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Plans (2) !r 40'-0' .. 15'-11' 24'-1' Qt 0C — 7 2015 e --2 4. MIT OFTIGARD • `yam.1 C .1: '1-..+ - • - BUILDING DIVISI O N I 6 : 6:12 I I I 8 8 ,- - - 1 9 -,Ir A A A ,/ I 1 1 A ,( 0 I 8:12 I I i ! g r� 1r i El r F1 11'$112' n 3:1 L 5:12 < r qCA J b • vt X135 1zo M. 5:12 • '`5:12 - b' . ` "v \ _ ( > 0 (2) C2 4 Al b f_ Cl GARAGE RIGHT �. I- 14'-8' I 4r-pUe I- LV • ©Copyright CompuTrus Inc.2006 BUILDER. ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 07/14/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL • PROJECT TITLE: REVISION-1: DRAWINGSNDFOR ESIGNER/ENGINEER ALL FURTHER � LENNAR 3180-A BAINBRIDGE INFORMATION.BUILDING DES RESPONSIBLE FOR OF RECORD PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO CHECKED BY: REVIEW AND APPROVE OF ALL itt TRUSS COMPANY iEi',VERYLOCATION: SCALE: REVISION-3- ,) EVISION-3 DESIGNS PRIOR TOCDNSTRUCTIDN. 1/8"= 1' il All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. A 40'-0' 24'-1' 15-11' _ • ''r I �1ti I .Ei , . .7.-. 1 1 I ,..,; ,,,p.24 / . \\i,A.. \ " " l ; m; 8:12 E \ < w17117.;" 1 hi 1 LP co A � l , , 4 i '/8:12\ •i , A t I' 4 is A•12 0:. —.-i .r..eIRD =-- ._ El /. Ill \ y _•_. \ / / 5:12 � � \ , • et i / me m 5:12,/A3 m • s�/ - 5:12\ 5.12 op A2�2� I b / I \C2 !4) gi GARAGE LEFT Cl/ N.1- 20'x' 4'-r 14'-& ,JI O Copyright CompuTrus c.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 07/14/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL •� PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFSIBLEFOR ALL paci uber LENNAR 3180-A BAINBRIDGE INFORMATION. BOF UILDING RD RESPONSIBLE FOR ALL NON-TRUSS ,I PLAN: DRAWN BY: LARRY M REVISION-2: TO TRUSS CONNECTIONS BUILDING DESIGNER/ENGINEER OF RECORD TO • -I / A CHECKED BY: REVIEW AND APPROVE OF ALL & *TR U+S SCO M P.A N,Y DELIVERY LOCATION: SCALE: REVISION-3 DESIGNS PRIOR TO CONSTRUCTION. ? - 1 1/8"= 1' - 1 All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. II IIThis design prepared from computer input by , 0., t PACIFIC LUMBER-BC 1, 9 LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2- 8=(-254) 1398 3- 8=(-301) 203 BC: 2x4 DF 418BTR SPACED 24.0' O.C. 2- 3=(-1594) 356 B- 9=(-114) 933 8- 4=( -97) 481 WEBS: 2x4 OF STAND 3- 4=(-1396) 328 9- 6=(-291) 1398 4- 9=( -97) 481 LOADING 4- 5=(-1396) 328 9- 5=(-301) 203 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1594) 356 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 65 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0' LL = 25 PSF Ground Snow (Pg) 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' -130/ 1039V -74/ 74H 5.50' 1.66 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 8.0' -130/ 1039V 0/ OH 5.50' 1.66 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Desi.n checked for net -5 .sf 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 = 0.013' @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.049' @ 7'- 1.3' Allowed = 0.988° MAX TL CREEP DEFL = -0.117' @ 7'- 1.3' Allowed = 1.317' MAX LL DEFL = 0.013' @ 22'- 2.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ 22'- 2.0' Allowed = 0.200' MAX HORIZ. LL DEFL = 0.019' @ 20'- 2.5' MAX HORIZ. TL DEFL = 0.031' @ 20'- 2.5' 10-04 10-04 Design conforms to main windforce-resisting T f f system and components and cladding criteria. 5-05-14 4-10-02 4-10-02 5-05-14 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T 1' T 'f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.00 C7 M-4x6 Q 5.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 .ter M-1.5x3 ielliiiiiK 0 M-1.5x3 3 Gl..... 11111111i1 141/Ai - 8 9 - 6 7 CC' o M-3x4 0.25 M-3x4 M-3x4 0 �O P E r M-5x6(S) `, II y 7-01-04 y 6-05-07 1 7-01-04 y " -y 47 OREGON ((i J. y y y �0 9Y 14, ''Q''\ P-1- 1-06 20-08 1-06 MRR11.�- JOB NAME : LENNAR 3180-A BAINBRIDGE - A2 EXPIRES:12/31/2015 Scale: 0.2952 WARNINGS: GENERAL NOTES,unless otherwise noted: l`� _s.,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 <C) �'" Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper Jof WASAr ), 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' w C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q Q`S �. j. DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. �f[: 0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v '� DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown u+ y / 4. No load should be applied to any component until aver all bracing and 4. Installation of truss is the responsibility of the respective contractor. / )45,i3 SEQ. : 6001881 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, I iF.f �T design loads be applied to any component. and are for"dry condition'of use. 1-+:--r. TRANS I D: 403958 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 cq necessary. �, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ��(+ FC S'I'EILv" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andplaced so their center 11 111 I 1110 III II I Ili I III II TPIM?CA in BCSI copies of which will be furnished upon request lines coincide with joint center lines. �SS70NAL ti�G 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2- 7=(-315) 1399 3- 7=(-301) 202 BC: 2x4 DF H1&BTR SPACED 24.0' O.C. 2- 3=(-1595) 379 7- 8=(-138) 935 7- 4=( -96) 481 WEBS: 2x4 DF STAND 3- 4=(-1397) 352 8- 6=(-306) 1404 4- 8=( -94) 485 LOADING 4- 5=(-1400) 360 8- 5=(-306) 201 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1599) 385 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -134/ 1050V -64/ 74H 5.50' 1.68 DF ( 625) C,CIJ,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 8.0' -103/ 867V 0/ OH 5.50' 1.39 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.050" @ 13'- 6.7' Allowed = 0.987' MAX TL CREEP DEFL = -0.117" @ 13'- 6.7" Allowed = 1.317" MAX HORIZ. LL DEFL = 0.019' @ 20'- 2.5' MAX HORIZ. TL DEFL = 0.031' @ 20'- 2.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 10-04 10-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '1 T f load duration factor=l.6, 5-05-14 4-10-02 4-10-02 5-05-14 Truss designed for wind loads T f f f f in the plane of the truss only. 12 12 5.00 M-4x6 5.00 4.0" 4 .rte I I M-1.5x3 0 M-1.5x3 E.E m o ' :, --Gm PN.,SrA, e., o e 6 4, 712111I y 792I $P EO M-3x4 0.25" M-3x4 M-3x4 0 M-5x6(S) � , '..y y y y I d 7-01-04 6-05-07 7-01-04 y OREGON L14t J` y y /6 "f? 2°ra, 0- 1-06 20-08 MRRILN-e. JOB NAME : LENNAR 3180-A BAINBRIDGE - A3 Scale: 0.2920 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: Q_ $B.1ZlLL.4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual l`��'" Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,1 of WA$�4.�>, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 0 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 4r ��' T1, T �.fi DES. BY: MJ 2'a.c.and at 10'o.c.respectively unless braced throughout their length by (�� ,;, O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). lit `t. DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y 4. Na load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. r SEQ. : 6001882 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, �7 design loads be applied to any component. and are for"dry condition"of use. %;t '�.���-''' TRANS I D: 403958 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 .:1'1°4 51398 necessary. 'P w fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �k �L�CI R� l�V 6.