Loading...
Plans (4) A45 a2I S oojFL • T -- !olL2.. s /1) • 40'x' OCT 7 zoo r GARAGE RIGHT 1 CITYOFTI(,t tw BUILDING DIVISION t g F 1 ! 1 8:15 6. < & / 8:12 l 1 :12 I , 4 A Cl( ') 6:12 H..S26 II t i_ NW f < B ill i ill It' F2 L :12' 1 ;D4 � - - NIP 6:12 d , D3 CA 27-4' _ 4 3x-r , - [Y1 - 8:12 , tv 10'-8' r 1 18'-1 112' 10'x' 1 T-51/26 I 21'-10112' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 05/27/14 TRUSS CALCULATIONS AND PROJECT TITLE. ENGINEERED STRUCTURAL REVISION-�: DRAWINGS FOR UILDIN C R Pacifi umber LENNAR-2448A LARWOOD AMERICAN DESIGNER/ENG VEER ODRECORD PLAN DRAWN BY. JP REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 1 / A DESIGNER/ENGINEER OF RECORD TO CHECKED BY: REVIEW AND APPROVE OF ALL & TRUSS , COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. It 40'-0' ' 1 GARAGE LEFT H\\\\ I ...______, ,. , r s 13:12 // / S 2 / r r t / 1:12 Ti ili ,r N a al 4 6:1 4 Cl■ (11) 0. :-G,v(3) HUS2E : 2 •a r. I A ■ _k 6:12 j - J � t • ■ - F - — . t\Ill Nu 111,_ i I� a 21 . 6:12 2 _ 27-4' Dpi (2) 33'-T D2 8:12 10'-r r 18'-11/2' 21'-10112' 40'-0' 1- T-51/2' I 10'-0' (E)Copyright CompuTnis Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LEN NAR 05/27/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL • PROJECT TITLE: REVISION-J: DRAWINGS FOR ALL FURTHER Pacif4umber LENNAR-2448A LARWOOD AMERICAN DES INFORMATIINEERUILDING PLAN: DRAWN BV:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 1 / A CHECKED BY." REVIEW AND APPROVE OF ALL & TRU COMPANY DELIVERY LOCATION: I SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 118"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. 0 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes . 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 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++. 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 lines 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). . t d _ - - ',., w '' d1 . c--) • : :..Aso.• - 1/ti- ■ • 7,I:: 9z .4, 4-_-•! fiVt - 1,-, � �y,. G<Y G•�ga Vim;, r 2420, N/1L,. .j 101. ' r- K., � EXPIRES :6130115 I11111111II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 3.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.( TC: 2x4 DF 8188TR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 818BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Wind: 140 m h h=21.3ft TCDL=4.2,BCDL=6.0, ASCE 7-10 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)1DL( 7.0) ON TOP CHORD = 32.0 PSF (All phi p ( 1 ), DL ON BOTTOM CHORD = 10.0 PSF ( Heights), Enclosed, Cat.2, Ex .B, MWFRS Dir Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6 C,CN,CI8,CNIB (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M18HS,Y16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Y-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-07-08 8-07-08 T 1 1' 12 12 6.00 HM-4x4 6.00 IN ° II 0 szrt o D P R OFFS O c��G' k Ek9 5/02 M-3x4 M-3 4,kc '• E 91- f� , I% y ,t ,LJ i= c•N 2-00 17-03 L'o ,�P 14, 201�'A- P MERRIO- JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - Al Scale: 0.4095 EXPIRES::�1�2�/3'1!2015 WARNINGS: GENERAL NOTES,unless otherwise noted: r� 8A, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 4 O4 WA 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. T it C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q e'. r, T 0 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at to'o.c.respectively unless braced throughout their length by A, / s, t continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41/' ` . DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•* „0,, ,..f..,,, 4.No load should be applied to any component ant I after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5 9516 72 fasteners are complete and at no time should any loads grea:er 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 ID: 4 00451 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 �' 51398 4f4 necessary. fabrication,handling,shipment and installation of components. Q IS1'�'�� 7.Design assumes adequate drainage is provided. C 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 IIII IIIII IIIIIIIIIIIIIIII p TPIAA7CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssf�NF>,1. B. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t B.For basic connector plate design values see ESR-1311,ESR•1 B88(MiTek) S rl IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC v LUMBER SPECIFICATIONS TRUSS SPAN 17'- 3,0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 --I- TC: 254 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 8=(-166) 915 3- 8=(-273) 220 BC: 2x4 DF #1&BTR SPACED 24,0' O,C. 2- 3=(-1103) 269 8- 6=(-206) 915 8- 4=( -32) 468 WEBS: 2x4 OF STAND 3- 4=( -827) 173 8- 5=(-273) 220 LOADING 4. 5=( .827) 173 IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1103) 269 BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 101 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 24,0" LL = 25 PSF Ground Snow (P9) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0° -168/ 953V -94/ 94H 5.50" 1.52 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 3.0" -168/ 952V 0/ OH 5.50° 1.52 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc Spacing,] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LI ITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.046' -2'- 0.0' Allowed = 0,267' MAX LL DEFL = -0.025' 8'- 7.5' Allowed = 0,817' MAX TL CREEP DEFL = -0.058' 8'- 7.5' Allowed = 1,089' MAX LL DEFL = 0.040" 19'- 3.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' 19'- 3.0' Allowed = 0.267' MAX HOF..IZ. LL DEFL = 0,012' P 16'- 9,5' MAX HOPIZ. TL DEFL = 0,019' P 16'- 9.5' 8-07-08 8-07-08 ,( T - - - f Design conforms to main windforce-resisting 4-07 4-00-08 4-00-08 4-07 system and components and cladding criteria. T ' 1' T 1' Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 6.00 HM-4x4 6,00 load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. NW M-1.5x3 M-1.5x3 ��� D PR OFFSs o � s-, o C'�5 (N E R �p2 ° M-3x4 M-3x8 M-3x4 ° �� =�216 E 9f • y y f I% 8-07-08 8-07-08 k y ), y - 'Li OREGON , �(rr 2-00 17-03 2-00 �O ' 14, 2- P- MFR R( ..\- JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - A2 EXPIRES:12131,2015 Scale: 0.3209 WARNINGS: GENERAL NOTES,unless otherwise noted: Q. F.RRII-j. 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual p• A r Truss: A2 and Warnings before construction commences. budding component.Applicability of design parameters and proper J` O�V/A$fjj� J 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q- (C,, C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q ,�� 11- DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 -4. O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '�- DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1.1,1 ,...-.#-:.� ` / 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. L/-. SEQ. : 5 9516 73 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 design loads be applied to any component. and are tar"dry condition"of use, TRANS ID: 4 00451 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 51398 Q� fabrication,handling,shipment and installation of components. necessary. O (1 1 7.Design assumes adequate drainage is provided. �(+ GjSR T 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on bole tacos of truss,and placed so their comer �' IM VIII I I I I I I VIII IIII II I III TPI VJfCA in SCSI,copies which will be furnished upon request. Digits coincide i indicate with join)ate inrnche. SS�ONAL� G 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1986(MiTek) III II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 818BTR; LOAD DURATION INCREASE = 1.15 1-10=( -341) 115 1- 8=(-170) 680 3- 8=( 0) 382 2x6 DF SS T1 SPACED 24.0' O.C. 1- 3=( -886) 243 8- 5=(-269) 877 8- 4=(-219) 132 BC: 2x4 DF 818BTR 2- 3=( 0) 0 WEBS: 2x4 DF STAND LOADING 3- 4=( -819) 290 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1063) 345 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( 0) 101 BC LATERAL SUPPORT <= 12'OC. VON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON, FOR LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$S LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- OA' -606/ 121V -89/ 77H 218.50' 0.19 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 2.5' -694/ 1387V 0/ OH 218.50' 2.22 DF ( 625) 35'- 0.0' -203/ 959V 0/ OH 5.50' 1.53 DF ( 625) OVERHANGS: 0.0' 24.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design M-1.5x4 or equal at non-structural 9 spacing.! n checked for net(-5 osfl uplift at 24 'oc s acin vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.020' @ 30'- 6.7' Allowed = 0.817' C,nncIoCp1a (or no prefix) = orspuTrus, Inc MAX TL CREEP DEFL = -0.048' @ 26'- 6.2' Allowed = 1.089' M,M2OHS,M18HS,116 = WO MT series MAX LL DEFL = 0,040' @ 37'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ 37'- 0.0' Allowed = 0.267' REFER TO COMPUTRUS STANDARD HORIZ. LL DEFL = 0.010' @ 34'- 6.5' GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.016' @ 34'- 6.5' SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2 BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2-00 35 00 Truss designed for wind loads in the plane of the truss only. 25-06 2-10-08 4-01-06 4-06-02 T 1' T 1' 1' 12 =M-4x4+ 12 12 6.00 6.00 Q 6.00 M-3x6+ M-3x6+ •• M-4x6 '' < D PROFFS M-1,5x3 cDN 4IN , L y $$ .. X� S5 vd ! iI E r- M-3x4+ e3 M 0 M-3x4 0 0 O ��� v CO 7 o Continuous bearing M-3x6+ M-3x4 M-3x4 o `r Q y y y - AA OREGON t. jci, y y 26-06-04 8-05-12 y y O ' ' 14, 2 �P+ 2-00 35-00 2-00 ERR11 JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - B1 EXPIRES: 12/31/2015 Scale: 0.1777 WARNINGS: GENERAL NOTES,unless otherwise noted: O�ERRILL 6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual q Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper J� O4 wASf ffM �J 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. T. ti C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q 'St T '5 DES. BY: MJ is the resporsibilfry of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A., ,1;,, 0 DATE: 6/5/2014 responsibility building continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r, the overall structure is the rem onsibili of the buildin designer. 3.2x Impact bridging or lateral bracing required where shown++ /f / I' r - j 4. No load should be applied to any component anti after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �f 7771•x, _ S E Q. : 5 9516 74 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 ID: 40 0451 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 51398 w� necessary. fabrication,handling,shipment and installation of components. O F IST'F. 7.Design assumes adequate drainage is provided, v� C It 8.This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center F - 1 VIII I III VIII VIII VIII 11111111111111 TPIN I-CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL�NC1 ` 9.Digits oincidte size of plate in inches. M Tek USA,InC.lCompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r r9 a IIIIIIIIIIIIII 1- This design prepared from computer input by PACIFIC LUMBER-BO `a + LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 --..' TC: 2x4 DF /16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 9=(-425) 2210 3- 9=(-263) 185 BC: 2x4 DF NIRBTR SPACED 24.0' 0,C. 2- 3=(-2593) 536 9.10=(-291) 1852 9- 4=( -19) 459 WEBS: 2x4 DF STAND 3- 4=(-2349) 508 10.11=(-278) 1853 4.10=(-663) 242 LOADING 4- 5=(-1662) 442 11- 8=(-433) 2214 10- 5=(-243) 1103 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1862) 457 10- 6=(-668) 241 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2351) 531 6-11=( -35) 472 TOTAL LOAD = 42.0 PSF 7- 8=(-2596) 564 11- 7=(-268) 205 OVERHANGS: 24.0' 0.0' LL = 25 PSF Ground Snow (P9) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -2871 1708V -188/ 201H 5.50' 2.73 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 0.0' -198/ 1470V 0/ OH 5.50' 2.35 DF ( 625) ICOND, 2: Design checked for net(-5 nsf) uplift at 24 'ac sxacina,l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.122' @ 17'- 6.0' Allowed = 1.704' MAX TL CREEP DEFL = -0.289' @ 17'- 6.0' Allowed = 2.272' MAX HORIZ. LL DEFL = 0.053' @ 34'- 6.5' MAX HORIZ. TL DEFL = 0.088' @ 34'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. 