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Plans (10) , Ul ----- 003A 9 — i. . .. 15'-11' 'K!1/ 24'-1' J E"EI��p G1 ' IC 3 0 2015 ' - ti 2 .1T OF TIGAR3 B 4- „ - iLOING DIVISION 1 ; S 8;12 0 8 8 - • , ,r / , / ; - / as 11, co 0 8;12 4 5s a•02IFS R•19 _ A•Q IRD(2) E e 14 Fl ' 10-0112' . 3:1 . ,�^^�-e`�$`p 5:12 b (11s)\ ...-, ', writ to 5. 12 . 12 5131 A2 (2) (4) Al b C1 GARAGE RIGHT [- 1443° I 4'-8' I- 201-8' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS LENNAR 07/14/14 TCEMENT ONLY.REFER TO R SS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER um er LENNAR 3180-A BAINBRIDGEINFORMATION.BUILDING DESIGNINEER OF RECORD PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLESIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 1 / A CHECKED BY DESIGNER/ENGINEER OF ATO & TRUSS C O M P A N Y REVIEW ANDDOF APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. a 40'-0' 1.. 24'-l' — G1 15'-11' .a. I . .• - -„ 13 j2 G. m1 8:12 .1E 8 8 8 / / , , / / / IP i LP Ps qa 4 5s 8:12 (il1 e•12 "RD ?J ,� n ._<E1 �-- 10'-81/ ' :1; Fl /*if 4 5:12 -- cP r I:0 • pr Oo 5:12 Aim ,� b 5.It8.12 I Ii\ A2 �2� ._---. \ -- Al -C2 A) 2:3 b -� ,7 GARAGE LEFT G1 _ I- 20'-8' I 4'-' I 141_8' .JI O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS LENNAR 07/14/14 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL racw4urnber P L ECT TITLE: REVISION-1: D INFORM FORALL BOLDING LENNAR 3180-A BAINBRIDGE INFORENGIN.BUI FREDESIONSIBLE F R AL N RECORD PLAN DRAWN BY' LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO & T R U S 1 / A CHECKED BY: REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION.' SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Compulrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by 1 continuous sheathinsuchas plywood sheathing(TC)and/or drywall (BC).. w ++ 3. 2x Impact bridging or lateral bracingrequired where shown P 9 9 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). p.JOHN `_to PROPE:0 'itW ivj O `42�AGI NE$..xs /oyA � a 7 air 24243 09 <Y26.��' .) 10 ReCrst �v G74.A. J00\- ,';Ifs 1�3 SiONAL • 6/4// EXPIRES 613011 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" [COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF #1&BTR SPACED 24.0' 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connectorplate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. 10-04 10-04 12 1' I 5.001/ I'M-4x4 12 3 ----..I 5.00 0 10 M 3x6(S) <1:, -M1 , c4,Ep trto o M-3x4 GIN w 143 N7/Z// °* r '�1PE r ItAIMP' 7 01-04 13-06-12 1-06 20-08 F ,J,_____[.,J,_____[. O- �ir-qORE2.0�• px- ' MFR R I t.\-gP JOB NAME : LENNAR 3180-A BAINBRIDGE - Al Scale: 0.3707 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 9,.1L. LL 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: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 4 F wASm,1� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 'Q- tC,v WO e' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 ►w ), .fj 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 W' �d1 Q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '/ ; 1. DATE: 7/21/2014 the overal 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. .� , 8E0. : 60018 80 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"d condition"of use. design loads hase nooplied to anye component. ry /,. L 4 TRANS I D: 403958 5.CompuTrus control over and assumes no responsibility for the 6.necessary. assumes full bearing at all supports shown.Shim or wedge if I' 51398 4{r necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center Off'..: AGI �R 111 II 111111111 IIIII II II 1111 III El 111 III TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssrO ��� a 9. Digits indicate size of plate in inches. I�Tpj, 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 0 01111 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 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2- 8=(-254) 1398 3- 8=(-301) 203 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-1594) 356 8- 9=(-114) 933 8- 4=( -97) 481 WEBS: 2x4 DF 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 50.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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 Dsf) 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 = -0.049' @ 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 f 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, T f T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.001/ M-4x6 X15.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 .f--r I I M-1.5x310 M-1.5x3 ��ia 0 PR OFFS 5 o �1- 4 B f =6 7 o <Ca' �\v71:111 ! /-v9 O 1 M-3x4 0.25" M-3x4 M-3x4 c=> ���P E r M-5x6(S) 0/ I- . y y y yEr 7-01-04 6 05 07 7-01-04 171.= 41 Zj ,IIx ki y I O .4 y 20 -E- y 1-06 y 20-08 1-06 O MFRRIU-�P JOB NAME : LENNAR 3180-A BAINBRIDGE - A2EXPIRES:12/31/2015 Scale: 0.2952 ,p )� WARNINGS: GENERAL NOTES,unless otherwise noted: 101 Rr"�-', 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 WAS6z,"(,f. Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper J of H,W, �, 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Q' 4Q. C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q .t, ,r �w, .� `f� DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr / t... is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r. '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++ j/ , 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. : 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, design loads be applied to any component. and are tor"dry condition"of use. 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 vfiO .&'G 51398 4V� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� !$'I'6R 441 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center S+SI CS i VIII IIIA IIII VIII VIII II I VIII IIII III TPI/WTCA in SCSI copies of which will be furnished upon request. lines coincide with jointche. St,-, 9.Digits indsize of tplate in inches.li . MiTek USA,Inc./CompuTrus u5 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIII 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 DF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2- 7=(-315) 1399 3- 7=(-301) 202 BC: 2x4 DF #1&BTR SPACED 24.0' 0.C. 2- 3=(-1595) 379 7- 8=(-138) 935 7- 4=) -96) 481 WEBS: 2x4 DF STAND 3- 4=(-1397) 352 B- 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°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -134/ 1050V -64/ 74H 5.50° 1.68 DF ( 625) C,CN,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,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IDOND. 