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 S7E �C II I 11111 rll I II I II II I I I I II 7PINVECA in SCSI,copies of which will be furnished upon request. lines coincide withzjoint center lines. sslO G r. 9.Digits indicate size of plate in inches. NA.L 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 VIII ThisPACIdesignIC prepared from computer input by! ER-BC 11 C. LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2u( -9) 4 5-4u(-170) 362 2-50(-128) 122 BC: 2x4 DF #1&BTR SPACED 24.0' D.C. 2-3=(-112) 103 5-3=(-412) 248 WEBS: 2x4 DF STAND 3-4=(-450) 218 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'• 0.0° -50/ 419V -141/ 52H 5.50° 0.67 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 9'- 11.5" -49/ 418V 0/ OH 5.50° 0.67 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacingj VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = -0.253' @ 4'- 11.8° Allowed = 0.433" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.305' @ 4'- 11.8' Allowed = 0.577' 0-03-12 4-04-02 5-03-10 MAX HORIZ. LL DEFL = 0.003' @ 9'- 6.0' 1' ,- MAX HORIZ. TL DEFL = 0.004' @ 9'- 6.0' 12 Design conforms to main windforce-resisting 1 M-1.5x3 Q 5.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), It load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1111111111 1111111111111111111111111; 1.5x3r7 r1) 0 v 0r 1, o� �EPROFFss /5 __4 M-3x4 M-3x4 c,:' <:: � -37� IPE 1, 9-06 i� -io CC 9-11-08 yL 41OREGON�� 4, 40 /O �Y 14, 23 P+ MER R I I-\-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - A4 EXPIRES:12/31/2015 Scale: 0.4749 WARNINGS: GENERAL NOTES,unless otherwise noted: 0,s1MLL,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 Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper .2 QF WAS/44 J, 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 q� �"s`� �1, j. t 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 (rKL, O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ✓ 'Z DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y rtiCCCC' - 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. / �/1 r C/_ SEQ. : 60018 83 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, / " , %'� �y design loads be applied to any component. and are for"dry condition"of use. Zkr, TRANS I D: 403 958 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 w� necessary. F ' 7.Design assumes adequate drainage is provided. A /SIT, w C R 6.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 1111 II III 1111011 I I I III III TP1PN CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SS/ONAL��G 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-1988(MiTek) INN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.8' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 7=( -74) 67 7- 3=(-576) 171 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-148) 117 7- 8=) -89) 89 3- 8=) -42) 463 WEBS: 2x4 DF STAND 3- 4=(-541) 117 B- 9=(-137) 491 8- 4=( -11) 142 LOADING 4- 5=( -83) 79 4- 9=(-566) 117 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+Dl( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -5) 2 9- 5=(-154) 99 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF OVERHANGS: 30.0' 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -139/ 637V -45/ 139H 5.50' 1.02 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 7.5' -72/ 679V 0/ OH 5.50' 1.02 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 9.8' -52/ 472V 0/ OH 5.50' 0.76 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.097' @ -2'- 6.0' Allowed = 0.250' MAX TL CREEP DEFL = -0.122' @ -2'- 6.0' Allowed = 0.333' MAX LL DEFL = -0.009' @ 9'- 10.0' Allowed = 0.475' MAX TL CREEP DEFL = -0.022' @ 9'- 10.0' Allowed = 0.633' MAX IC PANEL LL DEFL = 0.053' @ 2'- 1.5' Allowed = 0.237' MAX TC PANEL TL DEFL = 0.068' @ 2'- 1.5' Allowed = 0.356' MAX HORIZ. LL DEFL = -0.003" @ 14'- 4.3' MAX HORIZ. TL DEFL = 0.003" @ 14'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. 4-09-04 5-01-02 4-07-10 0-03-12 Wind: 140 mph, h=15ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, T -1' T "( T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 3.00 - M-1.5x3 Truss designed for wind loads 5 6 -/ in the plane of the truss only. Y M-3x4 10. co 0 M-3x4 0 3 -o- C; 0 ���Ep PR°Fess o� 1 2 =7 8 =-9 tVC\� '7/ZIl1 I /°-v M-3x4 M-1.5x3 M-3x4 M-3x4 'AiiiiIIIPF�I P E yr y ), y y /•�.- /I y y 4-07-08 4-11-06 5 02 14 y CC - ,_OREGON id,/ ,`lv 2-06 (PROVIDE FULL BEARING:Jts:2,7,91 14-09-12 �� �y 14, `Z-o.P+ MRRIk-\ JOB NAME : LENNAR 3180-A BAINBRIDGE - B1 EXPIRES:12/31/2015 Scale: 0.3452 WARNINGS: GENERAL NOTES,unless otherwise noted: EL 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 Q Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper .�1 04 wAsiii,. 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q' �4 "VC e' 2.Design assumes the top and bottom chords to be laterally braced at Q .1, It 3.Additional temporary bracing to insure stability during construction Q' DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !. `F::. O P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '�. DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /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. I P L� --, SE Q. : 60018 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. + rf r. TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnecessary. assumes full bearing at all supports shown.Shim or wedge it .11 51398 �y� • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0.4, 4bISTER� 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 II III III IIII I I III TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. `S'SfONAL. y 9.Digits indicate size of plate in inches. MiTek USA,IOC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) , -a , 1 1111111111111 ,' This design prepared from computer input by\–y PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'cc spacing.) -- TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF N1&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=20.7ft, TCDL=4.2,BCDL=6.0, 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,CI8,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. 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. 7-04 7-04 T 1' 1' 12 12 5.00 L— HM-4x4 a 5.00 3 o� 4 o o� AN �� o o !f o • M-3x4 �� '921/IPE 29c 4.411110 Oar 1-06 14-08 y` ,1CAEGON � �(v� /O '4/1- 14, '2-'3' P+ MFRR-LA- JOB NAME : LENNAR 3180-A BAINBRIDGE - C1 EXPIRES:12/31/2015 Scale: 0.4986 WARNINGS: GENERAL NOTES, unless otherwise noted: O�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: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper .�1 QF WAsff). 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' 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 v'� a. 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 h ilkv ,•,, O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1, DATE: 7/21/2014 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. / w.'.-i;, ----) SEQ. : 6001885 fasteners are complete and at no time should any loads greater than 5.anDesidgnare assumesfor contrusseson"areof to beuse. i Z�',: used in a non-corrosive environment, y}t(�(/ TRANS I D: 403958 design loads be applied to any component. "dry diti5.