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Plans (17) A 14,-.57.7o2.0(5----. Oo I 7c 17,7 . ....L\ CEINE1 r - a1 OCT 7 2015 —,, . �j2 ,ITYOFT1GAR1D .'UM I,ING DIVISION ' 3 6. i , ms 8:12 : E , 8 S 8 x I / if 1 , / / • l 1 1 1 1 1 1 1 I Q 8 l , i , i l l l l l 4 , 8:12 a E -' -.1Oh R12 ter. RD 10'-01/ r V:12 ' � —"Air e R 5:12 �-- c� m Eo 5:12 A3 (7) ■. 0 - 5:1 • 5:12 • � 2•I ,__- Al '- �C2 p4) fr i GARAGE LEFT .. .c1_ -` — I- 20'-8' _I "il -I 14'-0' .Ii ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 07/14/14 TLACEMENT ONLY REFER TO RUSS CALCULATIONS AND ENGINEERED STRUCTURAL in1 PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER LEN NAR 3180-A BAINBRIDGE INFORMATION. OFREpacifi umber DESINFOR/ENGIN.BUILDING RECORD PLAN: - DRAWN BY: LARRY M REVISION-2. RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS BUILDING DESIGNER/ENGINEER OF RECORD TO 1 / A CHECKED BY: REVIEW AND APPROVE OF ALL & TRUSS COMP,:A N„Y DELIVEEYLOCATION: 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' , 15'-11' _ 241_1' 1 1 Cxt t 2 to . ,,, I. s_jorr;,:p _ -- 1 1 • is 8;12 e , I E i I s s 1 / 1 ,r 9 9 ,/ / 1 1 9 ,s" • I 1 E g 9 EP ao 3 3 3 8:12 I 1 3 I Q • • • • i 'c' s•e9 _. ISD '� i . IRD(2) r E1 , 14 -01/2' - 1,\ , -4= _-. "'cp 5:12 , . kg,_''' r glilj. • -- A35PT Iio A? ,, , - 5:12 - :I:�:t2 O - — _ (2) C2 (4) Al I 9 .- -- -- -- _- --Ci -- -.. GARAGE RIGHT 14'-8' I 4'-8' I - 201-8' I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 07/14/14 PLACEMENT TRS CALCUOLLY.REFER TO ATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER t LENNAR 3180-A BAINBRIDGE DESIGNER/ENGNEEROFDRECORD ac 1 umb . .r RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: LARRY M REVISION-2: TO TRUSS CONNECTIONS.BUILDING _ DESIGNER/ENGINEER OF RECORD TO 1 / A CHECKED BY: REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. & T R U'S S COMPANY DELIVERY LOCATION: SCALE: REVISION-3: 1/8"= 1' 1. All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown+ +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with Joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311, ESR-1988(MiTek). `gv PRoi-Fszpirtof r. 44 OF yft,� ox -4' , !.r. G ,oma 24243 oy' yzs. / �.0}5SIp1VA1. ., . /0/4CYPIRFS 6/�at� Ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF M18BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Wind: 140 mph, h=15ft, 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 ph, h=15ts), Enclosed, CBCDL=t.2, Exp.A, h17-10,Dir), DL ON BOTTOM CHORD = 142.0 PSF load duration factor=l.6, Connector plate prefix designators:= CoTOTAL LOAD = 42.0 PSF Truss designed for wind loads MC,M2OCS,M18HS (or16 no prefix) = CompuTrus, Inc in the plane of the truss only. M,h120HS,M18HS,h116 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 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. R-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. 10-04 10-04 T '1 1' D IIM-4x4 5.00 J 5.00 3 o — I / m� I1 B2 o M-3x6(S) SO?�DO. IFFSS o M 3x4 . NGINF /� 7/Z1/T 2 Aiiir7PE 9r y L i.� — iI 7-01-04 13-06-12 - OREGON o, �2 1-06 20-08 /p 'Q4--(NI. 20\ 4: MERRIVA- P JOB NAME : LENNAR 3180-A BAINBRIDGE - Al Scale: 0.3707 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 Wim, 'Q 1, Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper J OF I.4- 7 j, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' , uC .A 2.Design assumes the top and bottom chords to be laterally braced at Q flii., 'r3.Additional temporary bracing to insure stability during construction Q'DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F re `;} 0 is the responsibility of the erector.Adddional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v 'Z DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! 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. : 6001880 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, ...*.K;%. design loads be applied to any component. and are for"dry condition"of use, jp4 ! , 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 ,ft,, necessary. .� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0� 4bISTER� e B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �' II I I III I�III VIII III(Q II III TPVWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL- II 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 seb ESR-1311,EdR-1988(MiTek) 1111111 III This design prepared from computer input by. PACIFIC LUMBER-BC e :r ii. _ LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 i 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° 0.