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" A 20'- 2.5' Design conforms to main windforce-resisting system and components and cladding criteria. 10-04 10 04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=1.6, 5-05-14 4-10-02 4-10-02 5-05-14 Truss designed for wind loads T T f f f in the plane of the truss only. 12 12 5.00 D M-4x6 -----j5.00 4.0" 4 .f�r M-1,5x3 0 M-1.5x3 <cpEo Pi,• NGIN si 17 cr. g <4 71211T c. M-3x4 M-5x6(S)0.25 M-3x4 M-3x4 _6 .z, ��I FE r 7-01-04 6-05-07 7-01-04 IL- 4,OREGON�� �4,/ y 1 O6 y 20 OB y .6., q y 14, 2� P} /14 /31:111-V-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - A3 Scale: 0.2920 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: RRII,L,& 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: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 40 Of WAS.4xz,:14>, 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 ' �4' x, �, �.Iy 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 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++ ,47 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. Alit SEQ. : 6001882fasteners 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: 4039586.Design assumes full bearing at all supports shown.Shim or wedge if S 13TH 5.CompuTrus has no control over and assumes no responsibility for the '� necessary. '� [{, fabrication,handling,shipment and installation of components. 0 �� 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ��` OiI'S'f'ETL 4 III I I III Ili I IIII I I IIII I III TPIAMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL O 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-1966(MiTek) III II I III This design prepared from computer input by,,.- PACIFIC LUMBER-BC yr LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 4 5-4=(-170) 362 2-5=(-128) 122 . BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-112) 103 5-3=(-412) 248 WEBS: 2x4 DF STAND 3-4=(-450) 218 LOADING TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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,CNI8 (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 spacing.) 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° ,r ,r ,r ) MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.0° 12 Design conforms to main windforce-resisting 1 M-1.5x3 5.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 ts 1 co rn h� 0 v IINIIII 0 se �, ,, o 5,,a ► 4 M-3x4 M-3x4 �Q,EO PROF s �c �cNGINE �O '9 SSPE yr y 9-06 ��► .1 Q 9 11-OB - ,�0REGON��_AA, /O qy 14, 2- P"7- MRRIL\-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - A4 EXPIRES:12/31/2015 Scale: 0.4749 WARNINGS: GENERAL NOTES,unless otherwise noted: to,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 9 Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 04 WASP14:14>. 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. S` "✓0 (t.' 2.Design assumes the top and bottom chords to be laterally braced at Q A" fic T 'f+ 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by Arev... 0 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 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++ y 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. : 6001883 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"drycondition"of use. + TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assums full bearing at all supports shown.Shim or wedge if �, ` 51398 4k. necessary. +Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0� *'CJS.F 9, 9 ' 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i VIII II II VIII VIII II II II VIII III III TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide withizjoint center lines. SSIONAL 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) 11100111111 IIIIII 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 DF N1&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" 0.C. 2- 3=(-14B) 117 7- 8=) -89) 89 3- 8=( -42) 463 WEBS: 2x4 DF STAND 3- 4=(-541) 117 8- 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 BRG 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 DF ( 625) M,M2OHS,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 [COND. 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 = 0.097" @ -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 TC 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,BCDL=6.0, ASCE 7-10, T '( T T ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 3.00 o M-1.5x 5 Tr6 -/ inuss thedplaneeofned for thewloads truss only. r M-3x4 M-3x441111111111111111111111111111111 ' 0 v 0 dog M-1.5x3 M-3x4 M-3x4 '9 ���� �Nr l:Il /O2 1 2 '9 �PE 9r i J., ), y y -...""CAM._ .- �I 4-07-08 4-11-06 5 02-14 1CC y yy L 4,OREGON \R 11�to 2-06 [PROVIDE FULL BEARING:Jts:2,7,91 14-09-12 /Q 9y t4 2.13 t....4 �FRR10-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - B1 EXPIRES:12/31/2015 Scale: 0.3452 WARNINGS: GENERAL NOTES,unless otherwise noted: I ,,A. 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 _.<., RRWAS Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4V" OF ,-f), 2.204 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 4 ,s<4, �,, j, .'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 („� v, O DATE 7/21/2014 responsibilitybuilding re continuouspsheathinggsuch as plywood sheathing(TC)rs and/or drywall(BC). the overall structure is the res onsibili of the designer. 3.2x Impact bridging or lateral bracingrequired where shown++ )105I''...' 