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 w� necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 0ANFri/S.I.ER,9 „S' 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 1 II I I 11111111 II I II II I I 111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �SS70NAL��G 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus u6 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-47) 672 6-3=(0) 340 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-828) 144 6.4=(-47) 672 WEBS: 2x4 DF STAND 3-4=(-828) 144 LOADING 4-5=) 0) 65 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.0' 18.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -108/ 787V -45/ 45H 5.50' 1.26 DF ( 625) Connector plate prefix designators: 14'- 8.0' -108/ 7B7V 0/ OH 5.50' 1.26 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013' @ -1'- 6.0° Allowed = 0.150" MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200° MAX TL CREEP DEFL = -0.063' @ 7'- 4.0' Allowed = 0.917' MAX LL DEFL = 0.013' @ 16'- 2.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ 16'- 2.0' Allowed = 0.200' MAX TC PANEL LL DEFL = 0.039' @ 10'- 6.1' Allowed = 0.472' MAX HORIZ. LL DEFL = 0.007' @ 14'- 2.5' MAX HORIZ. TL DEFL = 0.012' @ 14'- 2.5' Design conforms to main windforce-resisting system and components and cladding criteria. 7-04 7-04 '1 T /'Wind: 140 nph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 IIM-4x4 '' 5.00 load duration factor=1.6, Truss designed for wind loads 3 4.0' in the plane of the truss only. i 1.0" s ' PPQFs2 4 � Fso \ tAGNE /OM-3x4 M-1.5x3 M-3x4 44 ' OPE v1--- J., 7-04 y 7-04 y .....,,,A,...... I/ y y y y yL 4,OREGON \Ix 441 1-06 14-08 1-06 xO qy 14, 20 P+ MERRILY- JOB NAME : LENNAR 3180-A BAINBRIDGE - C2 EXPIRES:12/31/2015 Scale: 0.3986 WARNINGS: GENERAL NOTES,unless otherwise noted: QRR1LL 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 Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,1 04 WASgLY 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q- (` C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' ).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 Kl:, O DATE: 7/21/2014 p ty g continuuous shegathng such as plyw000d shrathing(TC)antl/or drywall(BC). fi,.' 7, the overall structure is the responsibility of the a buildingdesigner. 3.2x Impact bridging or lateral bracingrequired where shown++ y/ d 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. : 6 001886 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"drycondition"of use. %p` a �r�. design loads be applied to any component. �. TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beanng at all supports shown.Shim or wedge if 51398 necessary. +r) (4 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. OdE 4FCISTBR' 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 11111 II ill 11 111111 II I I II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ss%11If�1.��G i 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) `a. II II I III ' This design prepared from computer input by! PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 -� TC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 1-2=(-830) 167 1-5=(-78) 674 5-2=(0) 340 BC: 2x4 DF #18BTR SPACED 24.0' O.C. 2-3=(-830) 153 5-3=(-78) 674 WEBS: 2x4 DF STAND 3-4=( 0) 65 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0' 18,0' 0'- 0.0' -73/ 615V -47/ 36H 5.50' 0,98 DF ( 625) LL = 25 PSF Ground Snow (Pg) 14'- 8.0' -113/ 803V 0/ OH 5.50' 1.28 DF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series 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 = 0.013' @ 16'- 2.0' Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015' @ 16'- 2.0' Allowed = 0.200' MAX TC PANEL LL DEFL = 0.039' @ 10'- 6.1' Allowed = 0.472' MAX TC PANEL TL DEFL = 0.215' @ 3'- 10.7' Allowed = 0.708' MAX HORIZ. LL DEFL = 0.007' @ 14'- 2.5' MAX HORIZ. TL DEFL = 0.012' @ 14'• 2.5' Design conforms to main windforce-resisting system and components and cladding criteria. 7-04 7-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' '1' 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.001/ 11M-4x4 \15,00 Truss designed for wind loads in the plane of the truss only. 4.0° 2 ,f-,( 1.0" o� ® �o 1 5 - 3 4 o ��u 0 PR OF6srS pc.� M-3x4 M-1.5x3 M-3x4 �5 NGIN I1PE 9 3r J" y )'. 7-04 7-04 `rte,... 461110111P y -iii CC 14-08 y 1-06 y - 4 OREGON to �lv O 14, 2 4 MFR R I O-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - C3 EXPIRES:12/31/2015 Scale: 0.4271 WARNINGS: GENERAL NOTES,unless otherwise noted: 1,',KRILL 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 loran individual Q Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper .�� QF WASk�� J incorporation of component is the responsibility of the building designer. Q" (4 2.2x4 compression web bracing must be installed where shown ti ,� C 2.Design assumes the top and bottom chords to be laterally braced at Q �O `P3.Additional temporary bracing to insure stability during construction -, 401,1„DES. BY: MJ c'o.c.and st 1a'hin such asv lyly-oodss braced thro(TC)and/o their length b). h .,''is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). ��'' '* DATE: 7/21/2014 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. V„.--41-. - -7 SEQ. : 6001887 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: 403958 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 4(� necessary. .Q ,(r, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ;°4'6;1:3.14:10G.5:1: 9182 AC:1: 91 4,?' 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 F ` III I I 111 II VIII I II 1111 II 111 III TPWJfCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter he- SSIONL r'-G 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus us Software 7.6.6(1 L)-E 19.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111IIIIIIll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) TC: 2x4 DF H18BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting 2x4 DF #18BTR SPACED 24.0' O.C. g g system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads Unbalanced live loads have been LL = 25 PSF Ground Snow P in the plane of the truss only. considered for this design. ( g) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus gable end detail for M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-10-08 17-10-08 T 11-11-09 5-10-15 5-11-01 11-11-07 12 HM-4x4 12 6.00 I/ 3 \I 6.00 00000000000 M-3x6(S) M-3x6(5) yy 41111110., co ()Fee. L494' ) � / • - o ? R M-3x6(S) tli '9259PE M-3x4 / //'� y s_ _ s N 4 14,17 10 08 17 10 08 /0 •4y 2Otx � P'�'``C/ 1-06 35-09 MFRRII.L 0 JOB NAME : LENNAR 3180-A BAINBRIDGE - D1 Scale: 0.2350 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: vokRILL, 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: D1 end Warnings before construction commences. building component.Applicability of design parameters and proper 4 OF WA$(N 'ti, 2.204 compression web bracing must be installed where shown it. incorporation of component is the responsibility of the budding designer. 