17-06 17-06 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 '1 '1 '1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D.tr), 6-02-05 5-07-13 5-07-13 5-07-13 5-07-13 6-02-05 load duration factor=l.6, T f 1 f T , f Truss designed for wind loads in the plane of the truss only. 12 12 6.00 V M-4x6 6.00 4.0' 5 4-,' M-5x6(S) '! 3.1 0.25" M-3x4 M-1.5x3 + M-1.5x3 mo a �� '4 I, �r o 9 1 'r 11 -8 c' � / o M-3x8 M-3x4 0.25' M-3x4 M-3x8 0 `•!- cc J, y M 5 (S) y y - A OREGON � ,`40 9-00-04 8-05-12 8-05-12 9-00-04 O Y 14, 20 .* i'2-00 y 35-00 MEPRILL eo JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - B2 EXPIRES:12/31/2015 Scale: 0.1775 �p��. WARNINGS: GENERAL NOTES,unless otherwise noted: Q 0, , B2 r� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper .�` of W ff)� J 2.2n4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. tG C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 e'� �_�, >. +p DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v,. O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41�r '�. DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact budging or lateral bracing required where shown 00 )140', 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. 0,••• SEQ. : 5 951675 fasteners are complete and at no time should any loads greater than 5.Design assumes t asses are to be used in anon-cortosive environment. design loads be applied to any component, and are lor'dry condition"of use. TRANS ID: 400451 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 +fJ 51398 w� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ��+ �'Cj$'I'gR� ' 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 II I I I 111111111111111111111 I II TPIWfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. W �SSfONAtE1G 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0' ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' IC: 204 DF R18BTR LOAD DURATION INCREASE = 1.15 BC: 204 DF #18BTR SPACED 24.0' D.C. Design conforms to main windforce-resisting system and components and cladding criteria. IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TDP CHORD = 32.0 PSF Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL DN BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have beer TOTAL LOAD = 42.0 PSF load duration factor=1,6, considered for this design. Truss designed for wind loads Connector plate prefix designators: LL = 25 PSF Ground Snow (Pig) in the plane of the truss only. C,CN,C1B,CN18 or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. M,M2OHS,M1BHS,N16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06 17-06 I I I 11-08-10 5-09-06 17-06 I I I T 12 IIM-4x4 12 6.001./ �I s.DD M-3x6(S) I' PROFFS c. ‘:,- .60 Mao Moi..11/./AZI.44A?' o/cal.„ cl 0 6 M-3x6(5) E M-3x4 II 1— V2A 17-06 17-06 �2i9y OO`�+�� .1 y P 2-00 35-00 'R R I I-\- JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - B3 EXPIRES:12/31/2015 Scale: 0.2364 pD�1. WARNINGS: GENERAL NOTES,unless otherwise noted. �1�Vti'+41LnL 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -f1 W 8A. Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 �4 ji,. `�>' 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. Q C 'ON 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at "V e'S fT..:r, j, it DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by q. O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � • '� DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown if if ,� SEQ. : 5951676 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. ,y,I 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 ID: 400451 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ,� 51398 fabrication,handling,shipment and installation of components. necessary. O Q! 7.Design assumes adequate drainage Is provided. ' O/ 1<� 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 I III VIII VIII VIII VIII III IIII IIII TPI/VVTCA in BCSI,copies of which will be furnished upon request. Digit cIndcat with jolnl center lines. s 9. Digits Indicate size of plate in inches. s ro1VI�j..s'"G MTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t 0 A 11111111111 This design prepared from computer input by PACIFIC LUMBER-BE `, o LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.0" IBC 2012 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC: 2x4 OF M16BTR LOAD DURATION INCREASE = 1.15 1.2=( -10) 5 5-3=(-113) 168 5.2=(-198) 185 BC: 204 DF 011&BTR SPACED 24.0' O.C. 2.3=(-136) 113 WEBS: 2x4 DF STAND 3.4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 0.0' 12.0' 0'- 0.0' -30/ 262V -114/ 44H 5.50' 0.42 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 5.0' -62/ 411V 0/ OH 5.50' 0.66 DF ( 625) •• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 csf) uplift at 24 'oc soacing.l C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ 7'- 5.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ 7'- 5.0' Allowed = 0.133' MAX IC PANEL LL DEFL = 0.125' @ 3'- 2.1' Allowed = 0.403' 0-(3'1 2 6-01-04 MAX TC PANEL TL DEFL = -0.144' @ 3'- 2.0' Allowed = 0.605' 12 MAX HORIZ. LL DEFL = 0.001' @ 5'- 11.5' M-15x3 . �I6.00 MAX HORIZ. TL DEFL = 0.001' @ 5'- 11.5' 1 Design conforms to main windforce-resisting system and components and cladding criteria. Mt Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 M M O f 1 5 .