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 0/ ,�,- SEQ. : 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, and are for"drycondition"of use. ♦ :'r design loads bes applied to any component. �+ 51398 t4 TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary. Design assumes full bearing all supports shown.Shim or wedge if y fabrication,handling,shipment and installation of components. O S IS,IT 7. lasassumes adequate one drainage is truss, +{. (�' jl 6.This design is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,and placed so their center II I Eli III II III III IIII II I III III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL G 9.Digits indicate size of plate in inches. 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 IIII This design prepared from computer input bye, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0' 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. BC LATERAL SUPPORT <= 12'OC. UON. LONDIOG Wind: 140 mph, h=20.7ft, 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), p ( ) DL ON BOTTOM CHORD = 10.0 PSF g ), Enclosed, Cat.2, Ez .B, MWFRS Dir , 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,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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-04 7-04 '1 T T 12 12 5.00 V HM-4x4 ------J 5.00 3 4 C3 /— �o o d " B I �o M-3x4 -65 '�ePE 9r ....,,,kr-, - y ow cr or 14-08 17 41�§EGONNtx X44 <O 14 y 14, 22 P4 MFR RIO-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - C1 EXPIRES:12/31/2015 Scale: 0.4986 WARNINGS: GENERAL NOTES,unless otherwise noted: thERRIL-L, 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 WASy4 q L� Tr us s: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 4 de 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 'B 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q .'� C�_,, %, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by .`• 1• O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '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 4-* 44'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. 40.i... SEQ. : 6001885 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. :' design loads be applied to any component. % C. 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 .p 51398 w� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ou4 .eGig 'P 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII IIII III IIII]IIII(IIII(IIII IIII IIII TPIM?CA in BCSI.copies of which will be furnished upon request. lines coincideitwithizjointcenterche. `S'SIONAL O 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) IllhiNili I 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=) 0) 65 2-6=(-47) 672 6-3=(0) 340 BC: 2x4 OF #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 e= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 18.0' 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/ 787V 0/ OH 5.50° 1.26 DF ( 625) C,CN,CI8,CN18 (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 Dsf) 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 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 T T 'Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 I/ IIM-4x4 X15.00 load duration factor=1.6, Truss designed for wind loads 3 4.0" in the plane of the truss only. 001111- 1.0" ot PP_` 1-r RED PRQ o 1 2 M-3x4 M-16 5x3 M-3x4 4 ��N. ••0 Co Ny��/�/7y s��.y 'S1PE 9r J 7-04 y 7-04 y /.a. _ II ,L 1, 1'. y -9� ,_OREGON t, �Q., 1-06 14-08 1-06 /O '4//' 14 `1C)\ "i''' �FARRA- P0 JOB NAME: LENNAR 3180-A BAINBRIDGE - C2 EXPIRES:12/31/2015 Scale: 0.3986 WARNINGS: GENERAL NOTES,unless otherwise noted: Q t1� LL 9 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 .�� OF WASTE, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. P ti C <41 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q Q'� w 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 fr v, O 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++ �, .2" 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 4i, ,.� SEQ. : 60018 86 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ;,,r and are for"drycondition"of use. design loads be applied to any component. r%Illir. L 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 .j+ 51398 �y� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. (),k 4brs-rev'' a 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 -6' II II VIII VIII II II VIII II I II I IIII IIII TPINJfCA in BCSI,copies of which will be furnished upon request. Digit coincideitwith jointcenterche. SSI�IVAL 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) VIII 1111 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=(-830) 167 1-5=(-78) 674 5-2=(0) 340 BC: 2x4 DF #1&BTR 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'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG 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,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psi) 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' T i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.001/ IIM-4x4 X15.00 Truss designed for wind loads in the plane of the truss only. 4.0"2 1.0" o �o o 1 - 5 4 �o � PEp PROFFss M-3x4 M-1.5x3 M-3x4 �,� �44S) �N9227IPE /�1P ,L y yAllIF 7-04 7-04 fw. - /I" y 14-08 y 1-06 y -7, A_-.7 �GON���+�lti� 0P FR RILL JOB NAME : LENNAR 3180-A BAINBRIDGE - C3EXPIRES:12/31/2015 Scale: 0.4271 WARNINGS: GENERAL NOTES,unless otherwise noted: _' RRILZ, T� 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 � WA$ �Q T" Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 04 ib,_ '7J. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q- !U C IA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to De laterally braced at ' 1., r, J. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (. a O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '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++ 4,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 "0,10. SEQ. : 60018 87 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ;;'r design loads be applied to any component. and are for"dry condition"of use. 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 �r �+ 51398 LV necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C).4 A(ijs']'E'tLt� 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �S IIIIII VIII IIII VIII III II I IIII IIII III 7PIM rCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterche. SSIONAL✓' e.