'r w 0 F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q ), .rj 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 here)and/or drywall(BC). v ,,,' j. DATE: 7/21/2014 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. / ' ./ C -- SEQ. : 6001888 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 design loads be applied to any component. and are for"dry condition"of use. 4 1•���-�' TRANS I D: 403958 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 .f+ 51398 ��- necessa �Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� �CI Ry 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 FS fLIN $T6.614 ` 1 1111111111111 II 1 �I 1111111111 I II TPIWTCA in BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. S 9.Digits indicate size of plate in inches. NAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III I I III a " This design prepared from computer input by;,m, . PACIFIC LUMBER-BC 4 _ LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 'r IC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 9=(-431) 2269 3- 9=(-272) 187 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-2654) 544 9-10=(-296) 1895 9- 4=( -18) 477 WEBS: 2x4 DF STAND 3- 4=(-2404) 517 10-11=(-284) 1897 4-10=(-683) 246 LOADING 4- 5=(-1699) 453 11- 8=(-442) 2268 10- 5=(-247) 1128 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 466 10- 6=(-686) 246 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 541 6-11=( -36) 486 TOTAL LOAD = 42.0 PSF 7- 8=(-2657) 574 11- 7=(-275) 209 OVERHANGS: 18.0' 0.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG 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,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -271/ 1679V -192/ 201H 5.50' 2.69 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0' -205/ 1501V 0/ OH 5.50° 2.40 DF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.128' @ 17'- 10.5' Allowed = 1.742' MAX TL CREEP DEFL = -0.303' @ 17'- 10.5' Allowed = 2.322' MAX HDRIZ. LL DEFL = 0.056" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-10-08 17-10-08 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-03 13 5-09-05 5 09 05 5-09-05 5-09-05 6-03-13 load duration factor=1.6, 1' T Truss designed for wind loads 12 12 in the plane of the truss only. 6.001.----- M-4x6 �I 6.00 4.0" 5 -sr M-5x8(S) •� M-5x6(5) 3.1 0.25"\ 0.25" 4 M 1.5x3 \m_ /,,, j, M 1.5x3 ;�cco PROFFSs 3 ���\� �N92il�P E /o2-7 co cz, / 9 1 l' 11 8" `r 0_ o M-3x8 M-3x4 0.25" M-3x4 M-3x8 0 M-5x8(S) 12- 4/OREGON�ts 4`!1 y 9-02-08 y 8-08 / 8-08 y 9-02-08 y �O 4 y 14, 2-gP+ - y y MRRILA, 1-06 35-09 JOB NAME : LENNAR 3180-A BAINBRIDGE - D2 EXPIRES:12/31/2015 Scale: 0.1761 . WARNINGS: GENERAL NOTES,unless otherwise noted: N‘xERRILL, 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: D 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,t of wAsff��- 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' �C(, C 2.Design assumes the top and bottom chords to be laterally braced at Q yL, TO 'p 3.Additional temporary bracing to insure stability during construction Q' DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� f�;., is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . `' "2. DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a 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. 1� SEQ. : 6001889 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: 403958 design loads be applied to any component. and are for'dry condition"of use. 11111�'r I 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if /, .j, 51398 w� necessary. fabrication,handling,shipment and installation of components. O 4' '9 �44 7.Design assumes adequate drainage is provided. �t+ CISIS 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andlaced so their center II I I IIII II I II II I I II III P TPVWfCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. Vs 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) irf0 irN IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-373) 2278 3-10=(-272) 187 BC: 2x4 DF #1&BTR SPACED 24.0° O.C. 2- 3=(-2653) 532 10.11=(-259) 1902 10- 4=( -18) 477 WEBS: 2x4 DF STAND 3. 4=(-2404) 504 11-12=(-282) 1895 4-11=(-683) 247 LOADING 4- 5=(-1699) 454 12- 8=(-417) 2263 11- 5=(-237) 1128 IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 453 11- 6=(-683) 247 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2404) 504 6-12=( -18) 477 TOTAL LOAD = 42.0 PSF 7- 8=(-2653) 532 12- 7=(-271) 187 OVERHANGS: 18.0' 18.0' 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -269/ 1673V -205/ 205H 5.50" 2.68 DF ( 625) 35'- 9.0" -269/ 1672V 0/ OH 5.50" 2.68 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.128' @ 17'- 10.5' Allowed = 1.742' MAX TL CREEP DEFL = -0.303' @ 17'- 10.5' Allowed = 2.322' MAX LL DEFL = 0.013' @ 37'- 3.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015" @ 37'- 3.0' Allowed = 0.200° MAX HORIZ. LL DEFL = 0.055' @ 35'- 3.5" 17-10-08 17-10-06 MAX HORIZ. TL DEFL = 0.092' @ 35'- 3.5° Design conforms to main windforce-resisting 6-03-13 5-09-05f 5-09-05 5-09-05 f 5-09-05 6-03-13 system and components and cladding criteria. 12 12 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.001/ M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), X6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 4f7' in the plane of the truss only. M-5x8(S) 1 M-5x8(5) 3.1' 0.25" 0.25" lit ..tio M-1.5x3 + + M-1.5x3 �D OF IL ��,�` PR Fs M M �IPE 17r 10 11 12 `` / A_ CD`Qr /M-3x8 M-3x4 0.25" M-3x4 M-3x8 0 ......../,...t.. J, M 5 y(S) y y -y, 4 OREGON\-, A. J, ,1 9-02-08 8-08 8-08 9-02-08 O Y 14, c- P} 1-06 35-09 y1-06y MFRRI�\- JOB NAME : LENNAR 3180-A BAINBRIDGE - D3 EXPIRES:12/31/2015 Scale: 0.1785 ap WARNINGS: GENERAL NOTES,unless otherwise noted: RRII'j', 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. building component.Applicability of design parameters and proper ,1 Of�VAS/q�,9.41 J, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '' C4, C t.t., 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q e A, T .,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. �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v r'„- 'j. DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yrt 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. / -r SEQ. : 6001890 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, f�---'1` �� design loads be applied to any component. and are for"dry condition"of use. ♦ } I�-^" TRANS I D: 403958 6.Design asumes full bearing at all supports shown.Shim orwed e if S 1398 5.CompuTrus has no control over and assumes no responsibility for the 0 //' fabrication,handling,shipment and installation of components. necessary. O 7.Design assumes adequate drainage is provided. �, FCI R� 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of torus,end placed so their center .4.n. SZ� II I I I1111 I II 11111I II I 111111 TPIANTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. `SfONAi.��GI. ly 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(Mirrek) n. 4 T is II 1 III, 1 I ThiIFdesign nBpreppared from computer input by v , r. .. LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2657) 575 1- 9=(-439) 2293 2- 9=(-275) 209 BC: 204 DF H1&BTR SPACED 24.0' O.C. 2- 3=)-2407) 541 9-10=(-281) 1907 9- 3=( -36) 486 WEBS: 2x4 DF STAND 3- 4=(-1699) 466 10-11=(-293) 1896 3-10=(-686) 246 LOADING 4- 5=(-1700) 453 11- 7=(-428) 2264 10- 4=(-247) 1128 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2404) 517 10- 5=(-683) 246 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2654) 544 5-11=( -17) 477 TOTAL LOAD = 42.0 PSF 7- 8=) 0) 76 11- 6=(-271) 167 OVERHANGS: 0.0" 18.