< ►�I 4 o M-1.5x3 M-3x4 cp 94 55 2 J- y '1' 111E of 6-01-04 • 1` y y I% 6-05 1-00 „...,� Q - 47 OREGON,h, �� <O 14, 20 P-\- 4/4 PRIO-c2) JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - Cl EXPIRES:12;31/2015 Scale: 0.5472 WARNINGS: GENERAL NOTES,unless otherwise noted: ,0 RILL , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual l� A. Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ..\ Q4 WASfj�� J, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. Q- ((, C F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and 00110w chords to be laterally braced at Q T '"'-ll j. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - -4- O y p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .''. 'L DATE: 6/5/2014 the overall structure is the responsibility of Inc building designer. 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. Y y SEQ. : 5 9516 77 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, and are for condition'.of use. 4 design loads be applied to any component. _ L TRANS ID: 400451 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing of all supports shown.Shim or wedge if vfi 51398 t4' necessary. 4 ,,2 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O�(. FC jLGr 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 �' 7ST7r t, VIII VIII III II II III VIII IIII IIII IIII TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint ate inr lines. ss�ONAL ti�G 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MTek) II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.0' OND. 2: Design the •. f.r ne -5 rsf u.lift at 4 "oc slacino,I TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.D, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-1x2 or equal typical at stud verticals, Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-04 5-04 T — T T 12 12 6.00(/ IIM-4x4 --...1 6.00 3 M 4 to o,< ▪o 4dt !Ali �� -o/ / / / / / A o M-3x4 M-3x4 �\c',<:(, PR()Fe u c, ,. tI J� E of y ir. L / 2-00 10-08 /:,,;d. -dim y` 'Li OREGON, <2 D �y 14, 2`) P+ MFRRIO- JOB NAME : LENNAR 2448-A LARW00D AMERICAN - D1 EXPIRES: 12/31/2015 Scale: 0.5744 WARNINGS: GENERAL NOTES,unless otherwise noted: ARILL B 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual WASH. Truss: D1 and Warnings before construction commences. budding component.Applicability of design parameters and proper 4 04 ff ), 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. t' tG C t6 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 40 t'� .y 45 /5 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.x.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 40,- ` DATE: 6/5/2014 the overall structure is the responsibility of the buil designer. 3.2x Impact bridging or lateral bracing required where shown 4+ f44 , 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. V ding , SEQ. : 5 9516 78 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. /x TRANS ID: 400451 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 51398 4fk fabrication,handling,shipment and installation of components. necessary. O F 7.Design assumes adequate drainage is provided. C� 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 III I I I I I I 'III I III I II TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAj+OG 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • Cl IIIIIIIIIIIIII This design prepared"from 1 computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 9=(-278) 40 1- 7=(-150) 432 3- 7=10) 219 2x6 OF SS T1 SPACED 24.0' O.C. 1- 3=(-546) 182 7- 4=(-140) 441 BC: 2x4 DF #1&BTR 2- 3=( 0) 0 WEBS: 2x4 DF STAND LOADING 3. 4=(-566) 201 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 101 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR 0'- 0.0' -72/ 83V -43/ 33H 95.00' D.13 DF ( 625) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$$ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.0' -376/ 540V 0/ OH 95.00' D.86 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 1,5' -174/ 706V 0/ OH 5.50' 1.13 DF ( 625) OVERHANGS: 0.0' 24.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 1COND. 2: Design checked for net(-5 osf) uplift at 24 'oc soacing,j M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). max LL DEFL = -0.007' @ 12'- 8.4' Allowed = 0.487' MAX LL DEFL = 0.040' @ 20'- 1,5' Allowed = 0.200' Connector plate prefix designators: MAX TL CREEP DEFL = -0.046' @ 20'- 1.5' Allowed = 0.267' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.031' @ 15'- 11.2' Allowed = 0.519° M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = 0.003' @ 17'- 8.0' REFER TO COMPUTRUS STANDARD MAX HORIZ, TL DEFL = 0,006' @ 17'- 8.0' GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 20-01-08 2-00 Truss designed for wind loads f f f in the plane of the truss only. 11-00-12 3-08-12 5-04 f T '1 1' 12 =M-4x4+ 12 6.00 I/ _' \16.00 6.00 12 M-4x6 4',. 4 5�``�va PR oFFSs 0 0 SINE / o .. �o `��\ e�2 09 0�� 7 o Continuous bearing M-3x4 M-1.5x3 M-3x4 0 E M-3x4+ Aiiiil" dims'. . y y y • 12-09-08 5-04 - ,�OREGON �b �(� J, k y y '0 4{ 74, 20 '1-- 2-00 18-01-08 2-00 �P' MFARlo- JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - D2 EXPIRES:12/31/2015 Scale: 0.2943 WARNINGS: GENERAL NOTES,unless otherwise noted: �Q ,RRILL,4, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4:■ oo WAS/11 J, 2.2x4 compression web bracing must be installed where shown i. incorporation of component is the responsibility of the building designer. Q" ti C C, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q e p j. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F. 0 P y D 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r, 1. DATE: 6/5/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown 0 0 // � . 