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus us Software 7.6.6(1 L)-E 1 0.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) IIIIIIII VIII 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.] IC: 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 BC LATERAL SUPPORT <= 12"OC. 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 (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: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus gable end detail for M,M2oHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-10-08 17-10-08 11-11-09 5-10-15 5-11-01 11-11-07 12 HM-4x4 12 6.00 L 3 (6.00 N M-3x6(S) M-3x6(S) 8 qq Itli)**C :� PROFFs CO o Gtr ±l r7, M-3x6(S) 4,A.< 7,92SiPE 11 M-3x4 II `—- y ,l- •e sN tx ',v 17-10-08 17-10-08 i.0 -Ty 14/ZpNP+'` 1-06 35-09 �FRRIL�-� JOB NAME : LENNAR 3180-A BAINBRIDGE - D1 EXPIRES:12/31/2015 Scale: 0.2350 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 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: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper Q� 4 WASyL4 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 It.' T iti 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. 1. O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r, '� 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. ilgel 15 y Z�— 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, and are for'drycondition"of use. design loads be applied to any component. ,/i 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 tp4 necessary. +�r ��-, fabrication,handling,shipment and installation of components. ST6 " 7.Design assumes adequate drainage is provided. ,C+ Gj s 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 III I I II II IIIIIIII IIII I II II IIII p - TPIIWTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. SSft-WAL 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) 1E11 Ill This design prepared from computer input bye= 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- 9=(-431) 2269 3- 9=(-272) 187 BC: 2x4 DF k1&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 SQ.IN. (SPECIES) M,M2OHS,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) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0° -205/ 1501V 0/ OH 5.50° 2.40 DF ( 625) 'COND. 2: Design checked for net(-5 psfl 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 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. 17-10-08 17-10-06 Wind: 140 mph, h=23.6ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 6-03-13 5-09-05 5-09-05 5-09-05 5-09-05 6-03-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' f '1 f 1 f f load duration factor=1.6, Truss designed for wind loads 12 M 4x6 12 in the plane of the truss only. 6.00 V \16.00 4.0" 5 .hr M-5x8(S) •I % M-5x6(5) 3.1' 0.25" 0.25" 04 00 M-1.5x3 + +@ + M-1.5x3 ED PROF)11y, c'..,<<' R. co '921sPE 9r CD 0 w kV Mo _ 9 o C3 -1M-3x8 M-3x4 1 ).25" M-3x4 M-3x88* o `4"" - et M-5x8(S) OREGON ts , ; J' y 1- )- Li0'��Y 14 20'` -�� ), y 9-02-08 8-08 8-08 9-02-08 y MFRR10-V 1-06 35-09 JOB NAME : LENNAR 3180-A BAINBRIDGE - D2 EXPIRES:12/31/2015 Scale: 0.1761 WARNINGS: GENERAL NOTES,unless otherwise noted: Q,BRILL,, ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper Jti o4 WAS �� 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ti C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at Q `� 111i ,A 7 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 lr 1, O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '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++ �)/)/�[ '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 01t0>,' SEQ. : 60018 89 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. :'�r 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 �, 0 51398 tp� necessary. .� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O� ��ilsTS•?� ,?(r', 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 .4' 1' IIIIII it II II II II II I II IIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincideitwith jointcenter lines. SSIONAL 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(MTek) 1111111 IIIIII 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 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2-10=(-373) 2278 3-10=(-272) 187 BC: 204 OF #1&BTR SPACED 24.0' O.C. 2- 3=(-2653) 532 10-11=(-259) 1902 10- 4=1 -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 TC LATERAL SUPPORT <= 12°OC. 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'OC. 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" 1B.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 17-10-08 MAX HORIZ. TL DEFL = 0.092' @ 35'- 3.5" T '( I Design conforms to main windforce-resisting 6-03-13 5-09-05 5-09-05 5-09-05 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, 6.00/ M-4x6 \16.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 -t=( in the plane of the truss only. M-5x8(S) Nkii M-5x8(S) 3. 114 0.25" s v *, ll* M-1.5x3 + +1 + M-1.5x3 Ep OPRr M ��� OA N7127111 /�1- 92ssPE * P! 3X8T% o 1 M-3x4 o �'!"' ' M-5x8(S) " ,_OREGON�� �tt,� y y y y y /76-57,47).„ D q y 14, 20 -1- y y 9-02-08 8-08 8-08 9-02-08 - y �FRRII-L�P 1-06 35-09 1-06 JOB NAME : LENNAR 3180-A BAINBRIDGE - D3 EXPIRES:12/31/2015 Scale: 0.1785 WARNINGS: GENERAL NOTES,unless otherwise noted: �EILL 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: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper Qom" tJF SH ), 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ! 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at :::4. :41!.iii:71.:() ::::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 icontinuous sheathing such as plywood meed ing(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*4- �14. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEl!. : 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, 'and are for"d condition"of use. jdesign loads be applied to any component. ryTRANS ID: 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 - ' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII III IIIIII I I I IIII IIII - TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSf�NAL51.16 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-1888(MiTek) 1111111 This design prepared from computer input bye_ 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=(-2657) 575 1- 9=(-439) 2293 2- 9=(-275) 209 BC: 2x4 DF #1&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) 187 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 SO.IN. (SPECIES) M,M20HS,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 nsf) 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, T >( T . 1 ,/ f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-4x6 12 Truss designed for wind loads 6.00 / 6.00 in the plane of the truss only. 4.0" 4 n'xr M-5x6(S) - 3.1' M-5x8(S) 0.25" 0.25" oo. Rc M-1.5x3 + /1\)11110%41%1%illik%101414144444.444-1.5x3 ���Ep PR°FFss��� �N7//Zl7 9 fy oo /I o 1 M-3x8 M-3x4 1?.25" M-3x4 M-3x8 \ o -40 CC M-5x8(5) yL ,�OREGON�� �to 1, 9-02-08 1, 8-08 1, 8-08 1, 9-02-08 ), 1.64 y 14, '2- P E ), 35-09 y1-06y MFRRIO- JOB NAME : LENNAR 3180-A BAINBRIDGE - D4 Scale: 0.1878 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ,�..((���ERRILL, L 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 V" WA$ '7 Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper .� of ff'h T 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ti C (C+ 2.Design assumes the top and bottom chords to be laterally braced at Q >v, 7. 3.Additional temporary bracing to Insure stability during construction T� DES. BY' MJ2' and at 10'o,c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 40` '� 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. /" is,' SEQ. : 60018 91 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �, r design loads be applied to any component. and are for"drycondition"of use. TRANS ID: 403958 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assums full bearing at all supports shown.Shim or wedge it /' ` 51398 4Ar necessary. +� ,(4, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� ' 'GrgFgR� .? 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 1` I II II I VIII VIII ill II I VIII III III TPIM?CA in BCSI,copies of which will be furnished upon request. it coincide withizjointcenterche. SSIONAL 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) III II ill 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 IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2658) 574 1- B=(-439) 2284 2- 8=(-275) 209 BC: 2x4 DF k1&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=(-6B6) 246 BC LATERAL SUPPORT <= 12'0C. 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 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -208/ 1502V -189/ 189H 5.50° 2.40 DF ( 625) 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. 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 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 mph, 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), f f T 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 ‘(--,/ M-5x6(S) M-5x6(S) 3.1' 0.25" 0.25" 3 0 ft M-1.5x3 + -" /\OpM-1.5x3 :-‘49132P• O PROF `t�R FS �� ``�7 z// s�°�,� M92��PE r co O 0 i** 8 9 'f 10 **7 o /I o M-3x8 M-3x4 0.25" /'� - M-3x4 M-3x8 0 y y M 5 (S) y y y`/ 4.tOREGON�\� 4(V 9-02-08 8-08 8-08 9-02-08 O Y 14, 2 O" /1 /, ' R R I t-\-0 35-09 JOB NAME : LENNAR 3180-A BAINBRIDGE - D5 EXPIRES:12/31/2015 Scale: 0.1852 WARNINGS: GENERAL NOTES,unless otherwise noted: oN$ L1,8 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 r� S Truss: D5 and Warnings before construction commences. building component.Applicability of design parameters and proper Jti of WA 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ttN 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 ,c4 �+ CT DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.L and at 10'o.c.respectively unless braced throughout their length by (. 1 O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). °7.. 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 c/� 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. , �,��- SSEQ. :. : 60018 92 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"d condition"of use. 4 ; design loads be applied to any component. ry 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 A 51398 necessary. 'I- 4V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 9 �. GISTER� i 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 V II I IIII III IIII Hill I IIII III TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIOG 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 II IIIIII This design prepared from computer input by+.- PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0° ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 °oc spacing TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #1&BTR SPACED 24.0' O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC, UON. LOADING Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.D, ASCE 7.1D, BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All ph, h=23.ts), Enclosed, Cat.2,2,BC =6.D,Exp.BCEF7.10, DL ON BOTTOM CHORD = 10.0 PSF ir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads Unbalanced live loads have been in the plane of the truss only. considered for this design. LL = 25 PSF Ground Snow (Pg) 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,C18,CNIB (or no prefix) = CompuTrus, IncRefer 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 11-11-09 5-10-15 5-11-01 11-11-07 12 IUM-4x4 12 6.00 I/ NN4%41111 %1% ,4,,M-3x6 Q 6.00 M-3X6(S) M 3x6(S) �P 9q I 11 0 , II,I I ' �D PROFFss , 4- - t~� R, ,, o M-3x6(5) ct- •92.Sf E M-3x4 / ''-: 17-10-08 17-10-08 L \tx As SO qy 14 2/ 4 y 35-09 FRRIU-•Z JOB NAME : LENNAR 3180-A BAINBRIDGE - D6EXPIRES:12/31/2015 Scale: 0.2425 WARNINGS: GENERAL NOTES,unless otherwise noted: guERRILL. 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: D6 and Warnings before construction commences. J building component.Applicability of design parameters and proper < QF WA$ J, incorporation of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+, rV P P YT �'. C I 2.Design assumes the top and bottom chords to be laterally braced at Q r !I, `p DES. BY: MJ 3.Additional temporary bracing to insure stability during construction T 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /ri/-1 -1... 