL DEFL = 0.003' @ 7'- 4.2'" 2-00-11 2-08-01 3 .00 15 _. + Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, 12 12 ' a interior zone, load duration factor=1.6 '0.12 x3:50- y Design checked for a 300 lb concentrated top chord + E live load per I8C 2009 due to maintenance workers _ M -2x4: which is non -concurrent with other live loads. , " y 1 M 3x5 M -5x8. M -3x5 A fs F a -- -- o 1M ^ < M -2x4 -3X4 M -3x4 'M 3x8 41 7 - 2-00-11 2-08-01 3-00.15 t L<PL`.1„1-00-12 L 7-09-,11- JOB NAME: - Loper Residence Hideaway Lot 180 - A89 Q�oFEss�q Scale: 0.5155 4 �ONIOyF tib, NO, C764 8 �- EXP. 12-31-12, / _330 [4Z Jq cN.lk� S OF CA- WARNINGS: GENERAL NOTES, unlessolherwise noted: A89 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at + 3. All lateral farce resisting elements such as temporary and permanent 2' and at 10' respectivelyly unless braced throughout their lenggth DES. BY: AM . stability bracing must bed nen designer of complete structure. " N 9 designed �' 9 P continuous hin continuous sheathing such as). plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. - 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unlit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 52551 79 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, -design TRANS I D : 345240 loads be applied to any component. he and are for -dry condition' of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if -. r 5. CompuTrus has no control over and assumes no responsibility for t -- necessary. t fabrication, shipment end installation of components. handling, 7. Design assumes adequate drainage is provided. " - 6. This design is furnished subject to the limitations set forth by - 6. Plates shall be located on Doth faces of buss, and placed so their center ' TPIMITCA in SCSI, copes of which will be furnished upon request tines coincide with joint center lines. III II I (IIII I II I III I I I IIII II IIII 9.Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 4 �ONIOyF tib, NO, C764 8 �- EXP. 12-31-12, / _330 [4Z Jq cN.lk� S OF CA- (IIII - Thsign �ed fMmpul�ut SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS '• TRUSS SPAN 7'- 3.6' CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k188TR LOAD DURATION INCREASE = 1.25 . Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review' y 1.2=(•331) O 6.7=(-21) 45 6-1=(-425) 0 2.8=( •88) 66 BC: 2x4 OF g18BTfl SPACED 24.0' O.C. 2. 2x4 compression web bracing must be installed where shown +, 3.4=( -72) 4 .7-8=( 0) 345 1-7=( 0) 428 2-4=(.•299) 0 WEBS: 2 x 4 OF k18BTR; 3All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 4-5=(-403) 0 8-5=( 0) 328 7.2=(-230) 1 8-4=( -67) 43 2x6 OF SS A LOADING CompuTrus assumes no responsibility for such bracing. �4. 3. 2x Impact bridging or lateral bracingrequired where shown ++ truss 2-3=(-197) 0 No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF .. TC LATERAL SUPPORT <= 12'OC. UON.DL DLON BOTTOM CHORD = 7.0 PSP r BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH BC LATERAL SUPPORT <= 1210C. LION. LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) TPINVlCA in BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. IIII IIII I VIII VIII VIII I III VIII II I IIII 01- 0.0' 0/ 424V -34/ 36H 5.50' 0.45 OF ( 625) **For hanger specs. - See approved lana ' Pp p, LIMITED STORAGE DOES NOT•APPLY DUE TO THE SPATIAL 7'• 3.6' 0/ 446V •34/ , 36H 5.50' 0.48. OF ( 625), g p REQUIREMENTS OF CBC 2010 NOT BEING MET. - x BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP , VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.025' @ 4'• 2:7' Allowed = 0.213' . MAX DL CREEP DEFL = -0.048' @ 4'- 2.7' Allowed = 0.319' C,CN,CI8,CN18 (or no prefix') = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.069' @ 4'- 2.7' Allowed = 0.319' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.048- 1-06-10 5-09 MAX HORIZ. LL DEFL = 0.001' @ .6'• 10.1' ' MAX HORIZ. TL DEFL = 0.002' @ 6'- 10.1- 0.1'1-06-10 1-06- 10 2-07-09 3-01-07, r ` Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7,-05, Enclosed, Cat.2, Exp.C, MWFRS, 1212 va interior zone, load duration factor=1.6 0.13 a 3.50 J Design checked for a 300 lb concentrated top chord • . _• y live load per IBC 2009 due to maintenance workers s w which is non -concurrent with other live loads: M -2x4 * , < c M 3x5 M 5x8. r 'M -3x5. ti 4 Jfry s 0 o.o 1, ri r { ' w < M -2x4 M -3x4 M -3x4 M -3x8 y :. '�• i, , �% # '. , ,n • o, . • -- - , i yak <PL:11-00-12 A� , ., n L 1=06 10 2.07 09 .3-01-07' ' i . L •, t , � '^ � ' • - 7-03-10 _ .. .. ; r JOB NAME: 'Loper Residence' Hideaway Lot 180- -,' A90 Scale: 0.5133 Q - WARNINGS: GENERAL NOTES, unless otherwise noted: 901 . Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review' Truss and Warnings before construction commences. and approval is the responsibility of the building designer, not the , 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. - 3All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM sta.dtiry b acing must be designed by designer of complete structure. ti 2' o.c. and at 10' O.C. respectively unless braced throughout their lenggth by - continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. �4. 3. 2x Impact bridging or lateral bracingrequired where shown ++ truss r _ SEQ. : 5255180 No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of is the responsibility the respective contractor. y 5. Design assumes trusses are to be used in a noncorrosive environment, r� C r] A TRANS I D : 34 `n d O design loads be applied to any component. and are for 'dry condition- of use. 6. Design assumes full beamrg at all supports shown. Shim or wedge if ' , 5. CompuTrus has no control over and assumes no responsibility for the - - fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 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 ' TPINVlCA in BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. IIII IIII I VIII VIII VIII I III VIII II I IIII 9. Digits indicate size plate cinches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek) p IIII Th:MWgn �Jed fMmput�ut bW SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.7' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 1-3=(-260) 0 5-6=(-21) 34 5-1=(-332) 31 BC: 2x4 OF #1SBTR SPACED 24.0' O.C.. 2-3=( 0) 0 6.4=( 0) 259 1.6=( O) 277 WEBS: 2x4 OF #18BTR; 3.4=(-334) 0, 6-3=(-140) 24 2x6 OF SS A LOADING LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF TC LATERAL SUPPORT - 1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED ERG LENGTH BC LATERAL SUPPORT <= 1210C. UON. TOTAL LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -23/ 375V -36/ 32H 5.50' 0.40 OF ( 625) . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' 6'- 1.7' 0/ 384V =36/ 32H 5.50' 0.41 OF ( 625) NOTE: 2x4 BRACING AT 24'OC LION. FOR REQUIREMENTS OF CBC 2010 NOT BEING MET. `. ALL FLAT TOP CHORD AREAS NOT SHEATHED VERTICAL DEFLECTION LIMITS: LL=L/360", TL=L/240 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.019' @ 1'-.11.0' .Allowed =, 0.174' (2) M -1,5X4 OR EQUAL AT UPRIGHTS. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX DL CREEP DEFL = -0.032' @ 2'- 7.4' Allowed = 0.261' MAX TL CREEP DEFL = -0.044' @ 2'- 7.4' Allowed = 0.261' •• For,hanger specs. - See approved plans RECOMMENDED CAMBER (BASED ON DL OEFL)= 0.032' Connector plate prefix designators: MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc .•' MAX HORIZ. TL DEFL = 0.001' @ 5'- 8.2' M,M20HS,M18HS,MI6 = MiTek MT series Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7.05, ' 0-04-12 5-09 ' . ' Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 0-04-12 2-02-10 3-06-06 y Design checked for -a 300 lb concentrated top chord live load per "IBC 2009 due to maintenance workers 12y + which is non -concurrent with other live loads. 0.13,12 � a 3:50 1 . ; r , M -3x5. r .,,� A -- rn .•.M < .r M 2x4 - -3x4 M -3x8 , _ 2-07-06 .3-06-06. ! ;. <PL,:11-00-12 L 6-01.124. JOB NAME: Loper Residence Hideaway Lot 180 a = A91 s r Q,l;LpfE Scale: 0.4556 ONIOyF. " WARNINGS: - GENERAL NOTES, unless otherwise noted: A9, 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Wamings before construction commences. 2. 2x4 compression web bratlng must be installed where shown a and approval is the responsibility of the building designer, not the -• " truss designer or truss engineer. .. ul fn BY AM - 3. All lalerel force resisting elements such as temporary and permanent 2• Design assumes the top and bottom chords to be laterally braced at 2' o.c, and at 10' o.c. respectively unless braced throughout their length by N DES. : _ " stability bracing must be designed by designer of complete structure._ CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging lateral bracing where ++ ` '" - NO.. C764 8 DATE: 7/30/2012 /� O 4. No load should be applied to any component unfit after all bracing and or required shown 4. Installation of truss is the responsibility of the respective contractor. _ ,t Cvn n q 7 _ ry EX 2 SEQ. . : 5255181 fasteners are complete and at no Ume should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, "dry CV 1 "design TRANS I D 345240 loads be applied to any component. and are for condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it : 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. CNN. P - " �'aa �t - 6. This design is furnished subject to the limitations set forth by TPIANTCA in BCSI, be furnished 8. Plates shall be located on both faces of truss, and placed so their center tines lines. r' - ` Q III IIII II I II (III II I III IIII copies of which will upon request. coincide with joint center 9.Digits indicate size plate in inches. - f CA1 III II I MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basicis connector plate design values see ESR -1311, ESR -1888 (MiTek) p "IIII - _ _ - M Thgn )_ed f_fnputumut L_ - WARNINGS: SPATE FABRICATORS (MC) LUMBER SPECIFICATIONS - TRUSS SPAN 3'- 4.2' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF R18BTR LOAD DURATION INCREASE = 1.25 F 1-2=(-67) 15. 3.2=(•23) 23 3.1=(•197) 6 BC: 2x4 OF k18BTR SPACED 24.0' O.C. tt truss designer or truss engineer. 2• Design assumes the top and bottom chords to be laterally braced at ' WEBS: 2x4 OF g18BTR; 3. All lateral force resisting elements such as temporary and permanent 2' o.c, and at 10' o.c. respectively unless braced throughout their length by 2x6 OF SSA LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH DATE: 7/30/2012 - - LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF LOCATIONS REACTIONS REACTIONS .SIZE INCHES (SPECIES) ' TC LATERAL SUPPORT <= 12'OC. UON. f 'DL ON BOTTOM CHORD = 7.0 PSF. 01- 0.0' 0/ 218V -46/ 22K 5.50' 0.23 OF ( 625), BC LATERAL SUPPORT <= 12'OC. UON. _ TOTAL LOAD =. 52.0 PSF 3'- 4.2' 0/ 246V -46/ - 22H 5.50' 0.26 OF ( 625) •' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS CBC 2010 NOT BEING MET, VERTICAL DEFLECTION LIMITS: U=L/360, TL=L/240, For hanger s ecs: See'a roved g p PP plans p OF MAX TC PANEL LL DEFL = -0.010' @ 1'- 6.5' Allowed = '0.209'.. ' * �- r BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP. _i MAX TC PANEL TL DEFL = -0.013' @ 1'- 6.5' Allowed = 0.314' RECOMMENDED CAMBER (BASED ON OL DEFL)=_0.004' Connector -plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. •- C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc ' r MAX HORIZ. LL DEFL = 0.000' @ 0'- 1.8' M,U20HS,Ml8HS,M16 = MiTek MT series MAX HORIZ. TL DEFL = 0.000' @ '0'- 1:8' 3-04-03 , Wind: 95 mph, h=15ft TCDL=I5:O,6CDL=4.2, ASCE 7.05, _ IIII * - Enclosed, Cat.2, Exp.C, MWFRS, III 12 I II interior zone, load duration factor=1.6 } .F a 3.50 e Design 'checked for a 300 lb concentrated top chord- - MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek) live load per IBC 2009 due to maintenance workers s > non -concurrent with other live loads. which 's non -co , .,M 2x4 o , 1 A: to o c M -2x4 •' M -3x8 y• r• _ 1 t .. F- ♦ �..'- cos ` `x 3-04-03 t 11 b , _ 10L: JOB NAME: Loper Residence Hideaway Lot 180 - A92 S=tn•ngroio00Ossfp _rr1�DN10yF NO., C764 8 EXP. 12-31-12, /.� o��� sjq �NI\. SOF CA! \FOGS' - WARNINGS: • " GENERAL NOTES, unless otherwise noted: - - 1. Builder and erection contractor should be advised of all General Notes 1. This tress design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the -,A92, . 