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG 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 SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -205/ 1501V -201/ 192H 5.50' 2.40 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0' -271/ 1679V 0/ OH 5.50' 2.69 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.128' @ 17'- 10.5' Allowed = 1.742' MAX TL CREEP DEFL = -0.303' @ 17'- 10.5' Allowed = 2.322' MAX LL DEFL = 0.013' @ 37'- 3.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ 37'- 3.0' Allowed = 0.200' MAX HORIZ. LL DEFL = 0.056' @ 35'- 3.5' MAX HORIZ. TL DEFL = 0.092" @ 35'- 3.5" Design conforms to main windforce-resisting 17-10-08 17-10-08 system and components and cladding criteria. 6-03-13 5-09-05 5-09-05 5-09-05 5-09-05 6-03-13 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .( >( "1 , f '1 - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-4x6 12 Truss designed for wind loads 6.001/ X16.00 in the plane of the truss only. 4.0" 4 fin' M-5x6(S) 3.1' M-5x8(5) 0,25" 0.25" 3 A po +E M-1.5x3 111111111111111)P.M-1.5x3 �c� C.) '\� tN71271 Pr' 4. 7 M 9218PE < 4 r1` / �' O O c, 1 M-3x8 M-3x4 1(6.25" M-3x4 M-3x8f o �'- ' M 5xa(s) OREGON y` 4 �Ix , y r ii' y 4qy 14, 20 ,, -� eP y 9-02-08 8-08 8-08 9-02-08 y y MFRR1O- 35-09 1-06 JOB NAME : LENNAR 3180-A BAINBRIDGE - D4 Scale: 0.1878 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: DE LL, 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 4\9�o'WASfj,C >, 2.2x4 compression web bracingmust be installed where shown+- incorporation of component is the responsibility of the building designer. I. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q e J. il 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 � O continuous sheathing such as plywood meed ing(TC)antl/or drywall(BC). tilkot, - 'y G DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging of lateral bracing required where shown++ P.141-4',..,-- '-� 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. SEQ. : 6001891 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. „ a ✓r,r- TRANS I D: 403958 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 51398 w� necessary. l' fabncation,handling,shipment and installation of components. F STE e 7.Passumes adequate on tlth Lace a f truss,a CIR 6.This design is furnished subject to the imitations set forth by B.Plates shall be located both feces of Truss,antllecetl so their center II I I II 11111111 V I I I III p TPIM/iCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SS70NAL 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11$-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2658) 574 1- 8=(-439) 2284 2- 8=(-275) 209 BC: 204 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-2407) 540 8- 9=(-295) 1898 8- 3=( -36) 486 WEBS: 2x4 DF STAND 3- 4=(-1700) 465 9-10=(-292) 1897 3- 9=(-686) 246 LOADING 4- 5=(-1700) 465 10- 7=(-441) 2268 9- 4=(-246) 1129 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2407) 540 9- 5=(-686) 246 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2658) 574 5-10=( -36) 486 TOTAL LOAD = 42.0 PSF 10- 6=(-274) 209 ** For hanger specs. - See approved plans Connectorplate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -208/ 1502V -189/ 189H 5.50' 2.40 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0' -208/ 1501V 0/ OH 5.50' 2.40 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Desion checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.128' @ 17'- 10.5' Allowed = 1.742' MAX TL CREEP DEFL = -0.303' @ 17'- 10.5' Allowed = 2.322' MAX HORIZ. LL DEFL = 0.056' @ 35'- 3.5' MAX HORIZ. TL DEFL = 0.092' @ 35'- 3.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 nph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-10-08 17-10-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T I load duration factor=1.6, 6-03-13 5-09-05 5-09-05 5-09-05 5-09-05 6-03-13 Truss designed for wind loads in the plane of the truss only. 12 12 6.00 V M-4x6 6,00 4.0" 4 ,(--4' M-5x6(S) M-5x6(5) 0.25° 0.25° 3 ft 0 M-1.5x3 lloopM-1.5x3 r\<cQ`�� P R OFF..\\ • , .• ' S cc,�� N7/ ///ATT s/�*y C.) 4 �8PE r oy 1.. g 99 '� 0 '*lg 7 o /421111.Po M-3x8 M-3x4 0.25" M-3x4 M-3x8 c, `-- M-5x8(S) - ,_OREGON�� �lV� J, J' y y J• 'O " y 14, '1° + 9-02-08 8-08 8-08 9-02-08 /11R �Q 35-09 JR1��- JOB NAME : LENNAR 3180-A BAINBRIDGE - D5 EXPIRES:12/31/2015 Scale: 0.1852 WARNINGS: GENERAL NOTES,unless otherwise noted: C�`_f�ERRIL.L 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 Truss: D5 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 e viAs„),. J, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' �� f Gi2.Design assumes the top and bottom chords to be laterally braced at Q 41., iO ',j3.Additional temporary bracing to insure stability during construction T2'o.c.and at 10'o.c,respectively unless braced throughout their length by /�, (•,,.,DES. BY: MJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1. DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 't 4.No load should be applied to any component until atter all bracing and 4. Installation of truss is the responsibility of the respective contractor. / �'rj"',-(, SEQ. : 6001892 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. ii` • (k,,� TRANS I D: 403958 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 w4' necessary. G, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �jh 4brm'$F� F 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 VIII EIRE VIII VIII I Li II I III III IIII TPINJfCA in BCSI,copies of which will be fpm shed upon request. lines coincide with joint center lines. SS/ONAL G ` 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 1 D.For basic connector plate design values see ESR-1311,ESR-1088(M7ek) m A I II I III r This design prepared from computer input by� - + PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0' 'COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.' - TC: 2x4 DF #1&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 0, 1 7- BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B,Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE CEMW7-1 Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. Connector plate prefix designators: M-1x2 or equal typical at stud verticals. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-10-08 17-10-08 1 1" 11-11-09 5-10-15 5-11-01 11-11-07 12 IIM-4x4 uiiIiPo . 6.00 I. - N6%14141114 M-3x6( M 3x6(S) 'yco pt9 �; o 41- -+� 5 WARzr,'. ,. M-3x6(S) '/ '920SPE M-3x4 / Ai/.-- f° II °' -ION 44/<L 17-10-08 17-10-08 `/Q '9Y nO b4 '� 14. vo 35-09 "RRR)- JOB NAME : LENNAR 3180-A BAINBRIDGE - D6 EXPIRES:12/31/2015 Scale: 0.2425 WARNINGS: GENERAL NOTES,unless otherwise noted: vvgRRILL& 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: D6 and Warnings before construction commences. building component.Applicability of design parameters and proper J� OF WASy�� 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ' �Q, C 2.Design assumes the top and bottom chords to be laterally braced at Q �.