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 <= 12'0C. 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 SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -130/ 1039V -74/ 74H 5.50' 1.66 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 8.0' -130/ 1039V 0/ OH 5.50' 1.66 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �OOND. 2: Design checked for net(-5 psf) uplift at 24 'so 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 T f f system and components and cladding criteria. 5-05-14 4-10-02 4-10-02 5-05-14 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' T '1' '( 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.001/ M-4x6 a 5.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 ,f--( I I y M-1.5x3 0 M-1.5x3 3 �(„s o PR°Fess of 1 2 r m 6 o ��'�� �`,/Z//P' / 9 ct M-3x4 0.25" M-3x4 M-3x4 o 92OOPE M-5x6(S) AO°, y 7-01-04 6-05-07 y 7-01-04 12- 4/OREGON\Ix �((97 k 1-06 y 20-08 y 1-06 y /0 'II' 14, 2°gP'� L JOB NAME : LENNAR 3180-A BAINBRIDGE - A2 EXPIRES:12/31/2015 Scale: 0.2952 WARNINGS: GENERAL NOTES,unless otherwise noted: 1'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 W 8 Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,..1:19 p4 ), 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q' �� C 2. Design assumes the top and bottom chords to be laterally braced at Q , "N 0 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h� :i. 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). y•_ 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. r---_ 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, gr--- TRANS I D: 403958 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 5 i-: 6. Design assumes full bearing at all supports /~ • s shown.Shim or wedge IfO * 51398 AY necessary. fabrication,handling.shipment and installation of components. 7. Design assumes adequate drainage is provided. .4` (iI$'I'$R O.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 L4' IN I I I 1110 II II II I I 11 I IIII TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SS7�NALti�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) 11 11141 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- 7=(-315) 1399 3- 7=(-301) 202 BC: 2x4 DF #1&BTR SPACED 24.0° 0.C. 2- 3=(-1595) 379 7- B=(-13B) 935 7- 4=( -96) 481 WEBS: 2x4 DF STAND 3- 4=(-1397) 352 8- 6=(-306) 1404 4- B=( -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,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 8.0' -103/ 867V 0/ OH 5.50' 1.39 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.050' @ 13'- 6.7' Allowed = 0.987' MAX TL CREEP DEFL = -0.117' @ 13'- 6.7' Allowed = 1.317' MAX HORIZ. LL DEFL = 0.019' @ 20'- 2.5' MAX HORIZ. TL DEFL = 0.031' @ 20'- 2.5° Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-04 10-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( 'f '( load duration factor=1.6, 5-05-14 4-10-02 4-10-02 5-05-14 Truss designed for wind loads f f ," f f in the plane of the truss only. 12 12 5.00 L M-4x6 5.00 4.0" 4 fin' II v M-1.5x3 0 M-1.5x3 ���rVQ PRQpFss ct 2_ _� 6 ZS o �� '(-7/ l%1 °2-- Q _________/2 M-3x4 0.25" M-3x4 M-3x4 R- ���P E r M-5x6(S) `, • I/ y 7-01-04 y 6-05-07 y 7-01-04 y y. ,,OREGON to k y /0 -1k 14, 2 ..6. 1-06 20-08 4/ FRR11.‘-e. JOB NAME : LENNAR 3180-A BAINBRIDGE - A3 EXPIRES:12/31/2015 Scale: 0.2920 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 LL.0 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 4 oQ WAS )k incorporation of component is the responsibility of the buildingdesigner.2.204 compression web bracing must be installed where shown+. P p P Y ) ,LSV (�' 3.Additional temporary bracing to insure stabidy during construction 2.Design assumes the top and bottom chords to be laterally braced at Q e, �,, TO 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 !� i continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1- DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 � , 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 'jf+"�_1, S E Q. : 6001882 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,1� design loads be applied to any component. and are for"dry condition"of use. + fir. TRANS I D: 40395 8 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. 