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2• Design assumes the top and bottom chords to be laterally braced at ' DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c, and at 10' o.c. respectively unless braced throughout their length by stab lily brat ng must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or Orywall(SC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5255182 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 I D : 345240 - design loads be applied to any component. - has for and are for •dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if • 5. CompuTrus no control over and assumes no responsibiliity. the necessary. • fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is 6. This design is furnished subject to the limitations set forth by f truss, a 7 6. Plates shall be located on both faces of truss, end placed so their center . TPINVTCA in SCSI, copies of which will be furnished upon request tines coincide with joint center lines. IIII II III III I I II II IIII VIII IIII III MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek) _rr1�DN10yF NO., C764 8 EXP. 12-31-12, /.� o��� sjq �NI\. SOF CA! \FOGS' IIIIII �' _ Th�ign eIJI mpui put _ SPATES FABRI ATORS (MC LUMBER SPECIFICATIONS - - - - - - - - - - - - - TRUSS SPAN 6' - 5.9' CBC2010/IBC2009- MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR GENERALNOTES, unless otherwise noted: - LOAD DURATION INCREASE = 1.25 (Non -Rep) - .. 1.2=( •34) 60 4-3=(-20) 304 1-4=(-212) 4 BC: 2x6OF SS Truss • SPACED 24.0' O.C. 2-3=(-381) 8 4.2=(-340) 16 WEBS: 2x4 OF #18BTR 2. 2x4 compression web bracing must be installed where shown +. •. " .- ,. 2. Design assumes the top and bottom chords to be laterally braced at LOADING f stabilitybracing must be designed b designer of complete structure. 8 9 Y 9 P TC LATERAL SUPPORT - 12'OC. UON. DATE:' 7/30/2012 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH BC LATERAL SUPPORT - 12'OC. UON. 4. No load should be applied to any component unfit after all bracing and DL AN BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE .INCHES (SPECIES) .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, TOTAL LOAD = 52.0 PSF 01• _0.0' 0/ 633V -63/ 36H 5.50' 0.68 OF ( 625) and are for -dry condition' of use. 6. Design assumes full beating at all supports shown. Shim or wedge it - 5. CompuTrus has no control over and assumes no responsibility, for the LOADS AS GIVEN 6'- 5.9' 0/ 592V •63/ - 36H 6.38' 0.63 OF ( 625) '• For hanger. specs. -'see approved plans ADDL: BC CONC LL+DL= 218.0 LBS @ 2'- 8:7' ' 6. This design is furnished subject to the limitations set forth by 'w B. Plates shall be located on both faces of truss, and placed so their center ADDL: BC CONC LL+DL= 218.0 LBS @ 21- 8.6' VERTICAL DEFLECTION LIMITS LL=LI360, TL=L/240 Connector plate prefix designators: _. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _ MAX LL DEFL = •0.022' @ 3 - 3.4' Allowed = 0.184' ' '3l-. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REOUIREMENTS OF CBC 2010 NOT BEING MET. MAX DL CREEP DEFL = -0.037' @ 3.4'-Allowetl.= 0.275' _ M,U20HS,M18HS,M16 = MiTek MT series in SCSI, bogies of which will be furnished upon request. Ones coincide with joint center lines. r . MAX TL CREEP DEFL = •0.056' @ 3'- 3.4'. Allowed = 0.275' II x BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.037' II I II III AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - MAX HORIZ. LL DEFL = 0.001' @ 5'-•11.6' - 3-03. 3-02-15 ' - } MAX HORIZ. TL DEFL = 0.001' @ 5'- 11.6' ,. - Wind: 95 mph, h=15ft, TCDL=I5.6,BCOL=4.2, ASCE 745, 12 Enclosed, Cat.2, Exp.C, MWFRS; SINGLE MEMBER AS:SHONIN.- '; f a 3.03 interior zone load duration factor=l. n 1 6 HANGERS ATTACHED TO BOTTOM CHORD f _ WILL HAVE 1.5" MAX. NAIL PENETRATION.` _ Design checked for a 300 lb concentrated top chord -HANGER BY OTHERS. -'- live load per IBC 2009 due to maintenanceworkers, / which is non -concurrent with other live loads. M -2x4 .` M.,2x4.CD o 3x4 , +" YM . .. i - - ., + { i • O WEDGE o e w 1 218# L. •+ _ , 4. . .. it '.• _.. . 1 ! _ t 3 <PL.11 00-12 218#, t Al '4t • '' • 6-02-07 a_ . • .. • i L t, 8-05-15 :. . - , Y r t If1R KIANIF I nnor Pagirlpnnn HiriPAINnI/ I f) iAO AQP QROfESSip, - - - - - - T - - - - - - - - - - - - - - - - - - scale: U.0s9. - WARNINGS: GENERALNOTES, unless otherwise noted: - 93+ 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss • and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stabilitybracing must be designed b designer of complete structure. 8 9 Y 9 P unless braced (TC)throanout their lengg�th by continuous sheathing such as plywood sheathirrg(TC) andlor drywall(BC). cr ntun and at 10' hin suchrr*ipas plywood DATE:' 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5255183 .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 I D : 345240 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full beating at all supports shown. Shim or wedge it - 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 provided. 6. This design is furnished subject to the limitations set forth by 'w B. Plates shall be located on both faces of truss, and placed so their center in SCSI, bogies of which will be furnished upon request. Ones coincide with joint center lines. II II VIII II I II I II III VIII IIIITPINV'rCA 9. Digits indicate size plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E '10. for basicic p connector plate design values see ESR -1311, ESR -1988 (MiTek) ONIOyF cc3Y' /I ,l wT NO. C764 8 EXP. 12-31-12` i 7/_ 14Z 83 - 7FOFCA1 WARNINGS: - Th ign ed f�fnputmput (- 1. Builder and erection contractor should be advised of all General Notes "1. This truss design is adequate for the design parameters shown. Review T r lJ S S : 1 and Warnings before construction commences. SP TES ABRI TORS (MC LUMBER SPECIFICATIONS 2. 2x4 compression web bracing must be installed where shown ,. _ TRUSS SPAN 3'• 4.3' 3. All lateral force resisting elements such as temporary and permanent CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BT8 ' 2' o.c. and at 10' o.c. respectively unless braced throughout their length by _ LOAD DURATION INCREASE = 1.25 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall BC). . _- 3, 2x Impact bridging or lateral bracing required where shown + 1.2=(-67) 15 3.2=(-23) 23. 3.1=(-197) 6 BC:2x4 OF #1&BTR S E Q .: 52551 84 fasteners are complete and at no time should any toads greater man SPACED 24.0' O.C. TRANS I D : 345240 design loads be applied to any component. has for and are for "dry condition" of use. 6. Design assumes full baa ng at all supports shown. Shim or wedge if " ., WEBS: 2x4 OF #1&BTR; necessary. 7. Design assumes adequate drainage is provided. - 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of buss, and placed so their center - 2x6 OF SS A LOADING BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH Dies coincide with joint center dines. VIII IIII LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF I LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) TC LATERAL SUPPORT < 12'OC. LION. IN DL ON BOTTOM CHORD = 7.0 PSF 9. Digits indicate size of plate in inches. 01- 0.0' 0/ . 218V -46/ 22H 5.50' 0.23 ; OF ( 625) BC LATERAL SUPPORT <= 1210C. LION. ` TOTAL LOAD = 52.0 PSF 3'- 4.3' 0/ 246V •46/ 22H 5.50 0.26' OF ( 625) •• For hanger specs. See approved -plans +' Y LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240. r MAX TC PANEL LL DEFL` = -0.010' @ 1'- 6.6' Allowed = 0.210' - - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOPMAX TC PANEL TL DEFL = -0.014' @ 1'- 6.6' Allowed = 0.315' Connector plate prefix designators: AND BOTTOM CHORD LIVE, LOADS ACT NON -CONCURRENTLY. - RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.004',- C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series - - MAX HORIZ. LL DEFL = 0.000' @ 0'- 1.8' Y u MAX HORZ. TL DEFL = 0.000' @ .0'- 1.8' ' {. 3-04-04 : Wind: 95 mph, h=15ft,-TCDL=15.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, r.. -'12 - interior zone, load duration factor=1.6 a 3.b0 « + V - Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to,maintenance workers " which is non -concurrent with other„live loads. ' M-20 cm o_ .. /- > ' - i.• l - .. :moi 1, oo' + .e 2 o <`" M -2X4 M'3x8: 4 a. 3-02-08 3-04 04 r , r JOB 'NAME: Loper Residence Hideaway Lot 180 - A94' ' Sna;a' 0 5509 ONIOyF cc3Y' /I ,l wT NO. C764 8 EXP. 12-31-12` i 7/_ 14Z 83 - 7FOFCA1 WARNINGS: - GENERAL NOTES, unlessotherwise noted: 1. Builder and erection contractor should be advised of all General Notes "1. This truss design is adequate for the design parameters shown. Review T r lJ S S : 1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown ,. buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at _ DES . BY : AM staGlty bradng must be designed by designer of complete swcture. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by . DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall BC). . _- 3, 2x Impact bridging or lateral bracing required where shown + 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S E Q .: 52551 84 fasteners are complete and at no time should any toads greater man 5. Design assumes wanes are to be used in a nen-corrosive environment. TRANS I D : 345240 design loads be applied to any component. has for and are for "dry condition" of use. 6. Design assumes full baa ng at all supports shown. Shim or wedge if " ., 5. CompuTms no control over and assumes no responsibility me fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. - 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of buss, and placed so their center - in SCSI, copies of which will be furnished upon request Dies coincide with joint center dines. VIII IIII (IIII I II VIII III I I IIII IN 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E MiTek 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ONIOyF cc3Y' /I ,l wT NO. C764 8 EXP. 12-31-12` i 7/_ 14Z 83 - 7FOFCA1 ThIlo 9 -�ed f�mpulwut im SP TES ABRI ATORS (MO LUMBER SPECIFICATIONS TRUSS SPAN 10'- 7.0'1 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k1&BTR a .. LOAD DURATION INCREASE= 1.25'(Non-Rep) 1-2=(-3196) 154 6-7=( -30), 130 6.1=(-1142) 132 '2,8=(•2242) 64 BC: 2x6 DF SS SPACED 24.0' O.C. i 3.4=( -152) 18 7-8=(-166) 3042 1.7=( -142) 3172 2-4=( -956) 94 WEBS: 2x4 OF k1&BTR - 4-5=(-1252) 132 8.5=(-148) 1076 7-2=( 0) 796 8.4=( 0) 498 LOADING 2.3=( -246) 40 TC LATERAL SUPPORT <= 12'OC. UON. ADDL: TC UNIF LL(. 20.0)+DL( 25.0)= 45.0 PLF 0'- 0.0' TO' 101- 7.0' V - --BC LATERAL SUPPORT <='12'0C. UON. - ADDL: TC UNIF LL( 20.0)+DL( 25.0)= 45.0 PLF 0'• 0.0' TO 10'• 7.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH ADDL: BC UNIF LL( 110.6)+DL( 177.0)= 287.7 PLF 0'- 0.0' TO 2'- 9.0' V• LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector'plate prefix designators: ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 10'- 7.0' V , 01• 0.01. •98/ 1768V 82/ 60H 5.50' 0.94 OF ( 625) C,CN,CI8,CN18 (or no prefix)=.CompuTrus, Inc -- ADDL: BC UNIF LL+DL= .7.0 PLF 0'- 0.0' TO 10'- 7.0' V10'- r' 7.0' •149/ 1132V -82/ 60H • 5.50' 0.60 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series'. - -. .. '• .. 2 com Tete trusses re aired. ( ) P q x ADDL: BC CONC LL+DL= 375.0 LBS @ 4'- ^ '� - ADDL: BC CONC LL+DL= 633.0 LBS-@: 0.7' 2.1' h VERTICAL DEFLECTION LIMITS: LL=L/360, TL=LI240 Join together 2 ply with 3'x.131 DIA GUN .5'- MAX LL DEFL = 0.048' @ _ 7'- 4.0' Allowed = .0.322' '0.483' - nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _ MAX OL CREEP DEFL = -0.130' @ 7'- '4.0' Allowed = 9'.oc throughout 2x4 topchords, REOUIREHENTS OF CBC 2010 NOT BEING MET: ~ .. MAX TL CREEP DEFL = -0.150' @ 7'- 4.0' Allowed.= 0.483' • 2) rows at 9' oc throughout 2x6 bottom �' chords; - • LOADS AS GIVEN RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.130' , oc throughout webs., BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP v • - MAX HORIZ. LL DEFL = 0.002' @ 0'- 1:8' AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX HOHIZ. TL DEFL =- 0.004' @ 10'• 1.5' -4 10 5-09 r r Wind: 95.mph, h=15ft, TCDL=15.O;BCOL=4.2, ASCE 7-05, ***HANGER TO APPLY CONC.-LOAD(S) Enclosed, Cat.2, Exp.C, MWFRS, . 4 TO ALL MEMBERS., 4-10 2-06 3-03' interior zone, load duration factor=1.6' 12 Design checked for a 300 lb concentrated top chord jp ;. a 3.50 live load per IBC 2009 due to maintenance workers r: 0.25 - ar _ which is non•concurient with other live loads: s- r 3. M 5x8 M-3) 5 y, a,, t c• � - r to � + M' -3x4 4..y \ I +i ' J ''7:.� .. _ _ _ ... - - a I I O . I , 5 j SAF M -2x4" 4 M -4x5 M 3x5 WEDGE L 375N q- j633N*** c /` 4-10 2-06 3-03 t < . PL:11-00-12 - ^ 10-07 1 ?IRV G ONI0yF2�,, C764 13 EXP. .12-31 -12, i/ a/AZ CNJIL .Q 4 �q QLL. 1�� IIII �r f-M�> �r �' go Th�ign ifted f�lnputWut t� g SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 11'- 7.1' WARNINGS: CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR LOAD DURATION INCREASE = 1.25 1. Builder and erection contractor should be advised of all General Notes 1.2=(•1109) 0 6-7=(-69) 80 6-1=(•552) 0 2.8=(-620) 0 BC: 2x4 OF 918BTR SPACED 24.0' O.C. and Wamings before construction commences. 3-4=( -94) 0 7-8=( 0) 1089 1.7=( 0) 1078 2-4=(-540) 0 WEBS: 2x4 OF k18BTR; 2. 2x4 compression web bracing must be installed where shown +. 