� 'p 3.Additional temporary bracing to insure stability dunng construction Q' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h ,r,�:, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V '4 DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ RIO ' 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. : 60018 93 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, ry'I� - design loads be applied to any component. and are for"dry condition'of use. j:` ; , F0-,.11 TRANS I D: 403 958 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 Q necessary. +Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Lit' 4b/sTE3: - e 6.This design is fumished 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 II III III I I I II III TPUWf'CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ss7uNAL 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 ESR-1311,ESR-1988(MiTek) IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.5' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 DF #1&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 4= 12°OC. UON. LOADING P Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT 4= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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,CN1B (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20HS,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. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-04-04 5-04-04 T 1' T 12 12 6.00 I/ I I M-4x4 6.00 3 C,) 4 (v) V V O/ O /////////////////////////////////////////////////////////////////////////////////7// to M-3x4 M-3x4 - D PRQp . c.. -N7/21/1 � - •92,9PE 9r =,00lr 1-06 10-08-08 >,art mo4'� 1 -4. 4"OREGON�� X44 '101 �� 14, 2� P+ MFRRI00- JOB NAME : LENNAR 3180-A BAINBRIDGE - El EXPIRES:12/31/2015 Scale: 0.5857 WARNINGS: GENERAL NOTES,unless otherwise noted' _AF.RR1Lj,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 l��'" A. Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Jl Q>r WASj�x, 'j� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,..Zr C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'S �, 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 (�� f4;, continuous Impact sheathing such as l bracing sheathing(TC)d wore or drywall(BC). // '� DATE• 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x bridging or lateral bracing required where shown++ ' 4'5";`' CCC��� 6001894 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. / '","7--!:- . �� SEQ. : 600 1 8 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, �_/,� design loads be applied to any component. and are for-dry condition'of use. ��, ,. TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if9 51398 fabrication,handling,shipment and installation of components. necessary. �O F w B.This design is furnished subject to the limitations set forth byB7.Design assumes adequate drainage is provided. GrS �LY�' II 110111111 I II III II II11111111111 I I III 9 8 Plates shall be located on both faces of truss,and placed so their center TPINNCA in BCSI,copies of which will be furnished upon request. lines coincide with loins center lines. SSfONAL��G 9. Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII III This design prepared from computer input by y 11 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-08-08 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF M1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4942) 1078 1-4=(-906) 4288 4-2=(-906) 4298 t BCt=2x6=DF=SS4 2-3=(-4942) 1078 4-3=(-906) 4288 WEBS: 2x4 DF STAND; LOADING 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 8.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0' TO 10'- 8.5' V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. 0'- 0.0" -942/ 4245V -45/ 45H 5.50° 6.79 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 8.5' -942/ 4244V 0/ OH 5.50' 6.79 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 plILITlift at 24 'oc spacing.' M,M2OHS,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/240, TL=L/180 MAX LL DEFL = -0.033' @ 5'- 4.2' Allowed = 0.490' (------.)-complete-trusses-required.F[ MAX TL CREEP DEFL = -0.079' @ 5'- 4.2° Allowed = 0.653° Join together 2 ply with 3'x.131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL = 0.010' @ 10'- 3.0' /1] t 9' oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL = 0.016° @ 10'- 3.0" 1 6' oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 2 row(s) throughout 2x6 webs. Design conforms to main windforce-resisting 5-04-04 U 5-04-04 system and components and cladding criteria. T I. I Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 I/ "----..1 6.00 load duration factor=l.6, M-4x6 Truss designed for wind loads in the plane of the truss only. 4.0" 2 11111141M-5x12 M-5x12 CO .....411141611111 11_�� ® !�d o� 1_ 4 IIEWIII3 -1'o M 3x 8 ��, P R QFFss y > y kc '- IPE 9r 5-04-04 5-04-04Afte ,,OAW y 10-08-08 WEDGE REQUIRED AT HEEL(S). y OREGON (u' G'0 Q 9Y 14, 2.0 P+� MFRRIO-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - E-GIRD Scale: 0.4948 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: Q.'cR.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 Truss: E-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper Jt ofWAS14 J, 2.2x4 compression web bracing must be installed where shown+. incorporation of component�s the responsibility of the building designer. Q- 4, C 3.Additional temporary bracing to insure stability during Construction 2.Design assumes the top and bottom chords to be laterally braced at Q '< fi, ). +fJDES. 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 (re ,�, 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. 1, DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v u �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. : 60018 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, design loads be applied to any component. and are for"dry condition"of use. /S„ Z7,� TRANS I D: 403958 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. '� w fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. mak(, RFC/STE?' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and laced so their center 1111111111111111111 I 1 II II IIII III III I I II II TPINJrCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. p `�`s'SIONAL��� 9. Digits indicate size of plate in inches. MiTek USA,IOC./CompuTNs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF H1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT 4= 12"0C. UON. LOADING Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT 4= 12'OC. VON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Heights), ( DL ON BOTTOM CHORD = 10.0 PSF (All Enclosed, Cat.2, ExB, MWFRSDir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=l.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. 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. 7-04 7-04 '( ' T 12 12 6.00 V um-4x4 X16.00 3 I I c') 4 cO 0 o� L. - 4�\� �N7/Zll • °� M-3x4 •�1PE 9� 1-06 14-08 3:!..- /41;-5°i �EGON� 4lV� /0 -1y 14, 2'3 P'4' MFRRIO- JOB NAME : LENNAR 3180-A BAINBRI,DGE -- F1" ..