0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r' •� 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 ,/ C/� 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�449 s. SE Q. : 6001893 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: 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 +f+ 51398 w� necessary. +� c, fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. OjCs �GISTER�,? 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II 1111101111111 II IIIIII IIII 7PINVTCA in BCSI,copies of which will be furnished upon request. lines coincide de w th joint center lines. `s'SIONAL�' 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-1888(Milk) 111111 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 q1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0° O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.5ft, 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=l.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2DHS,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. 5-04-04 5-04-04 T 12 12 6.00 IIM-4x4 - 6.00 3 co 4 OCO 'er -/O V 6. o //////////////////////////////////////////////////////////////////////////////////,� —/o M-3x4 M-3x4 -�R 0 PRQFFss tt• '923SPE 9c" AIIIPF 1-06 10-08-08 �..- 1 IL 4,OREGONts ki /O '1k 14, 2-'3\ P4 MFR R I LA-� JOB NAME : LENNAR 3180-A BAINBRIDGE - El EXPIRES:12/31/2015 Scale: 0.5857 WARNINGS: GENERAL NOTES,unless otherwise noted: .14011kRILL, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual A. Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 40 OF WAS,t T), 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 �A �, J, .fJ 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 (� ; DATE: 7/21/2014 responsibilitybuilding designer. continuous sheathing such as plywood shrathing(TC)and/or Mywall(BC). 't, the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracingrequired where shown++ ,, I i 4.No load should be applied to any component until after all bracing and 4. Instalation of truss is the responsibility of the respective contractor. ,i,„- ; SEQ. : 60018 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, and are ford condition"of use. • . design loads be applied to any component. ry �.. 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 4 fabrication,handling,shipment and installation of components. necessary. 'rQO w 7.Design assumes adequate drainage is provided. TEIty ,1 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 +{`� Cj AL. VIII III III II 11011110111 I III III TPIM/rCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sSfONAL— 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) 11111 0411 This design prepared from computer input by._- 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 H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4942) 1078 1-4=(-906) 4288 4-2=(-906) 4298 BC: 2x6 DF SS 2-3=(-4942) 1078 4-3=(-906) 4288 WEBS: 2x4 DF STAND; LOADING 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) TO 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 SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'0C. VON. 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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 = -0.033° @ 5'- 4.2" Allowed = 0.490" J� ( 2 ) complete trusses required. 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° 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL = 0.016' @ 10'- 3.0' 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 5-04-04 system and components and cladding criteria. T 1' 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 V ."--J6.00 load duration factor=1.6, M-4x6 Truss designed for wind loads in the plane of the truss only. 4.0° 2 M-5x12M-5x12 M �� m !it!, C5 o/- 1.� 4 3 -,o M-3x8 c.�'�Ep PROFESS J- y y '- SPE 9r 5-04-04 5-04-04 10-08-08 WEDGE REQUIRED AT HEEL(S). yL 4,OREGON�tx 441 /0 -1/- 14, 2� Q"E- � R RI 0�-ei JOB NAME : LENNAR 3180-A BAINBRIDGE - E-GIRD EXPIRES:12/31/2015 Scale: 0.4948 WARNINGS: GENERAL NOTES,unless otherwise noted: Cl""`p ILL, 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 WAS Truss: E-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4 O4 f1.. J, 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 Q Q'S r� `P DES. BY: MJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'S. v continuous sheathing such as plywood sheathing(TC)s 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++ r/ 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;, SEQ. : 6001895 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, ir 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 e.Design assumes full bearing at all supports shown.Shim or wedge if y� 51398 tpk 10;IIP necessary. `' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C� .417/v E �1`SV 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 11111111111111111 TPI/VJfCA in BCSI,copies of which will be furnished upon request. Digit dcwith joint centerche. �SSI�NAL 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 14'- 8.0" [GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting 2x4 DF #1&BTR SPACED 24.0" O.C. g g system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21ft, 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,C18,CN18 (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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-04 7-04 T T T 12 12 6.00 1 -' IIM-4x4 "----.I 6.00 3 M 4 M o/- V V o/— / //////////////////////////////////////////////////////////////////////////////////////////////////////////////� o o A(� ' a .f `�S o co M-3x4 ' '92 ePE vc"- Cc 1-06 14-06 , - '5,''0-2:4/k ,�161§EGON�Ix oto �O �Y 14, 2� P+ iliRRILA-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - F1 EXPIRES:12/31/2015 Scale: 0.4986 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 .