4.5=( •722) 0 8-5=(-14) 596 7-2=(-107)• 37 8-4=( 0) 228 2x6 OF SS A LOADING 3. All lateral force resisting elements such as temporary and permanent 2-3=(-229) 0 .' LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). continuous hino.csuch as TC LATERAL SUPPORT <= 12'OC. UON. r DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. LION. .: TOTAL LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) SEQ. : 5255199 ti 0'- 0.0'' 0/ 586V -96/ 79H 5.50' 0.62 OF 625) ' ( Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'• 7.1 0/ 620V -96/ 79H .5.50' 0.66 OF ( 625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Ince REQUIREMENTS OF CBC 2010 NOT BEING MET. 5. CompuTrus has no control over and assumes no responsibility , M,M20HS,M18HS,M16 MiTek MT series fabrication, handling, shipment and installation of components. VERTICAL DEFLECTION LIMITS: LL=LI360, TL=L/240 " BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP �. MAX LL DEFL = -0,055' @ . 8'• 4.6' Allowed = 0.356' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX OL CREEP DEFL = •0.132' @ 8'- 4.1' Allowed = 0.534' MAX TL CREEP DEFL = -0.187' @ 8'- 4.1' Allowed = 0.534' - RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.132' _ tines coincide with joint ate MAX`HORIZ. LL DEFL = 0.002' @ 11'- 1.6' II II 5 10 02 5-09 MAX HORIZ. TL DEFL = 0.006'.@ '11'- 1.6' ;. f I I y Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7.05,, 5-10-02'' 2-06 3-03 _ Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 12 Design -checked for a 300 lb concentrated top chord 0.25.- '� ' „ live load per IBC 2009 due to maintenance workers MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E MiTek 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) which is non -concurrent with other live loads' 4 X r1 12 6 Z x3.50`. o M -3x5 ,, 1 M -3x5 0 ; o r, M -5x8 r C? ..6 - 5 7 - - ..g < M 2x4 4 M 3x5 M 3x4;Y M -3x8 ., 5-10-02 4. 2 06 53-03 , <PL:11-00-12 11 -07-02 1 , JOB . NAME: Loper Residence Hideaway Lot 180 - A96 FESS/ Scale: D.A948 �oQR° °Nq� JO • - � � � Jap P NS �� w a m No. 0806 EXP, 3131113 SNG% syT \Q r , �TF0 CA%J°�� WARNINGS: GENERAL NOTES, unless otherwise noted: •" 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : A 9 b and Wamings before construction commences. and approval is the responsibility of the building designer, not Me _ 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords be laterally braced at DES. e1i : AM 3. All lateral force resisting elements such as temporary and permanent T and at 10' c ply unless braced throughout their length by .' stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). continuous hino.csuch as DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5255199 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 I D : 345241 design loads be applied to any component. for the and are for "dry condi8on' of use. 6. Design assumes full Dearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. " 6. This design is furnished subject to the limitations set forthby 8. Plates shall be located on both faces of truss, and placed so their center' in SCSI, copies of which will be furnished upon request. tines coincide with joint ate II II II II III I III 1111111111 II III II I I I IN in alines, 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E MiTek 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) JO • - � � � Jap P NS �� w a m No. 0806 EXP, 3131113 SNG% syT \Q r , �TF0 CA%J°�� IIII �' on 9 SPABRIedMC"Emput�ut.t" LUMBER SPECIFICATIONS TRUSS SPAN 12'- 9.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1.25 A917 . 1- 2=( -14) 25 7- 8=(0) 1129 1- 7=( -178) 2 3- 9=(-745) 0 BC: 2x4 OF H18BTR SPACED 24.0' O.C. and Warnings before construction commences. 2- 3=(-1330) 0 8- 9=(0) 1286 7- 2=(-1241) 0 3- 5=(-600) 0 WEBS: 2x4 OF g18BTR; 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 4. 5=( -99) 0 9- 6=(0). 664 2. 8=( 0) 369 9. 5=( 0) 269 2x6 OF SS A LOADING DES. BY ' AM 5- 6=( -799) 0 8- 3=( 0) 176 2' o.c. and at 10' o.c. respectively unless braced throughout their length by . LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF CompuTrus assumes no responsibility for such bracing. 3- 4=( -235) 0 TC LATERAL SUPPORT <= 12'OC. MON. OL ON BOTTOM CHORD = 7.0 PSF 4. Installation of truss is the responsibility of the respective contractor. C C �] SE Q . : 5255200 SEQ. BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 52.0 PSF TRANS I D : 345241 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH and are for 'dry condition' of use. - 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 LOCATIONS REACTIONS REACTIONS . SIZE INCHES (SPECIES) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7. Design assumes adequate drainage is provided. 01- 0.0' 0/ 654V -71/ 40K 5.50' 0.70 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. _ 12'- 9.0' O/ 672V -71/ 40H 5.50' 0.72 - OF ( 625) M,M20HS,Mi8HS,M16 = MiTek MT series - VIII I III I III VIII I II I III III I II I IIIITPINVECA 9. Digits indicate size plate in inches. ] BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 10. For basic connector pplate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.062' @ 9'-- 6.0' Allowed = 0.394' - MAX OL CREEP DEFL = -0.148' @ 9'- 6.0' Allowed = 0.592' MAX TL CREEP DEFL = -0.211' @ 9'- 6.0' Allowed = 0.592' _ RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.148' e -MAX HORIZ. LL DEFL = 0.006' @ 12'- 3.5' - 7-00 5-09 _ MAX HORIZ. TL DEFL = 0.016' @ 12'- 3.5' x Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, 3=06 3-06 2-06 3-03 Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor =1.6 - 12 12 Design checked lbt concentrated top chordi, esi 0 c t d . 0.25 - a 3.50. IBor2a30 o due main nan workers 1 ad per d o to ce rs * , which is non -concurrent with other live loads., C M -2x4 r a j' M -:2x4 , M -3x5 0 o M 3x5 N . M -5X8 • r: *. + ' _ A �. < M -3x5 s M -3z4 M -3x4 M -3x8 , 7 00 2-06 3-03 , L` 4 !,<PL:11-00-12 12-09 JOB NAME: Loper Residence Hideawav Lot.180 - A97 oFESS/p ,;e: ,o, oQR Nq� JO (o f. n 2 ' WARNINGS: - GENERAL NOTES, unless otherwise noted: A917 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss, and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally, braced at DES. BY ' AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by . DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ - 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. C C �] SE Q . : 5255200 SEQ. 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 : 345241 design loads be applied to any component. and are for 'dry condition' of use. - 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 fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. - 6. This design is furnished subject to the limitations set forthby B. Plates shall be located on both faces of truss, and placed so their center in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. VIII I III I III VIII I II I III III I II I IIIITPINVECA 9. Digits indicate size plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E - 10. For basic connector pplate design values see ESR -1311, ESR -1988 (MiTek) JO (o f. n 2 VIII 4M M M Th SP ABRI edMC1_WmpU1NW.t 1_ LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.7' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: .2x4 OF #1&BTR GENERAL NOTES, wr LOAD DURATION INCREASE = 1.25 1. Builder end erection contractor should be advised of all General Notes 1- 2=( -14) 27 8- 9=(0) 1268 1- 8=( -187) 3 3- 5=( -755) 0 BC: 2x4 OF #1&BTR and approval is the responsibility of the building designer, not the SPACED 24.0' O.C. 2. 2x4 compression web bracing must be installed where shown +. 2- 3=(-1402) 0 9.10=(0).1359 8- 2=(-1371) 0 10. 5=( 0) 301 WEBS: 2x4 OF #1&BTR 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 7/30/2012 stability must of complete structure. ty g r9 9 P CompuTrus assumes no responsibility for such bracing. 4. 5=( -107) 0 10- 7=(0) 820 2- 9=( •21) 320 6- 7=(•1057) 0 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. LOADING fasteners are complete and at no time should any loads greater than 5- 6=( -941) 0 9- 3=( 0) 164 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5. CompuTrus has no control over and assumes no responsibility for the . fabrication, handling, shipment and installation of components. 6- 7=( -134)• 0 3- 4=( -215) 0 BC LATERAL SUPPORT - 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF .' in BCSI, copies of which will be furnished upon request. 3-10=( •656) 0 9. Digits indicate size of plate in inches. TOTAL LOAD = 52.0 PSF MiTek MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(i L) -E 16. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LETINS: 0-00-00 1-02-00 , _ BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators:' REOUIREMENTS OF CBC 2010 NOT BEING MET. 01- 0.0' 0/ 674V -71/ 40H 5.50' 0.72 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 13'- 1.7' 0/ 693V -71/ 40H 5.50' 0.74 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series -BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP � - •_ AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 - MAX LL DEFL = •0.035' @ 7'- 6.5' Allowed = 0.408' MAX DL CREEP DEFL = -0.085' @ 7'- 6.5' Allowed = 0.611' MAX TL CREEP DEFL = -0.120' @ 7'- .6.5' Allowed = 0.611' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.085' MAX HORIZ. LL DEFL = 0.007' @ 12'- 8.2' �7-04-12 • 5-09 MAX HORIZ. TL DEFL = 0.019' @ 12'- 8.2" , ~ Wind: 95 mph „ h=15ft, ,TCDL=15.0 BCDL=4.2, ASCE 7.05, .. 3-11-01 3 05 11 2-06 2-01-10 1-01-05 Enclosed, Cat.2, Exp.C, `MWFRS, - . interior zone, load duration factor=l .6. . esign ncentrated tworkersd dIBC r20090bto� 12 ,. 0.25 - a 3150 live.loadeper due maintenance which is non -concurrent withother live loads.. M 2x4 .. 03 M 3x6 .M -3x5 M-2x4CD A o M -5x8 w„ M -3x4 -3x4 ,M 7-04-12 2.06 3-03 .<PL:11-00-'l 2 13-01-12 JOB NAME: Loper Residence Hideaway Lot 180 - A98 Beale: D.4697 �pFESS/p roe �q� WARNINGS: GENERAL NOTES, wr A98 1. Builder end erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review . is adequate the des Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent bracing be designed designer by 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 7/30/2012 stability must of complete structure. ty g r9 9 P CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ a 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5255201 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 I D : 345241 design loads be applied to any component. and are for 'dry condition' of use. 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 . fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. - Q 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 -fines in BCSI, copies of which will be furnished upon request. coincide with joint center lines. III II VIII I III I III II III VIII II IN 9. Digits indicate size of plate in inches. MiTek MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(i L) -E 16. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIII �' �' M Th=ign lWed IC) ofnpu�put' WARNINGS: GENERAL NOTES, unless otherwise noted: - 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review SPATES FABRICATORS (MCdl LUMBER SPECIFICATIONS TRUSS SPAN 13'- 3.6' CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N18BTR - LOAD DURATION INCREASE = 1.25 1-2=( -13) 28 6-7=(0) 1416 1.6=( -192) 3 3-8=(-1407) 0, BC: 2x4 OF 418BTR stability bracing must be designed b designer of complete structure. t5- g 9 Y 9 P CompuTrus assumes no responsibility for such bracing. SPACED 24.0' O.C. 0 2.3=(•1381) 0 7-8=(0) 1325 6-2=(-1513) 0 3.5=( 0) 100 WEBS: 2x4 OF 41&BTR 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5255202 4-5=( -146) 0 2.7=( -151) 211 8-5=( -256) 4 5. Design assumes trusses are to be used in a non -corrosive environment, ' TRANS I D : 345241 LOADING ` 7-3=( 0) 223 TC LATERAL SUPPORT - 12'OC, MON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 3-4=( -216) 9 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF J " 6. This design is Furnished subject to the limitations set forth by TOTAL LOAD = 52.0 PSF BEARING ` MAX VERT MAX HORZ ERG REOUIRED BRG LENGTH 'Connector plate prefix designators: 7 LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc. _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL, •0'- 0.6' 0/ 692V -80/ 56H 5.50' 0.74 OF ( 625) M,M20HS,M18HS,Ml6 = MiTek MT series'REQUIREMENTS OF, CBC 2010 NOT BEING,MET. v 13'-, 3.6' 0/ 691V -80/ 56H 5.50' 0.74 OF ( 625) -, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP `' VERTICAL DEFLECTION LIMITS: . AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - .3.260, Allowed MAX LL DEFL = -0.028' @ 4'- .3.2' Allowed 0.473' MAX DL CREEP DEFL = •0.065- @ 8'- 6.6' Allowed = 0.619' . MAX TL CREEP DEFL = -0.094' @ 8'- 6.6' Allowed = 0.619' • RECOMMENDED CAMBER (BASED.ON DL DEFL)= 0.065' ,, ._• ' MAX LL DEFL = 0:009' @ 13'- 0.1* + y 8-06-09 q OR EFL = 4-09 MAX H IZ TLD 0.022' @ 13' 0 1° T Wind: 95 mph, h=15ft, TCDL=15.0;BCDL=4.2 ASCE 7 05 4-03-05 4-03-05- Enclosed, Cat.2, Ezp.C, MWFRS, 4-09 " 9, interior zone, load duration factor=1.6 S, /+ ' J. 512 Design checked for a 300'1b concentrated top chord 12 ` a 3.50 t'-, ;-live load per IBC 2009 due to.maintenance workers 0.25 - • . cur live load which is non•con rent with other 1 s ,. •} •i w r a v M -2x4 4 `'� r N = • ' o - a L s M -2x4 'M -3x6 , �' o ''' 41 , ` M -3x5 o �• . - - M -5x8 _ r _ .,"i . M-3x6�M - 1 3x4 '' - '67 M -3x6 's •�. }.