- . . Scale: 0.4986 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: Q LL., 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: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper Jti of WASib, J, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ' C e, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q '� a, T 15 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 (✓eE-, O continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). t7i-." , 'j, DATE: 7/21/2014 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. / ///,�sy%-,-1 C/—SEQ. : 60018 96 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_y��- '� design loads be applied to any component. and are for"dry condition"of use. iY i RANS ID; 403958 5.CompuTrus has no control over and assumes no responsibility for the 6 Dnesigns assumes full bearing at all suppons shown.Shim or wedge If 51398 tp� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �k 4.6'GI tL� 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 VC` S7'E 11 1111 11111 II 111111 111 1111 IIII II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSJOG 9.Digits indicate size of plate in inches. Nf111. MiTek USA,Inc./CompuTrus us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) or 1111' IIII This design prepared from'computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 _TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 76 2-6=(-30) 561 6-3=(0) 341 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-743) 133 6-4=(-30) 561 WEBS: 2x4 DF STAND 3-4=(-743) 133 LOADING 4-5=) 0) 76 IC LATERAL SUPPORT <= 12°0C. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 18.0' 18.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -135/ 787V -77/ 77H 5.50' 1.26 DF ( 625) Connector plate prefix designators: 14'- 8.0' -135/ 787V 0/ OH 5.50' 1.26 DF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = 0.013' @ 16'- 2.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ 16'- 2.0' Allowed = 0.200' MAX TC PANEL LL DEFL = 0.051' @ 4'- 1.9' Allowed = 0.495' MAX TC PANEL TL DEFL = 0.192' @ 10'- 6.1' Allowed = 0.743' MAX HORIZ. LL DEFL = 0.005' @ 14'- 2.5' 7-04 7-04 MAX HORIZ. TL DEFL = 0.010' @ 14'- 2.5' 1 1 1 12 12 Design conforms to main windforce-resisting IIM-4X4system and components and cladding criteria. 6.00 V Q 6.00 4.0' Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4'..7.0' (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. 1.1 co co o 4 © a.. ,tp 'cPEp P R pFFss M-3x4 M-1.5x3 M-3x4 � ‘GI /0 '�iPE 9r y 7-04 7-04 y `'!.- �'� cr y 1-06 y 14-08 y 1-06 y 1G OREGON�a �(� ,O ' " 14, 20 P4 MFR R I L\- JOB NAME : LENNAR 3180-A BAINBRIDGE - F2 EXPIRES:12/31/2015 Scale: 0.4111 WARNINGS: GENERAL NOTES,unless otherwise noted: O Z,0,RRILL, 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: F2 and Warnings before construction commences. buckling component.Applicability of design parameters and proper .1` oQ WASy� >, 2.2x4 compression web bracing must be installed where shown n, 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 �. 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 A. - -E., 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'i DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / •aaa'Lr 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. / f//'/,7 �, SEQ. : 60018 97 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. 4 -_^-,. o TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumes full bearing at all supports shown.Shim or wedge if /•Y 51398 <(� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. q� �F6JS"pgR� 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 11111 II I IIIIII I I IIII II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �SS70NALE�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 ESR-1311,ESR-1988(Mitek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-08-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4_DF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8558) 1896 1- 6=(-1630) 7448 6- 2=( -528) 2508 SBC: 2x6-DF_SS__ 2- 3=(-6030) 1368 6- 7=(-1608) 7350 2- 7=(-2376) 564 WEBS: 2x4 DF STAND; LOADING 3- 4=(-6030) 1368 7- 8=(-1608) 7350 7- 3=(-1158) 5140 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-8558) 1896 8- 5=(-1630) 7448 7- 4=(-2376) 564 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 14'- 8.0' V 4- 8=) -528) 2508 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0' TO 14'- 8.0' V BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -1291/ 5813V -63/ 63H 5.50' 9.30 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 14'- 8.0' -1291/ 5814V 0/ OH 5.50' 9.30 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ��� Join together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = -0.071' @ 7'- 4.0' Allowed = 0.688' nails staggered at: MAX TL CREEP DEFL = -0.167' @ 7'- 4.0' Allowed = 0.917' 9' oc in 1 row(s) throughout 2x4 top chords, 6' oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.023' @ 14'. 2.5' 9' oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.039' @ 14'- 2.5' AA'' 9° oc in 2 row(s) throughout 2x6 webs. 7-04 7-04 Design conforms to main windforce-resisting f ,. ,f system and components and cladding criteria. 4-03 3-01 3-01 4-03 Wind: 140 mph, h=21ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, j f f ' ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 6.001/ M-5x6 6.00 Truss designed for wind loads in the plane of the truss only. 5.0" 3„''( t,11_31111%3 M-3x8 4 INIIIIII M-5x10 M-5x10 o 1 ��� Lc) 11.1111��®IIIIIIIIIt ® ►Q� 5o ����EDPRO FF S � � � s ,0M-3x8 M-7x10 M-3x6 y/, 9 � v� '� PEr / 4-01-04 y 3-02-12 y 3-02-12 y 4-01-04 f'�t' �I' CC / 14-08 WEDGE REQUIRED AT HEEL(S). y 9`/O, OREG ON°��}/l(� MER R I O-�P JOB NAME : LENNAR 3180-A BAINBRIDGE - F-GIRD Scale: 0.4006 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: votItItz,, 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 J§ QF WASy ), 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f- ,1,,-"0,,3.Additional temporary bracing to insure stability during canstrvction2.Design assumes the top and bottom chords to be laterally braced at Q `5DES. BY- MJ is the res nsibilit of the erector.Additional ermanent bracin of 2'o.c.and at t0'o.c.respectively unless braced throughout their length byA. i.. O Po y p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rY, '' 'LDATE: 7/21/2014 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. / S E Q. : 6001898 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, y/ t �� and are forcondition of use design loads be applied to any component. "dry TRANS I D: 403958 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 Q� necessary. O 7. .Q `' fabrication,handling,shipment and installation of components. Des c i ign assumes adequate drainage is provided. �.is IS-I-E C R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andlaced so their center II I I II III II III I I I III p TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. -tale. 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) ss I'll l llllli ' This design prepared from computer input bylka PACIFIC LUMBER-BC 0. LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' s IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF N1&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 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), 1 ), DL ON BOTTOM CHORD = 10.0 PSF g ), Enclosed, Cat.2, Exp.B, MWFRS Dir Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=l.6, C,CN,C18,CN1B (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 INC 2012 NOT BEING MET. Refer 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. 