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. - Y/f i;- -- SEQ. : 5 9516 79 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. C , TRANS ID: 4 00451 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if G� 51398 4(r� necessary. <� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0� eG/STER� 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on bosh faces of truss,and placed so their center �' VIII VIII Ill I I I I Ell IIII IIII III TPIANTCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. ssfONAL 5t1 1...5 g. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 411&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-55) 120 3- B=(-337) 219 BC: 2x4 DF M1&BTR SPACED 24.0' O.C. 2- 3=(-152) 84 8- 9=(-38) 130 8- 4=(-580) 162 WEBS: 2x4 DF STAND 3- 4=( -99) 242 9- 6=(-82) 321 4- 9=( -69) 312 LOADING 4- 5=(-167) 68 9- 5=(-309) 211 TC LATERAL SUPPORT <= 12'0C. VON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-422) 126 BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (P9) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -60/ 376V -87/ 87H 3.50' 0.60 DF ( 625) M,M2IHS,M18HS,M16 = MiTek MT series REDUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2' -119/ 892V 0/ OH 5.50' 1.34 OF ( 625) 18'- 1.5' -74/ 520V 0/ OH 5.50' 0.83 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 osf) uplift at 24 'oc soacina.l VERTICAL DEFLECTION LI ITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.007' 13'- 4.7' Allowed = 0.488' MAX LL DEFL = 0.002' 19'- 1.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' 19'- 1.5' Allowed = 0.133' MAX BC PANEL LL DEFL = -0.059' 3'- 8.4' Allowed = 0.345' MAX BC PANEL TL DEFL = -0.177' 3'- 8.4' Allowed = 0.460' 9-00-12 9-00-12 MAX BC PANEL TL DEFL = -0.069' 14'- 4.0' Allowed = 0.460' MAX HORIZ. LL DEFL = 0.003' @ 17'- 8.0' 4-09-10 4-03-02 4-03-02 4-09-10 MAX HORIZ. TL DEFL = 0.004' @ 17'- 8.0' Design conforms to main windforce-resisting 6.00 Q 6.00 12 M-4x6 12 system and components and cladding criteria. 4.0' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I�� Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 C) CP .t�ED PRQp o9 ao INE R /2 co ° M-3x4 M-3x4 M-3x4 M-3x4 ° Q� . ' a E O r- y y y y `,�- y ..1, 7-08-04 2 09 7-08-04 y y -52- ,OREGON, ��,,FC tK 1-00 (PROVIDE FULL BEARING;Jts:2.B.fi 18-01-08 1-00 �D '9y 14, 2.°0P'�- MR R 10- JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - D3 EXPIRES:12/31/2015 Scale: 0.3185 WARNINGS: GENERAL NOTES,unless otherwise noted: Q .p RRILL e 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D3 and Warnings before construction commences. budding component.Applicability of design parameters and proper Qti 1J'WAS1Ic, J, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q- -+�+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 4 e'- ro, Ces. /5 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. O DATE: 6/5/2014 responsibility building designer. 2x Impact n a tg or such l acing required here sown drywap(BC). r! the overall structure is the res onsibdi of the buildin tles nec 3.co Im ou sh it or lateral bracin d where shown and/or o i 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. : 595168 0 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 fur"dry condition"of use. /- , TRANS ID: 400451 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 4 necessary. Q! fabrication,handling,shipment and installation of components. �Q� ��Cr R� 7.Design assumes adequate drainage is provided. s 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II IIIIII VIII VIII VIII VIII VIII IIII IIII p TPINdTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSf�NA.L 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) •t I IIIIIIIIIIIIII This design prepared from computer input byt, l PACIFIC LUMBER-BO " y LUMBER SPECIFICATIONS TRUSS SPAN 18'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-175) 99 1- 7=(-54) 127 2- 7=(-339) 216 BC: 2x4 DF 41&BTR SPACED 24.0' O.C. 2- 3=) -99) 242 7- 8=(-39) 149 7- 3=(-581) 167 WEBS: 2x4 DF STAND 3- 4=(-167) 67 8- 5=(-B2) 321 3- 8=) -72) 312 LOADING 4- 5=(-421) 122 8- 4=(-309) 217 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=( 0) 101 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0° 24.0° BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' •27/ 253V -93/ 81H 3,50' 0.40 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 8.2' -119/ 893V 0/ OH 5.50' 1.34 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 1.5' -121/ 659V 0/ OH 5.50' 1.05 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf1 uplift at 24 'oc spacing,] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.007° @ 13'- 4,7' Allowed = 0.488" MAX LL DEFL = 0.040' @ 20'- 1.5" Allowed = 0.200" MAX TL CREEP DEFL = -0,046' @ 2D'• 1.5" Allowed = 0.267° MAX BC PANEL LL DEFL = -0.059" @ 3'- 8.4' Allowed = 0.345" MAX BC PANEL TL DEFL = -0.177' @ 3'- 8.4' Allowed = 0.460" MAX BC PANEL TL DEFL = -0.069' @ 14'- 4.0° Allowed = 0.460' 9-00-12 9-00-12 MAX HOPIZ. LL DEFL = 0.003' @ 17'- 8.0' / MAX HORIZ. TL DEFL = 0.004' @ 17'- 8.0' 4-09-10 4-03-02 4-03-02 4-09-10 Design conforms to main windforce-resisting -f 1' T -' T system and components and cladding criteria. 12 12 6.00 = M-4x6 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0' load duration factor=1.6, 3 ,F-4" Truss designed for wind loads 1% in the plane of the truss only. M-1.5x3 M-1.5x3 a v NE IN 0 v cjF� O INE- -. ss/ ° 1 = � -7 8 o �� 02 ° M-3x4 M-3x4 M-3x4 M-3x4 ° ct- : 2•• E 9r k y y y f-• I/ 2 7-08-04 2-09 7-08-04 y y v` A_OREGON A• 'll l r , ' ' 18-01-08 2-00 '0 - 14, 2° T..-k- 4/6-R R I O- JOB NAME: LENNAR 2448-A LARW00D AMERICAN - D4 EXPIRES: 12/31/2015 Scale: 0.3295 WARNINGS: GENERAL NOTES,unless otherwise noted: Q�ERRILL 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� 04 WASy� .41+.,,, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 'V g, C F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and hollow chords to be laterally braced at Q T �, T DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. • Ki:, •O is the responsibility of the erector.Additional permanent bracing of i. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I 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 0. : 5951681 fasteners are complete and at no time shoultl 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 ID: 400451 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 G .j+ 51398 fabrication,handling.shipment and installation of components. necessary.7.Desgn 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 I III ill I I I III I I I II TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SS/ONAL�'�G 0. Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) ii iii This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0' ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.] TC: 2x4 DF M16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF M16BTR SPACED 24.0' 0.C. Design conforms to main windforce-resisting WEBS: 2x4 DF STAND system and components and cladding criteria. LONDIOG Wind: 140 ■ h h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF ( TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, FRS(Dir), BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF load duration factor=l.6 UW Truss designed for wind loads Connector plate prefix designators: LL = 25 PSF Ground Snow (Pig) in the plane of the truss only. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Note:Truss design requires continuous M,M20HS,1118HS,M16 = Milek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-04-04 0-01-12 T TT 12 6.(10 M-1.5x3 CO Adigaiii o 1• CD • co 7t IN ir //////////////////I -f M-3x4 M-145x3 5<�.D? i E N gso w„ 5 r 4c 09f 1, 1, y 2-00 2-06 Ai,' 4 • y` 41 OREGON�hr AZ' 'e) 9y 14, 20 P} MFR R I L\-6 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - El EXPIRES:12/31/2015 Scale: 0.6426 WARNINGS: GENERAL NOTES,unless otherwise noted: _NEII-j,8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -<1 vI W A. Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 ,4 `-j�, 2.244 compression web bracing must be installed where shown n. incorporalion of component is the responsibility of the building designer. Q' ,c, G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q 4$ 1iit J, 0 DES. BY- MJ is the responsibility of the erector.Acdilional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r� '�. DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown+f i 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. . V�10>,- SEQ. : 59516 82 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 ID: 400451 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ful bearing at all supports shown.Shim or wedge if l .f1 51398 Qf� necessary. �.f1 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. itN G.TS Fitt 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center II VIII VIII VIII VIII VIII VIII 1111 1111 TPU4VTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes p �SS'ONAL G 9. Digits indicate size of plate in inches. • MiTek USA,IDC./C011p4True Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(Mi7ak) • hll'h)IIIIIIII This design prepared from computer input bye, PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-79) 19 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0° 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0° -137/ 531V -9/ 72H 5.50' 0.85 DF ( 625) 2'- 3.2" -76/ 46V 0/ OH 5.50' 0.07 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (P9) 2'- 6.0' -25/ 58V 0/ OH 1.50° 0.09 DF ( 625) C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc M,M2DHS,M18HS,M16 = MiTek MT se-ies 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0° Allowed = 0.267' MAX BC PANEL LL DEFL = 0.006° @ 1'- 2.6° Allowed = 0.075° MAX BC PANEL TL DEFL = 0.006' @ 1'- 2.6° Allowed = 0.100° MAX HORIZ. LL DEFL = -0.000' @ 2'. 5.2' MAX HORIZ. TL DEFL = -0.000' @ 2'- 5.2' 0' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. F- 0 r3,c- 0 - - b °r- 2�- ` 4__C M-3x4 55 2 cc ' 2••FE 9f y y y 2-00 2-06 i� fry- (PROVIDE FULL BEARING:Jts:2.4"31 y OREGON ((- `/O ' 14, 2°� +� ' RR11,\-0 JOB NAME : LENNAR 2448-A LARW00D AMERICAN - E2 EXPIRES: 12/31/2015 Scale: 0.9399 WARNINGS: GENERAL NOTES,unless otherwise noted .AF.RRlj-j•e 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `\Q Q wAS HA,q L� Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper .� 4 I 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. '' <s, `-, F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q T yL• 'p DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� : 9y. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 40r DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown-,+ / 4.0'4: 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/-- , SEQ. : 5951683 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive r design loads be applied to any component. and are for"dry condition"of use. is j. , TRANS ID: 400451 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 - 51398 �' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0XN FCJSTh%19 �� 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 II I I I I I I I I III III III TPI/VJfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. p �SS�ONAL SC' 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 4.0' ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc soacing.I TO: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF Cain SPACED 24.0' O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, YWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6 C,CN,CI8,0N18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (P5) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1/-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-02 11-02 T 1 1' 12 I 6.00(7 I M 4x4 \I 6.00 I-I c. ' ` o s 01111 0 /O c, M-3x6(S) e t c l) O/ S o M-3x4 'o y 15,OOPE �r i y y _ L 10-00 12-04 OREG S N,b, �0.,CC 2-00 22-04 0*AO/4, 2-° 0- 111RRIL\- JOB NAME : LENNAR 2448-A LARW00D AMERICAN — Fl EXPIRES:12/31/2015 Scale: 0.3349 WARNINGS: GENERAL NOTES,unless otherwise noted: 1031RILL 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual vY T('us s: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 OF W >, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a1 4 �~r;.. G'j, DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a'., / O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • 41�`� 't. DATE: 6/5/2014 the overall structure is the responsibility of the bending designer. 