� ^ , to n r. - 8-06-09 1: 4-09 L ' _�0L 11:-00-12 13-03-09 JOB NAME: toper Residence Hideaway Lot 180 - A99 - scale: 6.4648 roe P• JO Lli 0, m .' No. 0806 EXP. 3/31/13 SNG�VN �Q 9TF�F CAt\F �' ` - WARNINGS: GENERAL NOTES, unless otherwise noted: - 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review �• and Warnings before construction commences. and approval is the responsibility of the building designer, not the (+ u S S :A9 2. 2x4 compression web bracing must be installed where Shown +. truss designer or truss engineer. .2 . 2. Design assumes the top and bottom chords to be ty braced at DES. BY: : AM 3. All lateral force resisting elements such as temporary and permanent tutu T and at 10' respectively unless braced throughout their length by DATE:, 7/30/2012 stability bracing must be designed b designer of complete structure. t5- g 9 Y 9 P CompuTrus assumes no responsibility for such bracing. continuous hin continuous sheathing such as plywood sheathing(TC) and/or drywall(Bq. 3. 2x Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5255202 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 I D : 345241 design loads be applied to any component. and are for "dry condition' of use. 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. - - fabrication, handling, shipment and installation of components. L .Design assumes adequate drainage is provided. " 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 TPINVECA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. - III III I IIII III I I II IIII IIII 9. Diits indicate size plate in inches. • MiTak USA, Inc./CompuTrus Software 7.6.3-EiP6(1 L) -E 10. Forgbasic connector plate design values see ESR -1311, ESR -1988 (MiTek) - p P• JO Lli 0, m .' No. 0806 EXP. 3/31/13 SNG�VN �Q 9TF�F CAt\F VIII ThMign �ed fMD-P-�put - SPATES FABRICATORS (MC) - LUMBER 'SPECIFICATIONS TRUSS SPAN 14'- 2.6' GENERAL NOTES, unless otherwise noted: CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1.25 1-2=( -13) 30 .6-7=(0) 1681 1-6=( -200) 3 3.8=(•1568) '0 BC: 2x4 OF g18BTR SPACED 24.0' O.C. 2.3=(•1543) 0 7-8=(0) 1478 6.2=(•1775) 0 3-5=( 0) 109 WEBS: 2x4 OF g18BTR. - DES. BY : AM 3. All lateral force resisting elements such as temporary and permanent 4-5=( -155) 0 2-7=( -232) 178 8-5=( -257) 4 LOADING continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 7-3=( 0) 267 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF .3-4=(.-215) 9 BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD 7.0 PSF S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 345241 ,= TOTAL LOAD = 52.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH Connector plate prefix designators: necessary. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc' LIMITED STORAGE: DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' 01 740V -84/ 66H 5.50'' 0.79 OF ( 625) M,M20HS,Mi8H$,MI6 = MiTek MT series REOUIREMENTS OF CBC 2010 NOT BEING MET. 14'- 2.6' 0/ 739V -84/ 66H 5.50' 0.79 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP _ VERTICAL DEFLECTION LIMITSi LL=L/360, TL=L/240 AND 80 TOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.039' @ 4'- 8.8' Allowed = 0.443' ` coincide v ijoint center linea MAX DL CREEP DEFL = -0.088' @ 4'- 8.8' Allowed = 0.665'• IIIIII II I III MAX TL CREEP DEFL = -0.127' @ 4'- 8.8' Allowed = 0.665' II I I III 1 . RECOMMENDED CAMBER (BASED ON DL'DEFL)= 0.088' I IIII X HORIZ. LL DEFL 0 1 11 @ 3'- 11.1 MAX 0 '. MAX HORIZ. TL DEFL = 0.028' @ 13'- 11.1' 5 �'- 9705-10.. 4-09 Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4.2, ASCE 7-05, 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) - Enclosed, Cat.2, Exp.C, MWFRS, 4-08-13 4-08 13 4-09 interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord °0.25 12 live load per IBC 2009 due to maintenance workers y ~ 12 a 3.50 which is non -concurrent with other live loads., .• , a ► �r y, r.yM-2x4 1 ` J E• �, ` I •�_ z , .: M -2x4 y. M -3z7 c ' f M -'3X5 ;o _ i -- t M -5x8 o , o. .a t < M'30 +' i. 'M -3x4 "t' s K M -3x6 u4'• x ` 9-05-10 4-09 <PL:11-00% 12 14-02-10 F JOB NAME: Loper Residence Hideaway- Lot`.180 - A100 - Q�DFESS/p,�, Scale: 0.4531 �o JO UJ rn ✓ F. 101: No. 0806 WARNINGS: - GENERAL NOTES, unless otherwise noted: O O. 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review " Trus $ :. - and Wamings before construction commences. ,_ ` and approval is the responsibility of the building designer, not the . 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2• Design assumes the top and bonom chords to be laterally braced at - DES. BY : AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by stability bracing must be designed designer of complete structure. fy 8 9 by 9 p continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5255203 fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 345241 design loads be applied to any component. 5. CompuTrus has for the and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if - .. .. no control over and assumes no responsibility necessary. 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 8. Plates shall be located on both faces of truss, and placed so their center.. + TPINVTCA in SCSI, copies of which will be furnished upon request.lines coincide v ijoint center linea IIIIII II I III VIII II I I III II II II I IIII 9. Digits indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) - JO UJ rn ✓ F. 101: No. 0806 IIIII WARNINGS: GENERAL NOTES, unless otherwise noted:• 011. M�efnpuput 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. SPATES(MC) LUBBER SPECIFICATIONS 3. All lateral force resisting elements such as temporary and permanent TRUSS SPAN 10'- 9.1' CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDFICq=1.00 TC: 2x4 OF H18BTR DATE: 7/30/2012 LOAD DURATION INCREASE = 1.25 3. 2x Impact bridging or lateral bracing required where shown +. 1-2=(-965) 0 5.6=(-74) 81 5.1=(-514) 0 2-7=(-1005) 0 BC: 2x4 DF H188TR 4. Installation of buss is the responsibility of the respective contractor. . SPACED 24.0' O.C. fasteners are complete and at no time should any loads greater than 3.4=(-126) 0 6-7=( 0) 947 1-6=( 0)^940 2-4=( -9) 76 WEBS: 2x4 DF H18BTR design loads be applied to any component. 5. CompuTrus has no for the and are for 'dry condition' of use. 6. Design assumes full bearing et all suppons shown. Shim or,wedge if. 6-2=(-126) 39 7.4=( -253) 4 necessary. - - LOADING 7. Design assumes adequate drainage is provided. 2-3=(-220) 8 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD = '45.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH TOTAL LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: I I IIIII 01- 0.0' A/ 551V -97/ 83H 5.50' 0.59 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus,.Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 9.1',, 0/ 567V -97/ 83H 5.50' 0.61 OF ( 625), M,M20HS,M18HS,M16 = MiTek MT series - REQUIREMENTS OF CBC 2010 NOT BEING MET.- - BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS. LL -L/360, TL=L/240 ' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = -0.017' @ 61- 1.8'.Allowed = 0.328, MAX OL CREEP DEFL = -0.042' @ 6'- -0.1' Allowed = 0.492' + MAX TL CREEP DEFL = -0.059' @ 6'- 0.1' Allowed = 0.492' JOB NAME: Loper Residence Hideaway Lot 180 A101 Scale 0.5154 r' oQaofEs&o, F �SONIOyF tiG, • `ay l�Gtr.!' � � 1'0. C764 8 EXP. 12-31-12, r siq CIVIL Q�.P 'OF CAL* WARNINGS: GENERAL NOTES, unless otherwise noted:• 011. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the lop and bottom chords to be laterally braced at - DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent T o.c. and at 10' O.C. respectively unless b aced throughout their length by stabil i brecin must be desi nett besI nerol cora lets structure. ly 9 9 DY 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown +. 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. . C rf C C SEQ. : 5 2551 91 • 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, C ��]] TRANS I D : 3452 40 design loads be applied to any component. 5. CompuTrus has no for the and are for 'dry condition' of use. 6. Design assumes full bearing et all suppons shown. Shim or,wedge if. no control over and assumes responsibility necessary. - - 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 8. Plates shall be located on both faces of buss, and placed so their center. TPIANfCA in BCSI, copies of which will be furnished upon request tines coincide with joint center linea. -. II I I I IIIII ILII I II I I I IIIII II ILII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CornpuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �SONIOyF tiG, • `ay l�Gtr.!' � � 1'0. C764 8 EXP. 12-31-12, r siq CIVIL Q�.P 'OF CAL* VIII _ ThMip MWed MWMPU1_put SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS. Al TRUSS SPAN" -3.5' - GE NERAL NOTES, in adequate CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 . TC: 2x4 OF k18BTR for thenoted: 1. This buss design is adequate for the design parameters shown. Review LOAD DURATION INCREASE = 1.25 U.2 and Warnings before construction commences. - 1-2=(-456) 0 5.6=(-36) 42 5.1=(-410) 0 2-7=(-493) 0 SC: 2x4 OF N18BTR SPACED 24.0' O.C. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY 3-4=(-101) 0 6-7=( 0) 462 1-6=( 0) 487 2.4=( -21) 46 WEBS: 2x4 OF f118BTR• - o.c. and at 10' o.c. respectively unless braced throughout their lenggth by stability bracing must be designed by designer of complete structure.2' 6-2=(•198) 18 7-4=(-249) 4 DATE:, 7/30/2012 CompuTrus assumes no responsibility for such bracing. LOADING 2-3=(-224) 6 TC LATERAL SUPPORT <= 12'OC. UON. SEQ. : LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5. Design assumes busses are to be used in a non -corrosive environment, TRANS BC LATERAL SUPPORT <= 12'OC. UON. ' . design loads be applied to any component. for DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH "necessary. TOTAL LOAD = 52.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: 6. This design is furnished subject to the limitations set fold by - 8. Plates shall be located on both faces of buss, and placed so their center - 0'- 0.0' 01 421V '-58/ 51H 5.50' 0.45 OF 625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.5' 01 411V -581 51H 5.50' 0.44 OF ( 625) M,M20HS,M18HS,M16= MiTek MT series - REQUIREMENTS OF CBC 2010 NOT BEING MET., coincide with (ant center lines. to ,t - - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L1240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - 9. Digits indicate size of plate inches. MAX LL DEFL = -0.005' @ 21- 8.7' Allowed = 0,212' MAX DL CREEP DEFL = -0.009' @ 2'- 8.7' Allowed = 0.319' : MiTek USA, Ina./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) MAX TL CREEP DEFL = -0.012' @ 2'- 8.7' Allowed'= 0.319' 2,-06-08 4-09 RECOMMENDED CAMBER (BASED -ON DL DEFL)= 0:009' ,. :. .. ,. "'- 12 - c MAX-HORIZ: LL DEFL 0.001 .@ ' 7'--. 0.0' !< ` r ) 12 � a 3.50 r:" MAX HORIZ. TL DEFL = 0.003 @ 7'-. 0.0' - u 0.25 - - - Wind: 95 mph, h=15ft, TCDL-15.O,BCDL-4.2 ASCE 7-05, - Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 + a - a 3 Design checked for a 300 lb concentrated top chord M -2X4 live load per IBC 2009 due to maintenance workers ' - ,' "� r • , which is non -concurrent with other live loads. , o M -3x5 ° M -5x8' - - M -3X5 .:. r t < M -2x4 M -3x4 M -3x5 �., )'6 1 2-06-08a 4 4 09' 1 <PL:11-00-12 7-03-08 I(1R NAMF •: _1 nner Pc i r pnca Hi rlpgmv I nt 1A0 - A102 - - Q�Q>ESSlq ! �Q``� �SONIOyF�. `���- WARNINGS: GE NERAL NOTES, in adequate 1. Builder end erection centractor should be advised of all General Notes for thenoted: 1. This buss design is adequate for the design parameters shown. Review Truss: U.2 and Warnings before construction commences. - and approval is the responsibility of the building designer, not the ' -} . 