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: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� QF WAS J, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4477-.4C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q � >L T tpite DES. BY• MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� v O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r� '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++ ,/ 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. : 6001896 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, OPITOPF and are for"drycondition"of use. 4 / design loads be applied to any component. TRANS ID: 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 .p 51398 W4 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Oji ACI R� 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 V' STE a 111111111111114111111111 TPI/VYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSI�NAL��G 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 141 II III This design prepared from computer input by.. PACIFIC LUMBER-BC il LUMBER SPECIFICATIONS TRUSS SPAN 14'• 8.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 f TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 76 2-6=(-30) 561 6-3=(0) 341 BC: 2x4 DF #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 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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 OF ( 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. ICOND. 2: Design checked for net(-5 osf) uplift at 24 'cc 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 = 0.20D" 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" Design conforms to main windforce-resisting 12 iIM-4x4 12 6.001,-- �l 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,�-� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed far wind loads .----- lithiliiiho..„ in the plane of the truss only. ,,,..-- .....- „-------- ...-- co Co) M o� Ix3M3x4 ' PROFM-3x4 M- ��� NGIN /q,,�ssj0 4? '7I //fl' 2 '�1PE 9r 1 l y /I 7-04 7-04 „...00',.... - I '� - CC y 1-06 y 14-08 y 1-06 .- 9G, 4 OREGON �� tel(/ Y 0 O 14 2 '�- MFRRILA- P JOB NAME : LENNAR 3180-A BAINBRIDGE - F2 EXPIRES:12/31/2015 Scale: 0.4111 WARNINGS: GENERAL NOTES,unless otherwise noted: O /'I,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: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4ti 04 WAS// > 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. Q" cfr, C tCt 2.Design assumes the top and bottom chords to be laterally braced at 4 )L, 1O 'p 3.Additional temporary bracing to insure stability during construction C' DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r'. 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++ y 40'y/ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. ��>�' SEQ. : 6001897 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"drycondition"of use. TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assums full bearing at all supports shown.Shim or wedge if /' v fJ 51398 c'� necessary. +Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� C/S'('ER�,c 'r 6.This design is fumished subject la the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i IIIIII II II 11 I VIII IIII VIII(IIII IIII IIII TPI WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONALG 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II At 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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8558) 1896 1- 6=(-1630) 7448 6- 2=( -528) 2508 BC: 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 IC 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 DF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc 14'- 8.0" -1291/ 5814V 0/ OH 5.50' 9.30 625)DF 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' \0 9" oc in 1 row(s) throughout 204 webs, MAX HORIZ. TL DEFL = 0.039" @ 14'- 2.5' 9" oc in 2 row(s) throughout 2x6 webs. Design conforms to main windforce-resisting / 7-04 7-04 system and components and cladding criteria. 4-03 3-01 3-01 4-03 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T '( "( '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, M-5x6 Truss designed for wind loads 6.00 t. 6.00 in the plane of the truss only. 5.0" 3,,,,f M-3x8 glh M-3x6 loll M 5x10 4A1111116, likh M-5x10 0, IMMICEAral IlistAbb. co0 u-,111=1=11. IMIIMIIIM=I1 1=111 1 1► 6 7 8 _.5 ,1 i:t'' P R OFFu.n M-3x8 M-7x10 M-3x8 \Gj NGINE /o (<5, ``7I2/I� 2 cc 3Ade�'F E yr 4-01-04/ y 3-02-12 y 3-02-12 y 4-01-04 y `'•' 44111111.. Y A-OREGON lv� y / 14-08 WEDGE REQUIRED AT HEEL(S). L '47,q O� 4 O Y 2 14, P->;- MFRRILA-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - F-GIRD Scale: 0.4006 lEXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: �''. 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 .fl wAs •9 Truss: F-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4 di k(4 `"l J, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ti C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .O Tc ), -P DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f. 1 O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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++ i 4.No load should be applied to any component until alter all bracing and 4. Installation of truss is the responsibility of the respective contractor. -ik/ ,, , ; SEQ. : 60018 98 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"d condition"of use. 4 ,`5 design loads be applied to any component. ry � 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 W� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O 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 +�c CIS'I'gR .?' a 111114111111111111 TPI WTCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. c.c., 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) III III This design prepared from computer input by. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.0' ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] TC: 204 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting 2x4 DF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2ft, 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,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2DHS,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. 