3.2x Impact bridging or lateral bracing required where shown++ ,f i 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. /.- SEQ. : 5 9516 84 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. i TRANS ID: 400451 5.CompuTrus has no control over and assumes no responsibil y for the 6. Design assumes full bearing at all supports shown.Shim or wedge if ,p 51398 4 fabrication,handling,shipment and installation of components. necessary. �O A �,�Q (1 �1 7.Design assumes adequate drainage is provided. f, GlJ 1 D•P 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 III I II III III IIIIIIII II III p III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1886(MITek) • •• IIIIIIIIIIIIII This design prepared from computer input by ir PACIFIC LUMBER-BC '' LUMBER SPECIFICATIONS TRUSS SPAN 33'- 7.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 81&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-260) 1297 8- 3=( 0) 236 2x6 DF SS T2 SPACED 24.0' O.C. 2- 3=(-1550) 480 8- 9=(-262) 1294 3- 9=(-457) 123 BC: 2x4 DF 81&BTR 3- 4=(-1081) 474 9.10=(-442) 1232 9- 4=(-174) 544 WEBS: 2x4 DF STAND LOADING 4- 5=(-1059) 427 10.11=(-441) 1234 9- 5=(-398) 335 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 5-10=( 0) 204 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5.11=(-1474) 557 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -858) 374 LL = 25 PSF Ground Snow (P9) NOTE: 2x4 BRACING AT 24'0C UON. FOR BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$S LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -248/ 1062V -88/ 92H 5.50' 1.70 DF ( 625) 21'- 10.5' -83/ 705V 0/ OH 140.50" 1.13 DF ( 625) OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 33'- 7.0' -467/ 279V 0/ OH 140.50' 0.45 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. II-1.5x4 or equal at non-structural vertical members (uon). IQOND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 Connector plate prefix designators: MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' M,M20HS,M18HS,M16 = MiTek MT series REFER TO COMPUTRUS STANDARD MAX LL DEFL = •0.042' 8 -1'- 2.0' Allowed = 1.071' GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.100' @ 11'- 2.0' Allowed = 1.428' SPECIFICATIONS. MAX HORIZ. LL DEFL = 0.021' 8 22'- 3.5' MAX HORIZ. TL DEFL = 0.035' @ 22'- 3.5' Design conforms to main windforce-resisting system and components and cladding criteria, 16-09-08 16-09-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-00 5-02 5-02 0-05-08 16-09-08 load duration factor=l.6 T T 1' 1 1 T Truss designed for wind loads 12 =M-4x4+ 12 in the plane of the truss only. 6.00L- ' 6.00 M-3x6+ 12 M-4x6 o '<J6.00 M-3x4 o M-3x4 AI ilioN1. 44.. $$ �, 0 PRO 5; INE si 0 7 S S FE 11 M-3x4 M 18 1 5x3 M-3x8 25' M-3x4 InuDusbearjn M3x4+ g ° i ■ M-5x6(S) • cr y y l y y y v` , OREGON k ��5-10-04 5-03-12 5-03-12 5-04-12 11-08-08 / A/0Y 14, 2 � 1 y y MF0 -00 33-07 2-00 RRIL- JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - F2 EXPIRES:12/31/2015 Scale: 0.1927 WARNINGS: GENERAL NOTES,unless otherwise noted: 000.14 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual W '4 y Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper J Of 7� 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ' ti C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q A,DES. BY: MJ is the res onsibili of the erector.Additional rmanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1L 0 P ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fkik, l"DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ i ?O., 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 9516 85 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. Z-; TRANS ID: 400 451 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 'A 51,,3,,.9r�8 4t. fabrication,handlin shipment and installation of components. necessary. O �A s g .-9 B p fp 8.Design assumes located on both face is truss,a Q( Y�� B.This design is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center QC�n III I I I I I I I III III II TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssIONAL St l- B. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 7.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF p18BTR; LOAD DURATION INCREASE = 1.15 I. 2=( 0) 152 2.100(.291) 2108 3-10=(-247) 183 2x4 DF 2400F Ti, 74 SPACED 24.0' D.C. 2- 3=(-2475) 486 10-11=(-225) 1771 10- 4=( -23) 420 BC: 2x4 DF NISBTR 3- 4=(-2243) 458 11-12=(-248) 1771 4-11=(-626) 236 WEBS: 2x4 DF STAND LOADING 4- 5=(-1590) 408 12- 8=(-382) 2108 11- 5=(-208) 1055 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1590) 408 11- 6=(-626) 236 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2243) 458 6-12=( -23) 420 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-2475) 486 12- 7=(-247) 183 8- 9=( 0) 152 OVERHANGS: 36.0' 36.