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM All lateral force resisting elements such as temporary and permanent o.c. and at 10' o.c. respectively unless braced throughout their lenggth by stability bracing must be designed by designer of complete structure.2' continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE:, 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4:' No load should be applied to any component until after all bracing and 4. Installation of lass is the responsibility of the respective contractor. SEQ. : 5255192 • `- fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 345240 . design loads be applied to any component. for and are for *dry condi8on' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if _ ' 5. CompuTrus has no control over and assumes no responsibility the "necessary. Fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. - ,III 6. This design is furnished subject to the limitations set fold by - 8. Plates shall be located on both faces of buss, and placed so their center - TPINVTCA in BCSI, copes of which will be furnished upon request.tines coincide with (ant center lines. to 9. Digits indicate size of plate inches. IIIIII I III IIII II III VIII I II IIII MiTek USA, Ina./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �Q``� �SONIOyF�. `���- III ... __. Scale: 0.605 i ThMign !ed f�niput�ut GENERAL NOTES, unless otherwise noted 3 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.9" CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 , TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 = 1-2=(-34) 72 3.4=(•57) 42 1-3=(-223) 5 2-4=(-210) 4 BC: 2x4 OF g18BTR SPACED 24.0' O.C. and et 10' hino.crespectivelyhply unless bathed throughout their length; y 2' continuous in and/or drywall BC . continuous sheathing such plywood 3-2=( -47) 27 WEBS: 2x4 OF H18BTR 3. 2x Impact bridging or lateral bracing required where shown ++ l aired ere s 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. LOADING BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 25.0) ON TOP CHORD- 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF r 0'- 0.0' 0/ 2614V -61/ 45H 5.50' 0.28 OF ( 625) 7. Design assumes adequate drainage is provided. TOTAL LOAD = 52.0 PSF `, 3'- 9.9" O/ 234V fill 45H 5.50' 0.25 OF (625) Connector plate prefix designators: TPINVTCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ; 9.Digits indicate size of plate in inches. , VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M,M20HS,918HS,M16 = MiTek UT series REQUIREMENTS OF CBC'2010 NOT BEING MET. MAX TC PANEL LL DEFL = -0.020' @ 1'- 10.6' Allowed = 0.203' • BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP. MAX TC ' PANEL TL DEFL = •0.031' @ 1'- 90.6' Allowed = 0.305' ' 3-09-15 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. a { RECOMMENDED CAMBER (BASED ON OL DEFL= 0.010'_-- - ' MAX HORIZ. LL DEFL= 0.000' @ 0'- 3.5' 12.00 • . .MAX HORIZ. TL DEFL = 0.000' @ 0' 3 3' „ a 3.50 Wind:'95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, Enclosed, 2 Exp _ A iorzone,lduatiofn8factor=l.6 interoadr Design checked fora 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers' which;is non -concurrent with other live loads. ;�� I.I. _,;. �.. . • _. • a, .. I I �. � � ) . { i } �; t r r a • .. l*.� .T y � M -3x5 CD r { + ` y o �. • y <s M 3x4- M. 2x4 f -�. 1.0 �faA'., SA % 3'-09-15 X r t <FL:11-00-.12 .. .. _ �.. ',, �' - •, { r. � 4 ? tom^ _. ;t _ - - . I AIAAAG • I r%nnr Roc i r .. - rlonno Ni ri 0011110v f nt 1Q0 _ Al 04 - apFESS1p Truss: %% F v DES. BY: AM DATE: 7/30/2012 SEQ.: 5255193 _.TRANS ID: 345240 1 ...,.,�..._..__ ..__.__..._.J. __,_ ..._ ... __. Scale: 0.605 WARNINGS: GENERAL NOTES, unless otherwise noted 3 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review and Warm before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +.' truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at ' stability bracing must be designed by designer of complete structure.. and et 10' hino.crespectivelyhply unless bathed throughout their length; y 2' continuous in and/or drywall BC . continuous sheathing such plywood CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ l aired ere s 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 loads greater than . 5. Design assumes trusses are to be used in a non -corrosive environment• design loads be applied to any component. - and are for -dry condition• of use. , 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 - fabrication, handling. shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 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 ' TPINVTCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(I L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) P SONIOyF Fti� ,•: NO. C764 8 <� * EXP. 12-31-12, /CMI 0 ���OF CAt�F IIII - ThMign �ed fmput_put M SPATES FABRICATORS (Mcrw LUMBER SPECIFICATIONS TRUSS SPAN 6'- "6.0'- WARNINGS: GENERAL NOTES, unless otherwise noted: CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF g18BTR LOAD DURATION INCREASE = 1.25 Truss :A1 `- 1-2=(•498) 104 1.4=(-561) 911 4=2=(0) 92 . BC: 2x4 OF g18BTR SPACED 24.0' D.C. - truss designer or truss engineer. 2.- Design assumes the top and bottom chords to be laterally braced at DES. BY: 2-3=(-498) 104 4-3=(-561) 911 WEBS: 2x6 OF SS;.. . DATE: 8/3/2012 stability Dredng must be tlesigned M designer of complete strucNre. CompuTrus assumes no responsibility for such bracing. cosheathing such as plywood sheathing(TC) and/or drywalt$C). 3. 2z Impact bridging or lateral bracing required where shown ++ 2x4 OF g18BTR A LOADING 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5260525 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, LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF . design loads be applied to any component. has for the y BEARING MAX VERT MAX H08Z BRG REQUIRED BRIG LENGTH ,TC LATERAL SUPPORT'<= 1210C. UON.' - DL ON 'BOTTOM CHORD = .7.0 PSF + LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC.'LATERAL SUPPORT <= 12'OC. LION., TOTAL LOAD = +52.0 PSF -6. This design is furnished subject to the limitations set forth by 01- 0.0' OI 496V -1300/ 1300H ,5,50- 0.53. OF ( 625) TPI WfCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. c 6'• .6.0- ;O/ 496V -13001 1300H, 5.50' 0.53 OF ( 625) Connector plate prefix designators:` '• ' ADOL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 6'- 6.0' V .10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C,CN,CI8,CN18 (or no prefix) = CompuTrus Inc - - s VERTICAL DEFLECTION LIMITS: LL_ L1360, TL= L1240 M,M20HS,M18HS,M16 =,MiTek gT.series., _ . • ,• + - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL . MAX LL DEFL = •0.022' @ 3'- 3.0' Allowed = 0.186' REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX DL CREEP DEFL = -0.075' @ 3'- 3.0' Allowed = 0.279' - MAX TL CREEP DEFL = -0.097' @ 3'- 3.0' Allowed = 0.279' " BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.075' AND BOTTOM CHORD LIVE -LOADS ACT NON -CONCURRENTLY: LOADS AS GIVEN - 3-03 3-03 + � MAX HORIZ. LL DEFL= 0.005'@' 6'.-, 0.5' ,„, �,, _ - MAX HORIZ. TL DEFL 0.006' @ 6' 0.5'". 12 _ 12 ICOND. 2: 200.00 PRAG DAD. 3:50 D d 3.50 - Wind: 95 mph, h=15ft, TCDL=I5.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS,.., - t interior zone, load duration fac or=1.6 -, �per dIBC r20 �workersd. •`• ." . t.`. ,, , r 90duehtoomaintenancencentrated " �'', live�load ' M 4x5 ? which is nolrconcorre-t with other live loads. 4 - .. 3 - < M 3x8 _ + M 2x8 :x M 3x8 - - C. 3-03 3-03 . ., :01- 12 6-06 -� LoperResidence Hideaway Lot 180: - A104 - Scale: 0.5683 'o00 SsiJOB'NAME. oro C` �� JO UJ No. 0806 EXP. 3/31/13 SN Gk �Q qrF 0 1FOE`� F CAL WARNINGS: GENERAL NOTES, unless otherwise noted: 041. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameter shown. Review Truss :A1 and Warnings before construction commences. - and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2.- Design assumes the top and bottom chords to be laterally braced at DES. BY: AM'. 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their len in by DATE: 8/3/2012 stability Dredng must be tlesigned M designer of complete strucNre. CompuTrus assumes no responsibility for such bracing. cosheathing such as plywood sheathing(TC) and/or drywalt$C). 3. 2z Impact bridging or lateral bracing required where shown ++ 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. SEQ. : 5260525 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. I D : 345738 . design loads be applied to any component. has for the and are for "dry condition' of use. - 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus no control over and assumes no responsibility - necessary. pment and installation of components. - fabrication, handling,shipment - 7, Design assumes adequate drainage is provided. -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 . TPI WfCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. IIII I I I I VIII IIII I I III II IIII - 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E .10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) JO UJ No. 0806 EXP. 3/31/13 SN Gk �Q qrF 0 1FOE`� F CAL (IIII _ ThMign �ed f�lnput_put WARNINGS: GENERAL NOTES, noted: v. Al SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6.0' Truss: DES. BY: AM DATE: 8/3/2012 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 SEQ. : 5260526 - TRANS I D : 345738 IIIIII I I IIII I III III I I I I I IIII 1- 2=( -360) 427 1. 8=(-1610) 4323 1- 2=(-3023) 0 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2. 3=(-2274) 0 8- 9=(-1080) 3217 3- 8=( -677) 496 WEBS: 2x4 OF #1&BTR; 3- 4=(-2125) 0 9- 7=(•1402) 4240 8. 4=( -304) 949 2x6 OF SS A LOADING 4- 5=(-2288) 0 4- 9=( -400) 1329 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(-2311) 0 9- 5=( -673) 475 TC LATERAL SUPPORT <= 12'OC. UON. - OL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -497) 499 6- 7=(-3237) 108 BC LATERAL SUPPORT - 12'OC. UON. TOTAL LOAD = 52.0 PSF LETINS: 3-06-00 '4-00.00 ADDL: BC UNIF LL+DL= 10.0 PSF 14'• 0.0' TO 21'- 6:0' V BEARING• MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - LOCATIONS REACTIONSREACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: ADDL BC CONC LL+DL= 24.0 LBS @ 2'- 0.0' 01- 0.0 0/ 1208V -4300/ 430 OH 5.50' .1.29 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: BC CONC LL+DL= 24.0 LBS @ 5'- 6.0' 21'• 6.0' 0/ 1274V -4300/ 4300H 5.50' 1.36 " OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+DL= 24.0 LBS @ 8'- 6.0' LOADS AS GIVEN ADDL: BC CONC LL+DL= 24.0 LBS @ 121- 0.0' " VERTICAL DEFLECTION LIMITS: LL=L)360, TL=L/240 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0.270' @ 17'- 9.0' Allowed = 0.686' SINGLE MEMBER AS SHOWN..REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX DL DEFL = -0.434' @ _14'- 8-5' Allowed = 1.029' HANGERS ATTACHED TO BOTTOM CHORD MAX TL DEFL = -0.276' @ 17'• 9.0' Allowed =. 1.029' WILL HAVE 1.5' MAX. NAIL PENETRATION. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.434' HANGER BY OTHERS. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. LL DEFL = 0.058' @ 21'- 0.5' MAX HORIZ. TL DEFL = 0.091' @ 21'- 0.5' This truss does not include any time dependent TRUSS NOT SYMMETRICAL. deformation for long term loading (creep) in the ' ORIENTATION AS SHOWN.r total load deflection. The building designer , shall verify that this parameter fits with.the intended use of this component.. .:. TO -09- 10-09 , CO D. : 200.00 PLF DAG LOAD.' 3-04-08 2-00 5-04-08 4-01-04 .. 2-09-08 3 10 04 Wind: 95 mph, h=15ft, TCDL=15.0,BCOL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, • 12 ` a 12 - "interior zone, load duration factor=1.6 3.50 vM-4x5 r - - a 3.50 Design checked for a 300 lb concentrated top chord - 4.0" dive load_per IBC 2009 due to maintenance workers 4 hf which is non -concurrent with other live loads. ' ,. M -2x4 , M - 2x4 M -3x6 M -3x7 ' M -2x4 CO rn q A - a, < M -8x8 0.25° M -3x5. =M -8x8 MHS-5X14(S) X24# • ' j24#. ( j24# :24# e 7-02 7-06-08 6-09-08 <PL:1210-12 21-06 _ .100 AIARA1: • I nnar Roc i Hanna Hi rionlAtnXI I n 1 qn _ Ai fly Q�QFESS/0Nq O EXP. 3/31113 ENG% �Q \TF OF CALIFG�� WARNINGS: GENERAL NOTES, noted: v. Al 0 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review uaterfor the is adequate Truss: DES. BY: AM DATE: 8/3/2012 and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown t. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at end at 10' o -c. respectively unless braced throughout their lengQth ). - 2• continuous conanuous sheathing Such l plywood aired in ere s and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown I SEQ. : 5260526 - TRANS I D : 345738 IIIIII I I IIII I III III I I I I I IIII 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set 'Orth by TPIMRCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition- of use. 6. Design assumes full bearing at atl supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. e. Plates shall be located on both faces of truss, and placed so their center fines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1958 (MiTek) O EXP. 3/31113 ENG% �Q \TF OF CALIFG�� (IIII WARNINGS: GENERAL NOTES, unless otherwise noted: ThMign �ed f�mputnout 0-6 1 Builder and erection be advised of all General Holes 1. This buss design is adequate for the design parameters shown, Review Truss : - - DES. BY: AM - DATE: 8/3/2012 construct on co commences. and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown «, '3. All lateral force resisting elements such as temporary and permanent, stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. ' SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 4. No load should be applied to any component unfit after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TRUSS SPAN 10'• 9.