7-11-08 7-11-08 '1 T 1' 12 12 s.00 V HM-4x4 \I 6.00 3 co 4 co O/— O O M-3x4 kc . ��OPE 9r Air 1-06 15-11 -yL A_ITAEGON1t 'S 37I-- �O -fy14,20 -i- ML RRII, Q' JOB NAME : LENNAR 3180-A BAINBRIDGE - G1 EXPIRES:12/31/2015 Scale: 0.4688 A WARNINGS: GENERAL NOTES,unless otherwise noted: _o,RRIL•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: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,1 ()F WAS/i J, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '' , 0 F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at N. )1. 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 t �,•_ O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+♦ x/ 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. -.7' - /--�__--,SEQ. : 60018 99 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, rt;,—,. design loads be applied to any component. and are for'dry condition"of use. ,44 TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if / 1i'�• 51398 �� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� . G/STEW 6.This design is fumished 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 IIIIII II IIIIII III TP WJfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sSI�NAT'"� 8.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-1806(MiTek) 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-154) 831 3- 8=(-244) 203 BC: 2x4 DF #18BTR SPACED 24.0' O.C. 2- 3=(-1006) 259 B- 6=(-199) 831 8- 4=( -37) 418 WEBS: 2x4 OF STAND 3- 4=( -755) 170 8- 5=(-244) 203 LOADING 4- 5=( -755) 170 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1016) 258 BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0' LL = 25 PSF Ground Snow (Pg) 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' -142/ 839V -83/ 83H 5.50' 1.34 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 15'- 11.0' -142/ 840V 0/ OH 5.50' 1.34 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �Q1ND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' 9 -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6,0' Allowed = 0.200' MAX LL DEFL = -0.021' @ 7'- 11.5' Allowed = 0.750' MAX LL DEFL = 0.013' @ 17'- 5.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' 9 17'- 5.0' Allowed = 0.200' MAX BC PANEL TL DEFL = -0.057' 9 3'- 7.5' Allowed = 0.463' 7-11 08 7-11-08 MAX HORIZ. LL DEFL = 0.010' @ 15'- 5.5" MAX HORIZ. TL DEFL = 0.016" @ 15'- 5.5" 4-02-02 3-09-06 3-09-06 4-02-02 Design conforms to main windforce-resisting T f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00/ IM-4x4 --------I6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ,,,,77Truss designed for wind loads �� in the plane of the truss only. M-1.5x3 M-1.5x3 3 O .• PRQp coMOM o �.c(<5) 13 G s cD 8 - o c�� �N7 I N E io2 M-3x4 M-3x6 M-3x4 O "--411#��' r/ // 3�IPE 9r 7-11-08 7-11-08 y y ,, y - 4OREGON\� �/ 1-06 15-11 1-06 �0 �Y 14, 20 1 .1' JOB NAME : LENNAR 3180-A BAINBRIDGE - G2 EXPIRES:12/31/2015 Scale: 0.3438 WARNINGS: GENERAL NOTES,unless otherwise noted: Q I LL, 1.Builder and erection contractor should be adursed of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper Jl OF WASfI.. J 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1• I C F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q e 41." j. 7/ DES. BY- MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by H.. f;,. O po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • 1. DATE: 7/21/2014 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. rj 1'I.' S-1 -, SEQ. : 6 001900 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, �y{ design loads be applied to any component. and are for"dry condition"of use. ♦ ?Pr---- TRANS I D: 403958 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 tp� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ()e* FCISTER� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andlaced so their center II II (II ill 111111 II II II III TPI/VVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. p SSS. NAL VS' d' III{ 9.Digits indicate size of plate in inches. 10. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4, 1111111111111 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-11-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/GDFICq=1.00 rtIC:-.2x4-DF-N4&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9456) 2094 1- 6=(-1806) 8246 6- 2=( -586) 2784 1nBC: 2x6 DF SSS 2- 3=(-6610) 1500 6- 7=(-1764) 8144 2- 7=(-2698) 640 C-WEBS.:-2x4-OF'STAND; LOADING 3- 4=(-6610) 1500 7- 8=(-1784) 8144 7- 3=(-1272) 5642 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-9456) 2094 B- 5=(-1806) 8246 7- 4=(-2698) 640 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 15'- 11.0' V 4- 8=( -586) 2784 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0' TO 15'- 11.0' V BC LATERAL SUPPORT 4= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -1402/ 6309V -69/ 69H 5.50' 10.09 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 15'- 11.0' -1402/ 6309V 0/ OH 5.50' 10.09 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'ac spacing.' ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 r- Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.085' @ 7'- 11.5' Allowed = 0.750' nails staggered at: MAX TL CREEP DEFL = -0.202' @ 7'- 11.5' Allowed = 1.000' 9' oc in 1 row(s) throughout 2x4 top chords, 6' oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.028' @ 15'- 5.5' eALAri 9' oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.047' @ 15'- 5.5' 9' oc in 2 row(s) throughout 2x6 webs. 7-11-08 7-11-08 Design conforms to main windforce-resisting f ,' . system and components and cladding criteria. 4-06-12 3-04-12 3-04-12 4-06-12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f . . . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 6.00I/ M-5x6 6.00 Truss inthe dplane eofd fthe or wloadsind truss only. 6.0" 3'{„{ M 3x8 1121111 M 3x6 4 M-5x10 M-5x10 Aggllj co Cii ii klitAillb, CO n PRO 1 6 7 8 =mss 54Ra qGIN .c1 M-3x8 M-7x10 M-3x8 �C'� ��!/Z1/ 02 ' SPE 9r y 4-05 3-06-08 3-06-08 4-05 y 4L OREGON�� �(CC 15-11 WEDGE REQUIRED AT HEEL(S). /O y 14 2� P MER R 1�\-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - G-GIRD EXPIRES:12/31/2015 Scale: 0.3846 _f WARNINGS: GENERAL NOTES,unless otherwise noted: Q 0,1tRILL, 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: G-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper J1 of wASX� >, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .i" �F, 0 2.Design assumes the top and bottom chords to be laterally braced at Q ,t., es' "J� DES. BY MJ 3.Additional temporary bracing to insure stability during construction Q• 2'o.c.and at 10'o.c,respectively unless braced throughout their length by f K;:is the responsibility of the erector.Atltlitional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '' I. DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 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. J Ja L/`-�� SEQ. : 60019 01 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, / f design loads be applied to any component. and are far"dry condition"of use. %;i t' TRANS I D: 40395 8 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beanng at all supports shown.Shim or wedge if n 51398 necessary. 16 R w fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O.C` 4'0 7. 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 F II I 11111 II 111111 II I I I Ili II III TPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. SSIONAL V.X.0.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-1088(MiTek)