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0,0' -314/ 1753V -206/ 206H 5.50' 2.80 OF ( 625) 33'- 7.0' -314/ 1752V 0/ OH 5.50' 2.80 OF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=018O MAX LL DEFL = 0.202' @ -3'- 0.0' Allowed = 0.300' MAX TL CREEP DEFL = -0.232' @ -3'- 0.0' Allowed = 0.400' MAX LL DEFL = -0.109' @ 16'- 9.5' Allowed = 1.633' MAX TL CREEP DEFL = -0.259' @ 16'- 9.5' Allowed = 2.178" MAX LL DEFL = 0.202' @ 36'- 7.0' Allowed = 0.300' MAX TL CREEP DEFL = -0.232' @ 36'- 7.0' Allowed = 0.400' MAX HORIZ. LL DEFL = 0.049' @ 33'- 1.5" MAX HORIZ. TL DEFL = 0.080' @ 33'- 1,5° 16-09-08 16-09-08 - -( j' Design conforms to wain windforce-resisting 5-11-08 5-05 5-05 5-05 5-05 5-11-08 system and components and cladding criteria. T f f T T T '' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 D M-4x6 \I 6.00 load duration factor=l.6, 4.0' Truss designed for wind loads 5 .0 in the plane of the truss only. M-5x6(5) M-5x6(S) 0.25" 025' off. r� M-1.5x3 M-1.5x3 Alltilliiii C����(� D 5I N E, S/O'L ° ., 10 e11 12 o . 8 M-3x8 M-3x4 0.25' M-3x4 M-3x8 o II M-5x8(S) rt -vi... 4/OREGON 1:x y ) y y / q y 1 � O 14, #B 08 8-01-08 8-01-08 8-08 e:. -y 1• y 41ER R I I.L 3-00 33-07 3-00 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - F3 EXPIRES: 12/31/2015 Scale: 0.1866 WARNINGS: GENERAL NOTES,unless otherwise noted' .011-RILL 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual a W-_ 8+4 � Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 '< I\S144+`-f 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q7. '� , -. �16 DES, BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. tilli• r;„ 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'y+ DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging 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. Y SEQ. : 5 9516 86 fasteners am complete and at no time should any loads greater than 5.Design assumes t asses are to be used in anon corrosive environment, '-_t design loads be applied to any component. and are for"dry condition'of use. •. + C� TRANS ID: 4 00 451 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 Q,� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O BCI � 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 VIII IIII II I III IIII III ill TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. SSIONAL O B. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 B88(MiTek) r re I 4 IIIlllll�ull This design prepared,from,computer input by :: u' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 33-07-00 GIRDER SUPPORTING 35-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-23325) 5199 1- B=(-4587) 20751 8- 2=( -882) 4185 11- 6=(-4545) 1068 BC: 2x8 DF SS 2- 3=(-18897) 4269 8- 9=(-4575) 20694 2- 9=(-4542) 1068 6-12=( -879) 4185 WEBS: 2x4 DF STAND; LOADING 3- 4=(-14541) 3336 9-10=(-3633) 16674 9- 3=(-1272) 5772 2x6 OF k2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-14541) 3336 10-11=(-3633) 16674 3.10=(-5619) 1320 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 33'- 7.0' V 5- 6=(-18897) 4269 11.12=(-4575) 20684 10- 4=(-2871) 12624 TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 412.5)+DL( 300.5)= 713.0 PLF 0'- 0.0' TO 33'- 7.0' V 6- 7=(-23325) 5199 12- 7=(-4587) 20751 10- 5=(-5619) 1320 BC LATERAL SUPPORT <= 12'0C. UON. 5-11=(-1272) 5772 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M1BHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -2910/ 13047V -173/ 173H 5.50' 20.88 DF ( 625) s AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 33'- 7.0' -2910/ 13047V 0/ OH 5.50' 20.88 OF ( 625) �' j' 1toaleti'e°r 3 pusses required. Join together 3 ply with 16d Common nails staggered at 9' oc in 2 row(s) throughout 2x6 top chords, ;COND. 2: Design checked for net(-5 osf) uplift at 24 'oc soacing.l M6' oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I 9' oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.218' @ 11'- 6.9' Allowed = 1.633' AAA 9' oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.516' @ 11'. 6.9' Allowed = 2.178' MAX HORIZ. LL DEFL = 0.073' @ 33'- 1.5' MAX HORIZ. TL DEFL = 0.123' @ 33'- 1.5' 16-09-08 16-09-08 Design conforms to main windforce-resisting T f f system and components and cladding criteria. 6-09-09 5-00-13 4-11-01 4-11-01 5-00-13 6-09-09 ,Wind: 140 mph, h=23.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6 6.001/ M-4x10 Q 6.00 Truss designed for wind loads 4.0' in the plane of the truss only. 4 4fT' 1` + 2X4EWEBLBRACECREQUIRED. DIAPHRAGM M-5x6 4.9' M-4x8 y M-3x8 A M-3x8 .+ +. M-6x16 M-6x16 �Q,EO PR Ore, CO s ,( _ti .( i ,( 7 °, 5. TNF .n v io� _ ;DI_ I=}-I iof_ iok lot - QQQ v q O q 1, 8 9 10 11 12 )`7 0 2 M-3x4 M-3x10 M-6x10 =M-10x10 M-6x10 M-3x10 M 3x41 4�`' O e E 9r- M18HS-7x16(S) y y y y y y III' 6-07-13 4-11-01 5-02-09 5-02-09 4-11-01 6-07-13 `�- Cr y y y yL if OREGON, �/.4, 14-00 19-07 iO -9y 14, 20 P* J, MFR R(LA- 33-07 JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - F-GIRD EXPIRES:12/31/2015 Scale: 0.1999 WARNINGS: GENERAL NOTES,unless otherwise noted, 9 KIEL 6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F-GIRD and Warnings before construction commences, building component.Applicability of design parameters and proper 4' 04 WASN.. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �`N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q 't ��, GT DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Fr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4!' 1. DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 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. , ".45ed p-S E Q. : 5 9516 8 7 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, desgn loads be applied to any component. and are for"dry condition'of use. TRANS ID: 4 00 451 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if - +P 51398 QJ4 CSVA necessary. fabrication,handling.shipment and installation of components. A � 7.Design assumes adequate drainage is provided. CI S.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 IIIIII IIIIIIVIIIVIIIVIIIVIIIIIIIIIII P TPIAMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SirI�NAL r'" 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 7 D.For basic connector plate design values see ESR-131 t,ESR-1998(M7ek)