'i<` FC(STER� 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 L5+ �j`" ti II I 100 11 Ii II I II III 4Q I I III TP WVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SIQNAL II 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 seb ESR-1311,EOR-1988(MiTek) I IIIIIIIIIIIN This design prepared from computer input by' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 > TC: 2x4 DF M18BTR LOAD DURATION INCREASE = 1.15 1-2=) -9) 4 5-4n(-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 <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) " For hanger specs. - See approved plans 0'- 0.0' -50/ 419V -141/ 52H 5.50' 0.67 DF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 11.5" -49/ 418V 0/ OH 5.50' 0.67 DF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M1BHS,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•I 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 HDRIZ. LL DEFL = 0.003' @ 9'- 6.0' T . . - MAX HORIZ. TL DEFL = 0.004' @ 9'- 6.0" 12 Design conforms to main windforce-resisting 1 M-1.5x3 .15.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 m u; 0 v ike44 �o 5"" M-3x4 M-3x4 C���_NGPN OFF0- CC !921//PPE X17 re- y y 9-06 y 9-11-08 -9L 4,OREGON\a ,`(v ./O Aly 14, 2° -I- /1,1 ° P+ MFR R 11.\-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - A4 EXPIRES:12/31/2015 Scale: 0.4749 `{ WARNINGS: GENERAL NOTES,unless otherwise noted. ME LC, 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: A4 and Warnings before construction commences, building component.Applicability of design parameters and proper J� O' V li� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q' , r G (� 2.Design assumes the top and bottom chords to be laterally braced at 4 s `P DES. BY' MJ 3.Additional temporary bracing to insure stability during construction T p 2'o.c,and at 10'o.c,respectively unless braced throughout their length by h het 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++ -/ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. .�/ � SEQ. : 60018 83 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. *s'i'res 6. Design assumes hill bearing at all supports shown.Shim or wedge if /� �� TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the necessary. "J3 ,p 51398 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. °A,.., FC/STERE .e 6.This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss,and placed so their center ♦- II I I II III I III II I IIII I III TPI WTCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. `sS/ONAL��G 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) II VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.8' IBC 2012 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 72 2- 7=( -74) 67 7- 3=(-576) 171 BC: 2x4 DF #188TR SPACED 24.0' 0.C. 2- 3=(-148) 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' -721 679V 0/ OH 5.50' 1.02 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 14'- 9.8' -52/ 472V 0/ OH 5.50' 0.76 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �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 = 0.097' @ -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, '1 f f f 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 3.00 M-1.5x3 Truss designed for wind loads 5 6 -/ in the plane of the truss only. 1 v M-3x4 co 0 M-3x4 0 3 v 0 IIII ���Ep PROFESS m o 2 " =7 8 =.9 �� AGN ��/ �M-3x4 M-1.5x3 M-3x4 M-3x4 ��� .T.920 OPE /97 y y y l `. �I it J, y y 4-07-08 4-11-06 5-02-14 'FG 47OREGON‘I'' acid 2-06 PROVIDE FULL BEARING;Jts:2.7,9I 14-09-12 �O 4/k 14, 2 �Q'E- MRR1tL JOB NAME : LENNAR 3180-A BAINBRIDGE - B1 EXPIRES:12/31/2015 Scale: 0.3452 WARNINGS: GENERAL NOTES,unless otherwise noted: oF+ L.L 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Wim, '`(� Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper J o@ fjJa, J, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' , a C (n 2.Design assumes the top and bottom chords to be laterally braced at Q �,, 3.Additional temporary bracing to insure stability during construction T O 2'o.c.and al 10'o.c.respectively unless braced throughout their length by h. Kt. 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.