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N18BTR III LOAD DURATION INCREASE = 1.25 II '1-2=(-777) 267 4.5=(•2108) 2136 4.1=(•957) 313 2.7=(•1884) 1323 BC: 2x4 OF t118BTR• IIII SPACED 24.0' O.C. TPI/WTCA in BCSI, copies of which will be furnished upon request MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 2-3=(-652)'663 5-6=( .•0) 0 1-5=(-828) 1348 7-3=( -322) 24 WEBS: 2x4 OF H18BTR; 5-2=(-556) 438 2x8 SP M-23 A LOADING 5-7=(-927) 1426 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF ` ` DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TC LATERAL SUPPORT <= 12'OC. UON.' x TOTAL LOAD.= 52.0 PSF -- 'LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. 01• 0.0' •277/ 992V -2150/ 215OH 5.50' 1.06 OF ( 625) ` LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 9.0' •311/ 958V -2150/ 2150K 5.50' 0.32 SP (1975) Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc` VERTICAL'DEFECTION LIMITS:-LL=L/360, ,TL=L/24 O M,M20HS,M18HS,M16 = MiTek MT series' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL L •0.006' @ 5'- O.0' .Allowed 0.328' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.' .. MAX OL CREEP DEFL = -0.009' @ 5'- 0.0' Allowed = 0.492' + 5-00 MAX TL CREEP DEFL = •0.012' @ 5'- '0.0' Allowed = 0.492' _5-09 t RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.011,' - 5-01-12, 5-07-09: r MAX HORIZ. LL DEFL =0:020' @ 10' • 5.4' - ° MAX HORIZ. TL'OEFL = 0.021'-@ 10'- 5.4' i'. 12 3.50 �` a 3.50 COND. : 200.00 DRAG LOAD. Wind: 95 mph', h=15ft, TCDL=15.0,BCDL=4.2, ASCE 7.05, • � , {. y Enclosed Cat.2, Exp.C, MWFRS, „ M -7x6. interior p' ' ,. zone, load duration factor=1.6 + �` 0� es a Design checked for a 300 lb.concentrated top chord ' r 9' 3• 2f -r + live load per IBC 2009 due to maintenance workers which is non-concurrentwith other live loads.-: R • :{ 3. M 2x4 .� 0 ,.. - M -5x10 7-_ ;. p� r n GO d LAI x r v . a .� 4 P < M_ X5 ' M-30 a • ^^ r (2) M -1.5X4 OR EQUAL AT UPRIGHTS.' a _ >PL:11=00-04 5 00 5-00 0-09 T I PL: 10-06-12 10-09 - JOB`' NAME: Loper Residence Hideaway Lot 180 A106 ?,0 z - cr',o �';;F, Glz FESS/04i- N0.(fFUf3U ' EXP. 3/31/13 /2, Q- s�9T 2 ENG% a�P F OF CA% -%f WARNINGS: GENERAL NOTES, unless otherwise noted: Al 0-6 1 Builder and erection be advised of all General Holes 1. This buss design is adequate for the design parameters shown, Review Truss : - - DES. BY: AM - DATE: 8/3/2012 construct on co commences. and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown «, '3. All lateral force resisting elements such as temporary and permanent, stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. ' and approval is the responsibility of the building designer, not the truss designer or truss engineer- 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by ' continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++- - C �] SEQ. : 5260527 TRANS I D : 345738 ' - 4. No load should be applied to any component unfit after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by - 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition- of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center VIII I I III III II III I VIII IIII IIII TPI/WTCA in BCSI, copies of which will be furnished upon request MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E tines coincide with joint center lines. ' S. Digits indicate size ofplate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) N0.(fFUf3U ' EXP. 3/31/13 /2, Q- s�9T 2 ENG% a�P F OF CA% -%f II IIII WARNINGS: GENERAL NOTES, unless otherwise noted: - A11. O Builder and erection contractor should be advised of all General Notes Th�ign =Wed i-ompu�put .- • Truss' : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown •. SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 3'- .3.1' 3All lateral force resisting elements such as temporary and permanent . - Y DES. BY: CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 918BTR LOAD DURATION INCREASE = 1.25 . DATE: 8/3/2612 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2i Impact bridging or lateral bracing required where shown ++ 1-2=(-29)•15 3-4=(•58) 34 1.3=(•198) 3 2-4=(-184) 24 . BC: 2x4 OF H18BTR SPACED 24.0' O.C. 4. Installation of truss is the responsibility of the respective contractor. - SEQ. : 5260528 3-2=( -49) 35 WEBS: 2x4 OF 1118BTR TRANS I D : 345738 F design loads be applied to any component. and are for *dry condition' of use. - 6. Design assumes full bearing at all supports shown. Shim or wedge if - LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH " • TC LATERAL SUPPORT <= 1210C. MON. LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF • 6. This design is furnished subject to the limitations set forth by LOCATIONS REACTIONS' REACTIONS, SIZE INCHES (SPECIES) BC LATERAL SUPPORT <= 1210C. MON. DC ON BOTTOM CHORD= 7.0 PSF 01- 0.0' 0/ 242V •61/ 56H 11.00' 0.26 OF ( 625),, TOTAL LOAD = 52.0 PSF S 3'- 3.1' •10/ 206V , •61/ 56H 5.50' 0.22 'DF ( 625) Connector plate prefix designators:, II III I IIII I - - C,CN,CI8,CN18 (or no prefix) = CompuTrus, Ince _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL II IIII VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M,M20HS,MIBHS,M16 =Mi7ek MT series REQUIREMENTS OF CBC 2010 NOT BEING MET. J MAX TC PANEL LL DEFL = •0.016' @ 1'• 6.7' Allowed = ,0.163'. 3-03-01 Irv_ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP y MAX TC PANEL TL DEFL = -0.025' @ 1'- 6.7' 'Allowed = 0.244' LOADS'AS GIVEN' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.009' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000'-@ 0'-- 3.5' 12 - 0.25 MAX HORIZ. TL DEFL = 0.000 @ 0'• 3.5' WARNING: MARK TOP CHORD TO PREVENT - IMPROPER INSTALLATION. s Wind: 95 mph, h=15ft, TCDL=15.0,BCDL=4.2, ASCE 7-05'1' r.• Enclosed, Cat.2, Exp.C, MWFRS, ^ . interior zone, load duration factor=1.6 - f Design -checked for a 300 lb concentrated fop chord,' •r live load per IBC 2009 due to maintenance workers" , •, , � .� + ,,^ _ '' "which is non -concurrent with other live loads:. , V i t 1 W i:' • M -2x4 M_ 3x5 .' t. r • r. O i �'� F r� ! ' 4 y .L.t 00 * N . • N• yr-.. .. • �.i.• _ }� - .ate,• � __ .. II '.. 1. _ ". .j,• c :�. .. 4! ��, t'. �j• Li 4. { < M 3x4 M 2x4 ,. Q � • � J ! R' . ,+: • y -_ - •r # « •Y .J � Yom,, r't yM + `�. *y 3-03-01 �., .. y r , L - ROFESS/e) JOB NAME: Loper Residence Hideaway Lot 180 - A107 Scale: 0.5430 ' Q �o L � No.(�0806 N . E:XF.3/31/13 •�• \SN G LX F OF CAI-IfO� 4 WARNINGS: GENERAL NOTES, unless otherwise noted: - A11. O Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review • Truss' : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown •. ,truss designer or truss engineer. a 3All lateral force resisting elements such as temporary and permanent . 2. Design assumes the top and bottom chords to be laterally braced at S 2' 10' braced throughout their lenggth by DES. BY: AM stability bracing must be designed by designer of complete structure. o.c. and at o.c. respectively unless . DATE: 8/3/2612 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2i Impact bridging or lateral bracing required where shown ++ 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. - SEQ. : 5260528 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 : 345738 F design loads be applied to any component. and are for *dry condition' of use. - 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 fabrication, handling, shipment and installation of components.necessary. , 7. Design assumes adequate drainage is provided. 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 TPIANfCA in BCSI, copies of which will be furnished upon request'91 bines coincide with joint center lines. II III I IIII I III II I I I (III II IIII Digitsindicate size plate cinches. Mi7ek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E f0. For basic connector pplate design values see ESR -1311, ESR -1888 (Mi7ek) L � No.(�0806 N . E:XF.3/31/13 •�• \SN G LX F OF CAI-IfO� 4 I IIII M LUMBER SPECIFICATIONS TC: 2x4 OF III 1&BTR " GENERAL NOTES, noted: BC: 2x4 OF #1&BTR TRUSS SPAN 28'- 0.0' WEBS: 2x4 OF #11&B TR CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC LATERAL SUPPORT - 12'OC. UON. 1- BC LATERAL SUPPORT - 1210C. UON. 8- 9=(-43) 138 8- 1=(-2062) 0 4-12=( -618) 0 NOTE 2x4 BRACING AT 24'OC UON FOR 2. ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=( 0) 3020 1. 9=( 0) 2996 5-12=( 0) 567 Connector plate prefix designators: 3- C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series, 4- SINGLE MEMBER AS SHOWN. 11-12=( 0) 3751 2.10=( 0) 400 6-13=( -715) 0 HANGERS ATTACHED TO BOTTOM CHORD 5- WILL HAVE 1.5' MAX. NAIL PENETRATION._ - HANGER BY OTHERS. .- DL ON BOTTOM CHORD = 7.0 PSF 6- 9-11-11`. 4-10-12 TOTAL LOAD = 52.0 PSF .. M 12 - .. 3.50 C ADDL: BC UNIF LL+DL= 10.0'PSF 0'- 0.0' TO 28'- 0.0' V M -3x5' - - - - AA-AvA... - ADDL' BC UNIF LL+DL= 25.0 PLF 2'- 0.0' TO 25'- r -M M Th�ign @Wed f-ompulMput M WARNINGS: GENERAL NOTES, noted: SPATES FABRICATORS (MC) TRUSS SPAN 28'- 0.0' the 1. This truss design is etlequate for the design parameters shown. Review is adequate CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-3129) 0 8- 9=(-43) 138 8- 1=(-2062) 0 4-12=( -618) 0 * SPACED 24.0' O.C. 2. 3=(-3497) 0 9-10=( 0) 3020 1. 9=( 0) 2996 5-12=( 0) 567 3- 4=(-3305) 0 10-11=( 0) 3751 9- 2=( -699) 0 12. 6=( 0) 419. LOADING 4- 5=(-3300) 0 11-12=( 0) 3751 2.10=( 0) 400 6-13=( -715) 0 LL( 20.0)+DL( 25.0) ON TOP CHORD = 45.0 PSF 5- 6=(-3491) 0 12.13=( 0) 2999 10- 3=( 0) 569 13- 7=( 0) 2973 DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-3105) 0 13-14=(-43) 137 10- 4=( -611) 0 7.14=(-2047) 0 TOTAL LOAD = 52.0 PSF necessary. M -5x8 S) 11- 4=( 0) 401 ADDL: BC UNIF LL+DL= 10.0'PSF 0'- 0.0' TO 28'- 0.0' V BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH ADDL' BC UNIF LL+DL= 25.0 PLF 2'- 0.0' TO 25'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE 'INCHES (SPECIES) . 4-07-12 4-09 4-07-04 01- 0.0' 0/ 2136V -97/ 97H 5.50' 2.28 OF ( 625) ADDL: BC CONC LL+DL= 40.0 LBS @ 51- 7.5' L 28'- 0.0' 0/ 2111V -97/ 97H 5.50' 2.25 "DF ( 625)` _ ADDL: BC CONC LL+DL= 40.0 LBS @9'- 8.0' ADDL: BC CONC LL+DL= 40.0 LBS @ 13'- 9.0' Scale: 0.2809 �Q VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ADDL• BC CONC LL+DL= 40.0 LBS @ 17'- 10.0' LOADS AS GIVEN MAX LL DEFL = 0.084' @ 141- 0.0' Allowed = 0.903' ADDL: BC CONC LL+DL= 40.0 LBS @ 21'- 10.0' MAX DL CREEP DEFL = -0.304' @ 14'- 0.0'_ Allowed =. 1.354' " LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL = -0.373' @ 14'- 0.0', Allowed = 1.354' REOUIREMENTS OF CBC 2010 NOT BEING MET. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.304' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.026' @ 27'- 10.3' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. TL DEFL = 0.082' @ 27'- 10.3' Wind: 95 mph, h=20ft, TCDL=I5.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked fora 300 lb concentrated top chord ' live load per IBC 2009 due to maintenance workers 8-00-10 9 11-11 which is non -concurrent with other live loads..' 5-00-15 4-00-05 4-00-05 '5-00-15 4-10-12 12 M-400 M -4x10 a 3:50 ? r. M -3X8 M -3x5 r M-QYR .. co WARNINGS: GENERAL NOTES, noted: A445 1. Builder and erection contractor should be advised of all General Notes the 1. This truss design is etlequate for the design parameters shown. Review is adequate Truss: and Warnings before construction commences. - and approval is the responsibility of the building designer, not the „ 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 2. Design assumes the top and venom to be laterally braced at DES. BY: : AM 3. All lateral force resisting elements such as temporary and permanent unless braced 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 05 + �8 SEQ. : 5 2551 94 - _ '9 M -2x4 M -3x10 ". 