7-11-08 7-11-08 T T T 12 11M-4x4 12 6.00 V �1 6.00 3 Cr" 4 o� IIIIIIhllillIlIlliIIIo cl- PW— II R0 o M-3x4 , = IPE 9r II 1-06 15-11 7, ,�.QIaEGON��+�4/ O 14, P MFR R I L\-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - G1 EXPIRES:12/31/2015 Scale: 0.4688 WARNINGS: GENERAL NOTES,unless otherwise noted: SUZILL 9 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 4 o4 WASI >, 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� e'�� �. c), ,..7, 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 (. �1, O continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). 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++ 'z 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. : 6001899 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. p. + 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 tt7. fabrication,handling,shipment and installation of components. necessary. O .�� ,,�4 7.Design assumes adequate drainage is provided. Gj$I9i1 9 1` 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center illilli l ll llll II I III 1111 11111 II III 7PI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SS7OAlA1. 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) 11 IIIIIIIII 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 k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-154) 831 3- 8=(-244) 203 BC: 2x4 DF H1&BTR SPACED 24.0" O.C. 2- 3=(-1006) 259 8- 6=(-199) 831 8- 4=) -37) 418 WEBS: 2x4 DF STAND 3- 4=) -755) 170 8- 5=)-244) 203 LOADING 4- 5=( -755) 170 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1006) 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 BAG 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 10PSF LIVE LOAD, TOP 'COND. 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 = -0.021" @ 7'- 11.5" Allowed = 0.750" MAX LL DEFL = 0.013' @ 17'- 5.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 17'- 5.0" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.057" @ 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 .r system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCCL=6.0, ASCE 7-10, 6.00 D IIM-4X4 '"---.I6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ,� Truss designed for wind loads R� in the plane of the truss only. 1.1 M-1.5x3 401111 M-1.5x3 CO VI= EP R OFFR S o i L I 4 ‹.3 ,,SAGIN o 8 o , M-3x4 7O �� vrlZI2 M-3x4 M-3x8 Cc- '� r �PE y ), y ` II 7-11-08 7-11-08 .. 4 y y y y yL , OREGON Nb �Q, 1-06 15-11 1-06 �O q y 14, 2° P1- MERRIVA-0 JOB NAME: LENNAR 3180-A BAINBRIDGE - G2 EXPIRES:12/31/2015 Scale: 0.3438 WARNINGS: GENERAL NOTES,unless otherwise noted: OtRIL1.,, 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: G2 and Warnings before construction commences, building component.Applicability of design parameters and proper Jti Of wASfI.. J 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. tU 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'� ��_l.. J. '. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f, O continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC), r° 1- DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown a 5 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. .e/ 11%.,- l� SEQ. : 6001900 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 �' k. necessary. JP fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OIC+ s-Gisis''9 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 ie' 4. III I 11111 1111 IIII I III IIII IIII III TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSfONAL��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-1 311.ESR-1988(MiTek) Ell 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/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9456) 2094 1- 6=(-1806) 8246 6- 2=( -586) 2784 BC: 2x6 DF SS 2- 3=(-6610) 1500 6- 7=(-1784) 8144 2- 7=(-2698) 640 WEBS: 2x4 DF 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 8- 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"0C. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0' TO 15'- 11.0" 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" -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,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 pof) 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 = -0.085" 8 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, nn 6' oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.028" @ 15'- 5.5" V v 9' oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.047" @ 15'- 5.5" M 9' oc in 2 row(s) throughout 2x6 webs. conforms to main windforce- 7-11-08 7-11-08 Design resisting T T T 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, r '1' T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 M-5x6 6.00 Truss designed for wind loads in the plane of the truss only. 6.0" 3 ' ,f' PA% M 3x8 M-3x8 • 4 ii101q Ai' �D M-5x10 M 5x10 �� m osa I ��o o OFF�® _ ® ® - s 1► ►m5 0'S \� NTs/o o M-3x8 M-7x10 M-3x8 4) 7/Z1 Qi 4:t- 192•SPE 9r y y y y ,I' , y 4-05 3-06-08 3-06-08 4-05 y ` OREGON �Cr 15-11 WEDGE REQUIRED AT HEEL(S). `jO,7.4 , 14 20N 'E. SER R I Lk-0P JOB NAME : LENNAR 3180-A BAINBRIDGE - G-GIRD EXPIRES:12/31/2015 Scale: 0.3846 WARNINGS: GENERAL NOTES,unless otherwise noted: , RRlld., 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 Jti 0f WAS1j,�-4� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. P "✓C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q e'� 1,, . +� ... .. 2 o.0.and at 10'o.c.respectively unless braced throughout their length byO DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of P y 9 ( 1" 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++ 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. : 6001901 fasteners are complete and at no time should any loads greater than b.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. 11.1k 1. i. 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 4151398 w� necessary. + �l fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0 1'CI$TER� q, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center In I I I II II I 11 111 1111 VIII I ") TPINJTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines s'SroNALOP 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)