-r: 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. w(/ :1;A:: 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, design loads be applied to any component. and are for"dry condition"of use. « TRANS I D: 40395 8 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 �+ 3w� necessary. Qfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� ]' tel'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 1IIIIIIIII II till I IIIII I(�II IIIIIITPWVECA in BCSI,copies of which will be furnished upon request. lines coidcide with joint center nlines. S �G ' 9.tires indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 1 D.For basic connector plate design values see ESR-1311,EBR-1986(MiTek) IIIIIIIIIIIII This design prepared from computer input byf- PACIFIC LUMBER-BC :., t.. LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 OF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12°OC. UON. LOADING Wind: 140 mph, h=20.7ft, TGDL=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 ph, h=20.ts), Enclosed, C2,BCat.2, E6.0,xp.B, MWFRS(Dir),- , DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6,d Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Truss designed for wind loads C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc in the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 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. 7-04 7-04 1' 1212 5.00 I/ HM-4X4 Q 5.00 3 4 v as /o D '; F �cn F o M-3x4 t-%` '�6PE 0.0 9t' 44011111111P 1-06 14-08 yL 4,1fAEGON1� ,lv <O 1y 14, 2° P+ MFR RIO,0 JOB NAME : LENNAR 3180-A BAINBRIDGE - 01 EXPIRES:12/31/2015 Scale: 0.4986 WARNINGS: GENERAL NOTES,unless otherwise noted: L 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 9 Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper Jti o4�` kj,1 T 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q" �'% 0 F 2. Design assumes the top and bottom chords to be laterally braced at 'Q 1¢, �' , 3.Additional temporary bracing to insure stability during construction T O DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'c.c.and at 10'o.c.respectively unless braced throughout their length by M'ie P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v-i- 4. ry/ ,� '� 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. : 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, !�. ll - 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 /, +pO 51398 Qr� necessary. +� fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. t<` CiI$'1�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 1111111111111111111 TPUWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SS1ONALti�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) 110011 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-47) 672 6-3=(0) 340 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-82B) 144 6-4=(-47) 672 WEBS: 2x4 DF STAND 3-4=(-828) 144 LOADING 4-5=) 0) 65 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0° 16.0° LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -106/ 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,C18,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 °oc soacing.I 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° 6 -1'- 5.0' Allowed = 0.150° MAX TL CREEP DEFL = -0.015' 6 -1'- 6.0° Allowed = 0.200' MAX TL CREEP DEFL = -0.063' 6 7'- 4.0' Allowed = 0.917' MAX LL DEFL = 0.013' 6 16'- 2.0° Allowed = 0.150' MAX TL CREEP DEFL = -0.015' 6 16'- 2.0' Allowed = 0.200' MAX TC PANEL LL DEFL = 0.039' 6 10'- 5.1' Allowed = 0.472' MAX HORIZ. LL DEFL = 0.007' 6 14'- 2.5' MAX HORIZ. TL DEFL = 0.012' 6 14'- 2.5' Design conforms to main windforce-resisting 7-04 7-04 system and components and cladding criteria. ' ' '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), 5.001/ IIM-4x4 - 1 5.00 load duration factor=1.6, Truss designed for wind loads 3 4.0' in the plane of the truss only. 1,0" i c Ep PROF 2 M-3x4 M-165x3 M-3x4 4 � ����GINE �s`s�0 ct- !92kJ 9r 411PrA, k k k /I 7-04 7-04 -41 SC k k k k yG 4/OREGON bk 44,1-06 14-08 1-06 " 14 2-3\ P+ MFR R l- JOB NAME : LENNAR 3180-A BAINBRIDGE - C2 EXPIRES:12/31/2015 Scale: 0.3986 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 ORRILL 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper J� 04 wfj>., 2.2n4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Nr w C 3.Additional temporary bracing to insure stabaity during construction 2.Design assumes the top and bottom chords to be laterally braced at Q T �,• .T +� DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F. ` p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.' '. DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � 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. / / ''a„.1 SEQ. : 6001886 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. S 1�:r�'� 6.Design assumes full bearing at all supports shown.Shim or wedge if ��'•• �� TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4, 51398 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. (i L'GIST w .?'' 