10 ' 0.25"' 11. M -2x4 1213 _ _ M -,3x8. .,3 M -3x10 ' M -2x4 *. , 14 - 345240 5. CompuTrus has no control over and assumes no responsibility for the necessary. M -5x8 S) fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. �40# j �40# �40# 40#L 40q L 4 07 04 4-09 4.07-12 4-07-12 4-09 4-07-04 L '<PL:14-.00-12 MiTek MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 28-00 L JOB NAME: Loper Residence Hideaway Lot 180 - A445 Scale: 0.2809 �Q n WARNINGS: GENERAL NOTES, noted: A445 1. Builder and erection contractor should be advised of all General Notes the 1. This truss design is etlequate for the design parameters shown. Review is adequate Truss: and Warnings before construction commences. - and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 2. Design assumes the top and venom to be laterally braced at DES. BY: : AM 3. All lateral force resisting elements such as temporary and permanent unless braced 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 7/30/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5 2551 94 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, r� TRANS I D : design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if - 345240 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 provided. 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 in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. IIII I VIII I II II I I III II IIII IN 9. Digits indicate size of plate in inches. II MiTek MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) n • a ca' mcoH No��n'c1:% °t'°nnm 3mo 3y�a+' N N C N >• o a 3 a b o o n� ° N T o �-` c � n d �m * me af0a mm 3?B- � aSk '�rrQ a+a3m3�� a �,o�`.? �"• amaw om',=o4 n'� z iO�3s3 � ME �a a 33 m�3a� °rooaoa ^� <'-". pole N O Q p N O T j N O O Q O rt C a O. 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Oy a o opoj�N�om �aoQ��o �m d C O N d o rD n N o' fL aZ; y0 3 3 om n � a c�nrIa3�'o''la ti y o- x Z 70 5' ? 1 R 3 o ax.�aa� 0 Roaoo =io- c aRI �� oa Rrp � aa6�r� G'q. �Najn �AoPb .4 O; C - <� -S0'ymj �°moo°�-c v'^0 c y on m nr�.V rap `�n�Gry Rcro'' "°n'm0 lA C N it - SL w C ad � ° rt o n,<m my y�c�-.m =mom_ ro�a � oro ob m S a 0 O n o N Z. v! �O O aj O y0 ai mm o o oo tix o��o �C � **01 ox � n i m a 0 (A Z a pol o r ao o3 ao v =i Ao v -n 3 o ox' n c o,z ° 20 x f 3� I 3 ^ - o;a � �.? _ m 2. m, n = C f— Depth, D ^ G ------------ �a � H J p LL- p L O 3 yD m W � vii — n 'cif M ftp m m ^_' A N, w W� tb Wim. _' N r 3 O w 3 3 3 3 3 3 3 a 3 N 3 - o p '\x A� ' J mT (rN - NA - NW - OIN W — D v W N 3- 3 3. 3 3 3 3 o y W J o 3 m ry Q 3N 30, 3A3m3 3a 3S - m O ae+ 3 3 3 3- 3 - 3 3 3- 3 o 3 F o p'(T O N W O VW -+W 1AQIN W� H N 7 0 4f - 3 3 3<?.3N 303'0 3°=3m 3J 301-3`n m . \ 3 3 1 e N AU m m m m = m m m m m m m m m m m m m m DETNLFOR CONVENTIONALLY FRAMED VALLEY FILL, tom' L-+Elm PLIT�' Us. Inc. VALLEY JACKS SPACED 24' o.c. CLEAR SPAN NOT TO EXCEED 8'-0'. FOR SIZE AND GRADE - SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. . CUStOfTI $OftVV2Pe Efl9lne@fln9 Manufacturing.VALLEY PADS' 14OR2-2x4's' - JACK POSTS - 2x4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8'-0' o.c. AND NAILED i TO JACK PURLINS. JACK PURLINS 2x4r4'-0' SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY - .. ' .. JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED.- .. .• r - BRIDGEBOARD MINIMUM2)6 NO. 2HEM-FIR. - 'RIDGE POST - 2x4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5'-0" o.c. AND - - . NAILED.TO RIDGE PURLIN. . " _ .. .. A • '• RIDGE PURLIN 2x4 WHOSE LENGTH IS 12 THE VALLEY WIDTH AT THE POINT •- INDICATED BY A RIDGE POST., -- . �. : d �'- w 7• ' Valley Jacks RIDGE BOARD - _ .. •st 1. sJ-• _ ,., ., , . • . • a ,-at 24" o.c, .... -. ', * • NAILING PER:IBCARC 2009. , TRUSS AT 24' o.c sRi v ' 9e Purlin. END WALL, GABLE END `• �. r ' .. F ,� '� OR GIRDER TRUSS` k • M f •y It. 1 • . ' ¢: Ridge Post -.. a - •' Jack Posl. - y a is Ridge Pudin Jack Purlin <. � �r� Ritlge • a •a.. r , •.4 s r' _. : / 1". v ,. .SECTION A-A y ] .J,�' _ ; ` * ° • �, _ 1' �. :., '� ' - o Jack Purlin Y �. - • .. • bra .,, -' ' .Ridge Purlin ... . . . :, ,.. JackPudin \. _ r OQROFESS/pN CARQ��c'L , Q� 11 . A Jack PudinIAJ .. i. p • - 1-16d i • ' 2x4 BLOCK 2-16d WITH 2-16d " TOE NAIL - 16d W NAIL AT 6" o.c. :' \ ' - EACH END. R\ at NOTCHED PER 2x4. BRACE WITHA-16d NAILS • . 2-16d \ OUTLOOKER SPACING - - O.C. _ , FOR GABLE ENDS OVER 6-1" IN HEIGHT Design conforms to Main Windforce-Resisting a _ CompuTrus, ��c. MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE DOUG -FIR . System also Components and Cladding criteria. ' ' - GABLE STUD SPACING 16" oc Wind: 90 mph, h=30ft max, ASCE 7-06, Custom Software Engineering Manufacturing ' " Enclosed, Cat.2, EXD.C, gable end zone,a ration factor -L6 load du Y rQROFESS/py .. � Q•GQ�� R CA- �Y C�2 6'-0" o.c. MAX M -2.5x4 . • - - � o . - it 2x4OUTLOOKER EXP. 3/31/13 7� M Typical -1x3 pF CAl ` 2x4 BRACES BRACED- ... .. AT6'-0"MAXIMUM- 2.4 STUD a + - IMAXMA. 16'- M -2.5X4 2x4 CONTINUOUS CONDITION 2 ' ` +_ M 2 zx4 , �. ^ BACKING `i •_ . GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, 1 ATTACHED WITH 16d , , PROVIDED.`I. . ( v „c! STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO 'TABLE MUST BE ATTD IN ACHE - '• • ACCORDANCE WITH IBC 2306.7., < ' ', - i - y t - u (r 1�. • - ' 2; GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED '. TO SUPPORTING BEARING WAIL. w+` • '' �� • ,' SHEATHING TO 2x4 BLOCKS WITH 3-16d NAILS GABLE STUD - - ' GABLE END „, ,.... - EACH E + , EA ND 8d NAIL AT 6 O.C. _ t, - 16d at . • - 1-16d i • ' 2x4 BLOCK 2-16d WITH 2-16d " TOE NAIL - 16d W NAIL AT 6" o.c. :' \ ' - EACH END. R\ at NOTCHED PER 2x4. BRACE WITHA-16d NAILS • . 2-16d \ OUTLOOKER SPACING - - O.C. _ , Design conforms to Main Windforce-Resisting - FOR GABLE ENDS UNDER 6'-1" IN HEIGHT = System also Components and Cladding criteria. ^ - CompuTrUs. Inc. MINIMUM GABLE STUD GRADE-2x4 DFNo1&BTR Wind: 100 mph, h=30ft max,ASCE7-06, GABLE STUD SPACING 16" oc Enclosed, - Custom Software Engineering Manufacturing CONDITION 2 , zone, load du gable end zone, bad duration factor=l.6 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, . PROVIDED. _ ? 1 STUCCOOR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST F �: '; •' + „ --- 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN GABLE ENDACCORDANCE WITH IBC TABLE 2306.7. ' '- • '�-2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. . M-2 5x4 2x4 BRACE AT 16'-0" o.c. OR AT- t - - - + •' w ., •t, CENTERLINE. ATTACH WITH16d . ..�F _ - _ M-1:0Typical .. • , NAILS SHOWN IN O: .: 1. ..... . ! ti Z I + (2) '.' i 2x4 STUDS' STRUCTURAL t+ TRUSSES ^ M-2.516' � x4 - ..MAX- - - n ,. . PLATE-' (2) _ { -'M-2bx4.($pl), VARIES' Y ' f -_f t - Al ` cV • _ • CENTER VERTICALS VARY AS REQUIRED + `d T BY VENT SIZE OR OUTLOOKER w V - .BRACING FORGABLE END 'CUTOUT FOR 4)Q 3• Y'•h OUTLOOKER" F r ,* t , x CUTOUT FOR 4)QOUTL60KER k f � a c �y OFESS r �� R CA �Q - ir- h xc, �; r CG///A/1!�///% ` Z ' - OFFSTUD 1x4 ADD-ON. ATTACH `"-`., ,_. OVER STUD s n • WITH Bd NAILS AT 9" o.c. j . .. ,. / /1� V.J� _ _ CompuTrus. Inc. Custom Software Engineering Manufacturing END VERTICAL MAY BE OMITTED IF TOP CHORD 6 ADEQUATELY SUPPORTED. " M -1x3 SEE CHART 2x4 or •' I I. . s .M -2.5x4. {. 2x4 or 2>8 M -1x3 - I, - .SEE CHART FOR MAX SPANS AND LUMBER GRADES - NOTE: CONNECTOR PLATES SIZED FOR HANDLING ONLY AND MAY BE REPLACED WITH EQUAL FASTENER. " ` DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) r SLOPE < 4:12'= U240 . LIVE LOAD ' ' -SLOPE >= 4:12,=U180 :.LIVE LOAD IF DL >_ .5 LL (ALL SLOPES) = U180TOTAL LOAD, CEILING JOIST = U240 LIVE LOAD ' V OQROF ESSIO vk. CAA FILE Rafter/End Jack Chart NO: DATE: 07/01 /09 REF: 25-1 TC D FOTA RAFTER SPAN CHARTS - 2006 LOAD DURATION INCREASE = 1.25 SPACING = 24 O.C. RAFTER SLOPE RAFTER SLOPE RAFTER SLOPE <= 4/12 >= 4-7/12 >= 7-12/12 PSF 20 20 16 16 16 16 L PSF 8 15 7 14 7 14 L PSF 28 35 1 23 30 23 1 30 SIZE GRADE SPECIE 2x4 SS DF 9-7-8 9-2-0 10-0-8 9-1-8 9-4-0 8-8-8 2x4 #1&BTR DF 9-5-8 8-9-0 9-10-8 9-2-8 9-2-0 8-7-0 2x4 #1 DF 9-1-8 8-2-8 9-8-8 8-9-0 8-11-8 8-5-0 2x4 #2 DF 8-7-0 7-8-0 9-4-0 8-3-0 8-10-8 8-2-0 2x4 CONST DF 7-6-0 6-9-0 8-2-8 7-3-0 8-2-0 7-2-0 2x4 STUD DF 6-0-0 5-10-0 7-2-0 6-3-8 7-1-0 6-3-0 2x4 STAND DF 5-7-8 5-1-0 6-2-8 5-4-8 6-2-0 5-5-0 2x4 SS HF 9-1-8 8-8-8 9-6-0 8-10-8 8-10-8 8-3-0 2x4 #1&BTR HF 8-11.0 8-4-8 9-4-0 8-8-8 8-8-0 8-1-0 2x4 #1 HF 8-11-0 8-0-0 9-4-0' 8-6-8 8-8-0 8-1-0 2x4 #2 HF 8-5-0 7-7-0 8-11-0 8-1-8 8-3-8 7-9-0 2x4 CONST HF 7-4-8 6-7-8- '8-1-8 7-2-0 8-0-8 7-1-0 2x4 STUD HF 6-6-8 5-10-0 .7-1-8 6-3-8 7-0-8 6-2-8 2x4 STAND HF 5-8-0 5-1-0 6-2-8 5-5-8 6-1-8 .5-5-8 2x4 240OF MSR 9-9-8 9-4-0 10-2-8 9-6-0 9-6-0 8-10-8 2x4 210OF MSR 9-5-8 9-0-0 9-10-8 9-2-8 _ 9-2-0 -_ 8-7-0 2x4 195OF MSR 9-3-8 8-10-8 .9-8-8 9-0-8 9-0-8 8-5-0 2x4 180OF MSR 9-1-8 8-8-8 9-6-0 8-10-8 8-10-8 8-3-0 2x4 165OF MSR 8-11-0 8-6-8 9-4-0 8-8-8 8-8-0 8-1-0 2x4 145OF MSR 8-6-8 8-0-8 8-1170 8-4-0 8-3-8 7-9-0 2x6 SS DF 14-8-8 14-0-0 15-4-0 14-3-8 14-3-8 13-3-8 2x6' #1&BTR DF 14-2-0 12-8-8 15-1-0 13-7-8' 14-0-8. 13-0-8 2x6 #1 DF 13-3-0' 11-10-0 14-5-8 12-8-8 13-10-0 12-7-8 2x6 #2 DF 12-4-8 11-1-8 13-6-8 11-11-0 13-6-0 11-10-0 2x6 STUD DF 9-7-0 8-7-8 10-6-8 9-3-8 - 10-5-8 9-2-8 2x6 SS HF 13.11-0 13-3-0 14-0-0 13-0-0 13-6-0 12-7-0 2x6 #1&BTR HF 13-0-0 12-2-0 14-2-8 13-0-8 13-2-8 12-3-8 2x6 #1 HF 12-11-0 11-6-8 14-1=8 12-5-0 - 13-2-8 12-3-8 2x6 #2 HF 12-2-8 10-11-0 13-4-0 11-9-0 12-7-8 11-7-8 2x6 STUD HF 9-7-0 8-7-0 10-6-0 9-3-0 10-5-0 9-2-0 2x6 240OF MSR 14-11-0 14-2-8 15-7-0 14-6-0 14-7-0 13-0-0 2x6 210OF MSR 14-5-8 13-9-0 15-1-0 14-0-8 14-0-8 13-0-8 2x6 195OF MSR 14-2-0 13-6-0 14-9-8 13-9-8 13-10-0 12-9-8 2x6 180OF MSR 13-11-0 13-3-0 14-6-0 13-0-0 13-6-0 12-7-0 2x6 165OF MSR 13-7-8 12-11-8 14-2-8 13 3-0 13 2-8. 12-3-8 2x6 145OF MSR 13-0-0 12-4-8 13-7-0 12-8-0 12-7-8 11-9-0 COMPUTPUS, Inc. , PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM Custom Software Engineering Manufacturing UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf 1 • JI w , 4 .. - y .. '. •t •�l .. - a.. .. .. a `-, .k. .. s.. Hip No. 1 �,•,• �r - 3-•10d Pressure block with - i 4 Pressure t '• 3-10d .tru§s _ `, SIDE VIEW „ , c 4-16d nails 3-.10d 3-10d ,,. 4-16d nails end jack •, o t � •` f ,� i � • �;-- +Bottom chord of Hip -� t' v,, r4. �a, • •block",,:, 3-t Od Pressure block r ' No. t truss, k 2'-0"octypical r e: ° •- a t •t v 7� aX - c rte'. k NOTE: Attach 2z4 Doug Fir pressure block to bottom chord- hord of hip no. 1 with 4-16d nails. Bottom chords of end of joints are attached with 3-10d nails at each end of the pressure block. - a x P ¢p�F ESS pR. C14 ,L m %` f EXP. 3/31/13 lit Block PIatQ • R2ised Heel GompluTrus.Inc. 2x4 M -3x6 A 2x6 M -3x8 M -3x5 _ Custom Software Engineering Manufacturing, " Extensions must be supported every 4-0-0 2x8 M -3x10 Plate Pitch AO 2.82-3.00 M -3x8 M -3x5 M -3x8 3.00-4.50 M -3x8 M -3x5 M -3x8 4.50-6.00 1 M -3x6 M -3x5 M -3x8 max. Extensions may be plated as shown for 2x10 M -3x12 additional length. Use M -3x8 plate for 2x4 lumber, M -5x8 for 2x6. . 1.5"min. H --i: �• , 12 -Ar .. 2.82-6.00. 18" min. Deflection Criteria: •' w Cantilever Live Load = U240 - _ ` Dead Load = U180 iVaries 'pitch with c ,k _. -3x4 { A" s 1 A _ , M -3x4 < ,� r not overcutripped chords. VODo all supports solid to bearing 2x4, 2x6, 2x8, 2x10 A block FL grade j Refer to Max Setback + .'� '' Lumber Grades TC LL/DC ^Max Setback TC LUDL Max Setback r SPF1650F(1.5E) 20/7 = 27# `8-8-01" 2014 = 34# '8-0-0 w, R = 347# max. W.= 1.5" min. f;over 2 supports R = 694# max.: W 1.5" min. SPF2100F(1.8E) '20/7 _'27# '8-10-0 20/14 = 34# "8-4-0 'Note: Max Setback is from inside of bearings. oQROFESS/CN9 R. Cq,� �F2 �l� t' F. it ♦ r� m . EXP. 3/31/13 FILE NO: Hip Rafter -2x6(1.25) srgT�l Note: Note: E DATE: 07/01/09 ENG FOF C Conventional framing is not the responsibility of the truss designer, SEd 2787668 plate manufacturer nor the truss fabricator. Framers erecting . trusses are cautioned to seek the advice of a local, professional IBC 2009/CBC 2010 engineer regarding conventional framing. ALTERNATE FRAMING DETAIL AROUND 30" ACCESS CompuTrus. Inc. . _Custom Software Engineering Manufacturing ' TYPICAL ROOF TRUSS LAYOUT' EXP. 3/31113 ` k t ' 24 24: - 24°24°. 24• • ,24" I. 24 OF CALIEpiI a P NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR " TRUSS TYPES DESIGNED FOR OVERSPACING. S,'Lr- -ADJUSTED ROOF TRUSS LAYOUT' E single'member common (net 24"o.c.) r . Ladder. Frame .� T ` Between trusses with 2x4 at 48' o.c ,;;: ~ ' t r' ° - r x t � f i = �,. ! ,� 4• - t- -,«,, • .` Z •� '� t . ,SAY I ' 4 ,# fj 24 .E 24° 21 30' clear 2i° ' r .24 24 Section A -A '(bottom 30" x 30. � � L 4ew) „ a Y Access. Opening , yy t ! Section A -A }. a � ���� ri r� �r r� �r r �r r r � r, rr r� r • �■ �r r �r 'PIGGYBACK TRUSS SPAN UP TO 16'- 0.0 PIGGYBACK STANDARD -1021' LOAD DURATION INCREASE ='1.25 --,MAX, SPACING = 24.0" O.C. MINIMUM LUMBER SPECIFICATIONS (OF ONLY) T, r TC: 2x4 OF #2 ' BC: 2x4 DF -#2 _ x LOADING 4 WEBS: 2X4 OF STD/STUD;ti .a j LL(:20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF . ;� DL- ON BOTTOM CHORD = 1.0 PSF TC LATERAL SUPPORT <='12 OC:;UON " , TOTAL LOAD =,'36.0 PSF `. A T....** ,2x4 stripping 'required as shown: i' E:'STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS Join to -bottom section of truss with + FOR ILLUSTRATION'PURPOSES ONLY. REFER TO APPLIC 2-16d nails and top section with 2-16d ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. toenailed to strippingg Stripping spaced - • r_� ',, .fes' at 2'-0" oc-maximum. Connections are for vertical loads only. r '' ? • ! �. + ,• 16 -0" max '1•+ � _ � .'a � ,� + ik. .�. � +�. �•,� � nr �r.:l, 4 0 max 4'-0" :max + 4 ',0 max 4 -0" maxlr = _ „ FES q Y'.t 4 M 4x4 q �c ` ri.•• k,�``7� .�..`A y..'r� �=,1 - ti s+� 4 �.f i +'t,. - i M1,� r+ t "�,...+ �'x. «'r Y° -- !` ��l^f✓�..i 2�'i f . r{e�.,•..y,u•.#JY` ; f �x �' * Yr- .•if -� >IL 12 � /13T0 �,3 tos t0 EXP. 3/31 r` i+C RS'_r ROOF. SHEATHING .TO BE 'CONTINUOUS F + ;M -2x4 ~4x4•, - .'M 2x4 OVER JOINT., SHEATHING,TO OVERLAP F 2 ._ c 7� A MINIMUM OF-12OVER JOINT. r r+ 4• TF.pp 11F0E� ' - c, r y.w irk; 4 M -2X4 -f s M 2X4' r.� •�7 �" .L X.C. wry' + R iia j . - x■ �r, '**: .**. 't �,:. •e ^ z= y tRS - '..14. 4*`�x y ., _ - • �.' _ - a'., . t { - -.w� � yry' i .t S : t•2X4. s c•. -2x4 µ t'' ' a. �� �' ' • a+ M M 2X4j <� •,. z �r r '.y: } r=.�w s t '• h'. 1w. a� J'o". �, � fi ! ^mss, y.. �c,'r "vk " t 1 ., � `.- f� t . y �� d _. 2 ! ~ .rte r ,a•` r . �'° 'q `";t. x. j' .. r `��'' �,•M' .-,. ' „f. +,- "` a 'p: •vt . t J,. -S « r ,x x� „., ' ` T• 'r. v�' 'aJ - •i. _ is~f' 34 , V � � `w �,. i9 'r `L7 .. _ :F, •aa.;: .�$`• +'' .�,„r�^„1'- � �f.. R.,} r:.: - �� 5l •i•4%`� OF TOP CHORD. AT' STRUCTURAL TRUSS BELOW a' y `'• .: �� �+ fr f { "Lit i r y; r ,aw. � v F+,..•. Y ;f 4. ! - ti .. :�.�'-cj v{ Y r�.. f• - +k �> `F � �,. P7• .`a 'f:i• 1',w JOB' NAME ..STANDARD+ CAP TRUSS Illlli i i i i' i i i i i i i i •i � i i- i PIGGYBACK -STANDARD Z0f2 PIGLOADCDURATION'TRUSSSPAN INCREASEO.16.250.0° ` LUMBER SPECIFICATIONS MAX. SPACING = 24.0" O.C. r TC: 2x4 SPF 1650F or HF #2 - - BC: 2x4 SPF 165OF or HF #2 - LOADING - , WEBS: 2x4 SPF 1650F.or HF STD/STUD {•^ + , LL( 20.0)+DL( 15.0) ON TOP CHORD ,= 35.0 PSF OL ON BOTTOM CHORD = 1.0 PSF ' TC LATERAL SUPPORT <=.12°OC. UON. .� TOTAL LOAD _'' 36.0 PSF _ ��•• 2x4 stripping required as shown. Join to bottom section of truss with 2-16d nails and top section with 2.16d toe-- nailed oe- nailed to stripping. Stripping spaced at 2'-0° oc maximum. Connections are for vertical loads onl NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS @- Provide nail on plates where shown. UseYSimpson TP39 or USP NP39 FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC to each face of truss at 48°oc throughout. Use 8d x 1 1/2° COMMON ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. nails. Do not use holes within 1.5° of the edge of member. Apply 4 nails from each facein each member. Nails must be staggered and - equally divided between front and'back face.. } 16' -0° max y� .. • - t .1 �,. e,t � • jQa0 S FES /pN ` 4'-0' max 4".0' max "j 4'-0 max '4 0", max 7 4 3 ���,0 R CA lF a rr a f a M -4x4 s. ' +r'Y `' t, r. O� 1212 ., t ; 3 to 6 3,,t0 6 4_ �` L -� EXP. 3/31/13 r , e. RS • ROOF SHEATHING -TO BE CONTINUOUS . . S Q N� OVER JOINT. _SHEATHING TO OVERLAP , M 2x4 . - r s , rqT ENG 2 A MINIMUM OF 12" OVER JOINT. �. r ;_ ` t { + �'• FOF LIFO ' �_ �_CA .M -2x4 r . w < h M-2 4 JZJ RS r *: @• 'M @ + J., @ M -2x4• ,@-.M-2x4 @ ..` t - : ti•.. a _ � i • _ • t- , �...� '�... t : .. ,' .0 . �,• +�' + TOP CHORD AT STRUCTURAL TRUSS BELOW r ti 4 JOB NAME: STANDARD'CAP TRUSS' ' Maximum Nail Lines (by Bottom Chord Size Minimum Nail Spacing Distance in inches Nail Type 2x4 2x6 2x8 2x10 2x12 A B* C" 8d Box .113"x2.5" 3 6 9 "12 15 3/4 13/8 13/4 10d Box .128"x3" -3 5 7 10 12 7/8 1 5/8 2 12d Box .128"x3.25" 3 5 7 10 12 7/8 1 5/8 2 16d Box .135"x3.5" 3 5 7 10 12 7/8 1 5/8 21/8 20d Box .148"x4' 2 4 5 6 8 1 17/8 21/4 8d Common .113"x2.5" 3 5 7 10 12 7/8 15/8 2 10d Common .128"x3" 2 :4 6 8 10 1 17/8. 21/4 12d Common .128"x3.25" 2 4 6 8 10 1 1 7/8 21/4. 16d Common .135"x3.5" 2 4 6 8 10 1 2 21/2 .120"x2.5" Dia Gun 3 6 8 11 14 3/4- 1 1/2 1 7/8 .131"x2.5" Dia Gun 3 5 7 10 12 7/8 1 5/8 2 .120"x3.0" Dia Gun 3 6 8- 11 14 3/4 1 1/2 17/8 - 131"x3.0" Dia Gun3 5 7' 10' 1 12 7/8 15/8 2 s e pgL®® MD TIMBER _ `L INSPECTION -^ • May 17, 2010. To Whom It May 'Concern: This is to verify that 'Spates, Fabricators, Inc. of Thermal, CA is a Subscriber to the Timber Products Inspection - (TP),and ' General Testing, and Inspection (GTI) Truss ' <Quality Auditing Program .since June, 1990.- The, TP and GTI Truss Quality Auditing Programs are recognized by 'the International Accreditation Service (IAS) with - the ' assigned number of AA -664 TP and the GTI quality assurance marks have been recognized in the West by the truss s industry and code jurisdictions .since -1969. TP ,currently audits truss -manufacturing ' facilities nationwide. TP is conducting unannounced,'third party audits at Spates Fabricators, Inc. of Thermal, CA. This facility is currently in:good, standing in the TP Truss Quality Auditing Program Spate's Fabricators, Inc. personnel are, authorized` to apply .the GTI quality mark to trusses that are manufactured in accordance with the latest. revision of the ANSI/TPI ' Standards. All stamping .takes place at the truss', manufacturing facility, under supervision of qualified plant personnel ' 1f you have quest ions '"regarding the status of any plant `in the'TP/GTI Program, please' contact me on my cell 208.818.7869.. y Sincerely, r , TIMBER PRODUCTS INSPECTION. ' Brian Hensley x t4 Truss Manager -.Western Division A ' •� :. A, /jr Xc: File 105 SE. 124th Avenue.:, o ' ` .:P.O. Box 919 o 1641 Sigrhan Road Vancouver, Washington 98684 t � Conyers, Georgia 30012 360/449-3840 o FAX: 360/449-3953 8000 FAX: 770/922 -1290- 1 r �1 L ICC -ES Evaluation Report ESR -1988 Reissued June 1, 2010 This report is subject to re-examination in two years. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: ' MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 - www.mli.com . EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MTI8HSTm, TL20 and MT20 , 1.0 EVALUATION SCOPE , Compliance with the following codes: ■ 2009 International Building Code® (2009 IBC) ■ 2009 International Residential Codee (2009 IRC) ■ 2006 International Building Code® (2006 IBC) ■ 2006 International Residential Code® (2006 IRC) ■ 1997 Uniform Building CodeTm (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as, joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTeO TL18 and MT18. Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A_653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005. inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in'/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. A Subsidiary of the International Code Council® 3.2 MiTek® MT18HSTM Model MTI8HST° metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek® TL20 and MT20M: Models TL20 and MT20Tm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are"eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as on endorsement oldie subject oft/he report ora recommendation for its use. There is no manpnty by ICC Evaluation Service, LLC. express or implie, as o to any finding or other matter in this report, or' its m mhv product covered by the report. Copyright © 2010 Page 1 of 4 LPDF created with pdfFactory trial version www.pdffactory.com ESR -1988 I Most Widely Accepted and Trusted Page 2 of ' 4.2 Allowable Design Values: ,4 5.5 All lumber used in the fabrication of trusses using Allowable design values for MiTek® metal truss connector MiTek® Industries metal truss connector plates must plates to be used in the design of metal plateconnected be graded in compliance with the applicable building wood roof and floor trusses are shown'in Tables 1 and 2. code, and must have- a moisture content not . exceeding 19,percent at the time of assembly. Wet Allowable design values are applicable' when the connection is made with identical plates on opposite sides service factors from ANSI/TPI 1 Section 6.4.5 must be of the joint. This evaluation report is 'limited to the applied to the table values when the lumber moisture o evaluation of connection capacity of the MiTek metal truss content exceeds 19 percent. Allowable values shown connector plates listed- in this report. The design, in the tables of this report are not applicable to metal manufacture, and installation of trusses employing the . > connector plates embedded in either fire -retardant - truss plates have not been evaluated.r treated lumber or preservative -treated lumber. 5.0 CONDITIONS OF USE 5.6 truss connector plates must be installed in pairs The MiTek® Industries metal truss connector plates ^Metal on opposite faces of truss members. described in this report comply with, or are suitable 5.7 Galvanized G60 metal truss plate connectors subject alternatives to what is specified in„those codes listed in to corrosive environments must be protected in ' . Section 1.0 of this report,' subject to the following` accordance with Section 6.5 of ANSI/TPI 1. conditions: 5.8 MiTek® metal truss connector plates are 5.1 This evaluation report and the 'manufacturer's manufactured in St. Charles, Missouri; Phoenix, ' published installation instructions, when required by - ' the code official, must be submitted at the time of Arizona; Tampa, 'Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. permit application. In the event of a conflict between the manufacturer's published installation instructions 6.0 EVIDENCE SUBMITTED and this document, the instructions in this document - 6.1 Data in accordance with the National Design govern. Standard for Metal Plate Connected Wood Truss 5.2 Each application for a building permit, using these Construction, ANSI/TPI 1-2007. truss plate connectors, must be accompanied by 6.2 Manufacturer's descriptive literature. documentation showing that the design, manufacture; and proposed : installation conform with the 6.3 A quality control manual. requirements of the applicable code. - 7.0 IDENTIFICATION' 5.3 This report establishes plate design values only. For - ° .The MiTek connectors are identified by an imprint of the items not covered by this.report, such as truss design, •"' : plate name embossedMinto the surface of the plate (for ' fabrication, quality assurance and special inspection, • example,' the MT20 plate is embossed MT20"). refer to ANSI/TPI 1, engineering drawings., and the Additionally, boxes containing the connector plates must applicable code. be labeled with the MiTek. Industries name, the metal 5.4 The design values (lateral resistance Values, effective "' tension strength ratios, and effective shear resistance connector plate model, and the evaluation report number `(ESR -1988). ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and.2 of this report. Load combination reductions must be in accordance ' with the applicable code. • PDF created with pdfFactory trial version www.pdffacto[y.com LUMBER SPECIES SG ' - AA EA AE EE Pounds/ inch/Pair of Connector Plates Efficiency TL18, MT18, MT19HSM, TL20 and MT20M Efficiency Pounds/ inch/Pair of Connector Plates Douglas fir -larch 0.49' 248 203 170 171 Hem -fir 0.43 188 159 133. 141 Spruce -pine -fir 6.42 206 . ' 162 .125 122 Southern pine 0.55 244 192. -171 178 For SI: 1lb/int = 6.9 kPa. , t ' NOTES: ti 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. , AA = Plate parallel to load, wood grain parallel to load ' '- EA = Plate perpendicular to load, wood grain parallel to load. H '~ AE = Plate parallel to load, wood grain perpendicular to load. - EE =Plate perpendicular to load, wood grain perpendicular to load. ,All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses " that feed trusses into a stationary finish roller press. 4 a .'TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TL18 AND MT18'. MT18HSM TL20 AND MT20M Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the joint)Z Tension @ 01 0.5 .1149 ` 0.48 _ _ .1596 0:49 857 Tension @ 90° 0.52 1208- 0.5 ,1671 0.49 854 Tension values in accordance with TPI -1 with a deviation [see Section 5.4.9 (e) 1] (Maximum Net Section Occurs over the joint') Tension @ 0° 0.59 1349 0.59 1975 0.59 1035 Tension @ 90° 0.53 1214 0.51 .` - 1727 0.49 861 ' Shear Values Shear @ 0° 0.56 , --.874 0.55, 1099 0.51 '604 ' Shear @ 30° 0.66 1023 : 0.57 1153 0.74 876 Shear @ 60° 0.83 1283 0.74 1492 0.82 970 Shear @ 90, 0.49 757, 0.52 1052. 0.58 686 Shear@120° 0.39 608 0.4 1,802 0.42 498 Shear @ 150° 0.45 702 0.37 ' 745 0.5 592 For,SI: 1 Ib/inch = 0.175 N/mm, 1 inch = 25.4 mm. c , NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or.0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSlfTPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Section 4.3.6 of ANSI/TPI 1. ' 2Minimum Net Section.- A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 'Maximum Net Section = A line. through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes, , - ' �•. •.. � 's,.e„ sir ` _. ' PDF created with pdfFactory trial version www.pdffactory corn