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 �' l` 111101 I II iiii 111111 I loom II TPI W CA in BCSI,copies of which will be furnished upon request. git coincideitwith jointcenterche. sSIONAL EAG I 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E le.For basic connector plate design values sewESR-1311,E�R-1988(MiTek) IIIIIIIIIIIII This design prepared from computer input byf PACIFIC LUMBER-BC • LUMBER SPECIFICATIONSTRUSS SPAN 14'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-830) 167 1-5=(-78) 674 5-2=(0) 340 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-830) 153 5-3=(-78) 674 WEBS: 2x4 DF STAND 3-4v( 0) 65 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.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,C1B,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 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, T '' ') (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 5.00 1/ 11M-4x4 ------.1 5.00 Truss designed for wind loads in the plane of the truss only. ii 4.0" 2 (--( 1.0" o 1 53 4 - o ��REQ PRCFFSs M-3x4 M-1.5x3 M-3x4 \ NGj NGINE /O ,5 71111 91- y 1, y 7-04 7-04 `, �� y 14-08 y 1-06 y -y41 OREGONO�a ,<41 J. O 14, 2C)\ 4, 2 P�- MRRILA-e JOB NAME : LENNAR 3180-A BAINBRIDGE - C3 EXPIRES:12/31/2015 Scale: 0.4271 WARNINGS: GENERAL NOTES,unless otherwise noted: .RIULL 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 9 T r u s s: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper J� of WASN,. J 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 'R 4.(, 'QVC 2. Design assumes the top and bottom chords to be laterally braced at Q r., �O 3.Additional temporary bracing to insure stability during construction Q' 1- DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by h - ;'i. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). '2' DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ 40.4e 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. 4di / �iL.. SEQ. : 6001887 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, (01--. 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 �� necessary. +Q fabrication.handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. OIC` F'rils•r5..0 ,�3 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 '4' ♦- 111111111111111111111111111 I I I I II III I III II II I I III III TPUWTCA in BCSI,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 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 254 DF N1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Wind: 140 mph, h=23.6ft, 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 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 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: M-1x2 or equal typical at stud verticals. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-10-08 17-10-08 T 11-11-09 5-10-15 5-11-01 11-11-07 12 IIM-4x4 12 6.00 I/ 3 -'-----.I 6.00 la M-3x6(S) M-3x6(S) 8 I 9 C3 ',I ��V Aro,, � 7Fess/i C3 M-3x6 (S) hir ?92esPE M-3x4 /' it link e-_ - •N 0, 4U 17-10-08 17-10-08 i6 q y 14 2° P4- y 1-06y 35-09 �FRR1t�-� JOB NAME : LENNAR 3180-A BAINBRIDGE - D1EXPIRES:12/31/2015 Scale: 0.2350 WARNINGS: GENERAL NOTES,unless otherwise noted: BRILL B 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 oV WAS T incorporation of component is the responsibility of the building designer. Q' ti 2� 2.2x4 compression temporary web bracing must be installed where shown+. C �/ 2.Design assumes the top and bottom chords to be laterally braced at 4 r, '' 'I- 3.Additional temporary bracing to insure stonily rm ng construction Q' Q DES. BY: MJ 2'continuous and at 10'o.c.respectively unless braced throughout/o their length by ! . is the responsibility of the erector.Additional permanent bracing of 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++ / „ ! 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .�r -,,,,,i_._,I., 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, �,� design loads be applied to any component. and are for"dry condition”of use. TRANS I D: 40395 8 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 .f1O $1398 Q� necessary. ,(r, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Cij$'['$R 1?' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III III II i I�ill I II VIII II I I IIII TPINViCA in BCSI,copies of which will be furnished upon request. lines coincideinicatwith joint ain che. SSI�NALti�G • II 9. Digits nasize of plate ein inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sea•ESR-1311,E8'R-1988(MiTek) 111111 1111 This design prepared from computer input by* PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 9=(-431) 2269 3- 9=(-272) 187 BC: 2x4 DF #1&BTR SPACED 24.0° O.C. 2- 3=(-2654) 544 9-10=(-296) 1895 9- 4=( -18) 477 WEBS: 2x4 OF 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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 541 6-111 -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 2D 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 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0° -205/ 1501V 0/ OH 5.50" 2.40 DF ( 625) ** For hanger specs. - See approved plans 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 HDRIZ. LL DEFL = 0.056' @ 35'- 3.5' MAX HORIZ. TL DEFL = 0.092' @ 35'- 3.5' Design conforms to main windforce-resisting system and components and cladding criteria. 17-10-08 17-10-08 Wind: 140 mph, h=23.6ft, TCDL=4,2,BCOL=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), T T f f 1 ,f ,' load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 1/ M-4x6 \1 6.Do 4.0" 5 .hr M-5x8(S) M-5x6(5) 3.1' 0.25"1 0.25" ao M-1.5x33 + +¢ +, M-1.5x3 �RE� PROFFS 11111111 �4�;O:t9;2:11111111PIIINGe:P/119NE 1s>o c, - - 4 r' �• y cp cD M-3x8 M-3x4 �U•25" M-3x4 M-3x86** o `-;111.#al"-M 5x8(S) - {a ,<41 J, y y y i0 -.1Y 14 2° *- 9-02-08 8-08 8-08 9-02-08 e'‘'.- 1-06 35-09 JOB NAME : LENNAR 3180-A BAINBRIDGE - D2 EXPIRES:12/31/2015 Scale: 0.1761 WARNINGS: GENERAL NOTES,unless otherwise noted: ‘0, L 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 WAS Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper J o4 j, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7' ,s� C F 2. Design assumes the top and bottom chords to be laterally braced at Q /v, lO 7. 3.Additional temporary bracing to insure stability during construction Q' DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F4 ..cit P y 9 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++ 7�a-� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / 'V,�,_ ' SEQ. : 6001889 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, r1 design loads be applied to any component. and are for"dry condition"of use. T. TRANS I D: 403 958 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if /, 51398 w� necessary. i? fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0.4, FC/S'I'ER" ,4446.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center �'' II IIIIII II II II 1111 IIIIII III TPVWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sSIONALti�G 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2-10=(-373) 2278 3-10=(-272) 187 BC: 2x4 DF H1&BTR SPACED 24.0' O.C. 2- 3=(-2653) 532 10-11=(-259) 1902 10- 4=( -18) 477 WEBS: 2x4 OF STAND 3- 4=(-2404) 504 11-12=(-2B2) 1895 4-11=(-683) 247 LOADING 4- 5=(-1699) 454 12- 8=(-417) 2263 11- 5=(-237) 1128 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 453 11- 6=(-683) 247 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2404) 504 6-12=( -18) 477 TOTAL LOAD = 42.0 PSF 7- 8=(-2653) 532 12- 7=(-271) 187 OVERHANGS: 18.0' 18.0' 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -269/ 1673V -205/ 205H 5.50' 2.68 OF ( 625) 35'- 9.0" -269/ 1672V 0/ OH 5.50' 2.68 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.128' @ 17'- 10.5' Allowed = 1.742' MAX TL CREEP DEFL = -0.303' @ 17'- 10.5' Allowed = 2.322' MAX 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 '' 1' 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. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 V M-4x6 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,(-,( in the plane of the truss only. M-5x8(S) M-5x8(5) 3.1" 0.25" 0.25' '64 o0 M-1.5x3 1/\", M-1.5x3+. .�Q,ED PR pFFssCD 0 '92SSPE 9r CD �. �/ CD -1M-3x8 M-3x4 lo 1b.25" M-3x4 M-3x8 \ o `'�.' / cc M-5x8(5) - ,OREGON�a 44/ k y y y J, ,O y 14 20 A- 9-02-08 8-08 6-08 9-02-08 �Q 1-06 1-06 � y 35-09 1, /- � RRIL- JOB NAME : LENNAR 3180-A BAINBRIDGE - D3 EXPIRES:12/31/2015 Scale: 0.1785 WARNINGS: GENERAL NOTES,unless otherwise noted: 9, BREL.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: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4ti OF w �• incorporation of component is the responsibility of the building designer.2.2x4 compression web bracing must be installed where shown+. D P Ip Y 9 T. O (i 3.Additional temporary bracing to insure stabhty during construction 2.Design assumes the top and bottom chords to be laterally braced at Q e'� p, T +P DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h nrO is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 410 '-''. 1. DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / A �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /� /// >�_: SEQ. : 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, �: design loads be applied to any component. and are for"dry condition"of use. f 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 v. .p 51398 w� necessary. 4. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O� FGISTh cv 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 1111111111111111111 TP WVECA in BCSI,copies of which will be tarnished upon request. lines coincide with joint center Tines. SSIOIVAL 9.Dgits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 70.For basic connector plate design values seg ESR-1311,E$R-7988(MiTek) IIIIIIIIIIIIIIThis design prepared from computer input by` PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-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=(-2B1) 1907 9- 3=1 -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 BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0° -205/ 1501V -201/ 192H 5.50' 2.40 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0° -271/ 1679V 0/ OH 5.50° 2.69 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.128' @ 17'- 10.5' Allowed = 1.742' MAX TL CREEP DEFL = -0.303' @ 17'- 10.5' Allowed = 2.322' MAX LL DEFL = 0.013' @ 37'- 3.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ 37'- 3.0' Allowed = 0.200' MAX HORIZ. LL DEFL = 0.056' @ 35'- 3.5' MAX HORIZ. TL DEFL = 0.092" @ 35'- 3.5" Design conforms to main windforce-resisting 17-10-08 17-10-06 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, d ind 6.00 - M-4x6 '= 6.00 Trinuss thedplaneeoffor thewtrussoads only. 4.0" 4 r(n' M-5x6(S) '- 3.1" M-5x8(5) 0.25" 0.25" o. wo +8 M-1.5x3 \6)11pieL0111111111116...„M-1.5x3 + +, ((,Q,Ep P R pFFss 0 16M-3x6 M-3x4 100.25" M-3x4 M-3x6\ cD f'�lt'C. �' Sc. M 5x6(S) 1 4, I), A:',"/y 9-02-08 y 8-08 y 8-08 y 9-02-08 y y /O MARI�L�P-1- 35-09 1-06 JOB NAME : LENNAR 3180-A BAINBRIDGE - D4 EXPIRES:12/31/2015 Scale: 0.1878 WARNINGS: GENERAL NOTES,unless otherwise noted: ,ELL 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 9 Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper J� o4 WAST 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' ,cti (� 2. Design assumes the top and bottom chords to be laterally braced at Q P;. T `p 3.Additional temporary bracing to insure stability during construction F- Q DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h - - Kt- 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 bndging or lateral bracing required where shown++ .y) /�!' TRANS I D: 403958 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / -{;_S_ SEQ. : 6001891 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, ,- design loads be applied to any component. and are for"dry condition"of use 5.CompuTrus has no control over and assumes no responsibility(or the 6.Design assumes full bearing at all supports shown.Shim or wedge if /+ .1O 51398 (w � necessary. fabrication,handling,shipment and installation of components- 7,Design assumes adequate drainage is provided. �i(,S s .c4v 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I 111111111111111 TPI W CA in BCal copies of which will be furnished upon request. lines coincide with joint center lines. SSIpNAl,�l�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 111 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 N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2658) 574 1- 8=(-439) 2284 2- 8=(-275) 209 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. 2- 3=(-2407) 540 8- 9=(-295) 1898 8- 3=( -36) 486 WEBS: 2x4 DF STAND 3- 4=1-1700) 465 9-1D=(-292) 1897 3- 9=(-686) 246 LOADING 4- 5=1-1700) 465 10- 7=(-441) 2268 9- 4=(-246) 1129 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2407) 540 9- 5=(-686) 246 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2658) 574 5-10=( -36) 486 TOTAL LOAD = 42.0 PSF 10- 6=(-274) 209 ** For hanger specs. - See approved plans 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,M20HS,M18HS, or = 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) M16LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -208/ 1501V 0/ OH 5.50" 2.40 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: 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: 14D mph, h=23.6ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, 17-10-08 17-10-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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 f '1 "1 'I 'f f '1 in the plane of the truss only. 6.00 V M-4x6 \I 6.00 4.0" 4 M-5x6(5)00 ,M-5x6(S) 0.25" 0.25" 3 M-1.5x3 /4)100M-1.5x3e '<(5' 13PROpFE�ss 0 0 V� N. -f- 4 ....1 ��. 0 1** 8 9 10 **7 0 4_ o M-3x8 M-3x4 0.25" M-3x4 M-3x8 0 `a M-5x8(S) - 4OREGON�� �i2 y ), y > /- , -9y 14 20 -E y 9-02-08 8-08 8-08 9-02-08 y MFRR10-�P 35-09 JOB NAME : LENNAR 3180-A BAINBRIDGE - D5EXPIRES:12/31/2015 Scale: 0.1852 WARNINGS: GENERAL NOTES,unless otherwise noted: , FILL , 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 wAs �Q t_ Truss: D5 and warnings before construction commences. building component.Applicability of design parameters and proper 4 �� fIA- 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' �!{i �.' 2.Design assumes the top and bottom chords to be laterally braced at Q y,, .� 4 3.Additional temporary bracing to insure stability during construction T O DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c respectively unless braced throughout their length by CF•: P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' , .` DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until atter all bracing and 4. Installation of truss is the responsibility of the respective contractor. , . SEQ. : 6001892 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "GI413.1.sr:;:s.lw. design loads be applied t o any component. and are for"dry condition"of use. �r 76.Design assumes full bearing at all supports shown.Shim or wedge if �"' �-- �TRANS ID: 403958 5.CompuTrus has no control over and assumes no responsibility for the necessary. ? �fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. °`C+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 Lt' 1 .- 111111111111111111111 TPI/VYrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. sSIONAL�l 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 sew,ESR-1311,E'5R-1988(MiTek) 1101111111 IIII IIII This design prepared from computer input by: PACIFIC LUMBER-BC I) n LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0° 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF k1&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 Wind: 140 mph, h=23.6ft, 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 42.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 4 DL ON BOTTOM CHORD = 10.0 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: M-1x2 or equal typical at stud verticals. C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for M,e2sHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-10-08 17-10-08 1' T 11-11-09 5-10-15 5-11-01 11-11-07 -1 T T I I 12 HM-4x4 12 6.00 NN _\I 6.00 M-3x6(5) M-3x6(5) 06 9q PR Co Q Oress o M-3x6(S) �' '92SOPE M-3x4 / r'.'.� eillOr .- -sN � (v (Z- 17-10-08 17-10-08 0 q y 14, z° -V'- 35-09 FRRILk- JOB NAME : LENNAR 3180-A BAINBRIDGE - D6EXPIRES:12/31/2015 Scale: 0.2425 WARNINGS: GENERAL NOTES,unless otherwise noted: ALL 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual w ,_ �'�. Truss: D6 and Warnings before construction commences. building component.Applicability of design parameters and proper J 04 144, j� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. "r � 0 F 2. Design assumes the top and bottom chords to be laterally braced at h. �' 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4. i:_ DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v 1, DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 5* ,r1-.4:„±:f.- 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / 1 :-, S E 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: 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 �~ .n"10A., 51398 �Q� necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. e<` C::-I- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I II III HE I I I II NMI TPVWTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. SSIONALti�� 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 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #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 Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-1D, BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 1401 ph, h=20.ts), Enclosed, C2,BCat.2, =6.D,Exp.B, CEF7-10, DL ON BOTTOM CHORD = 10.0 PSF load duration fEnclos1.6, ir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc in the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 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 T 'I' 12 12 6.001 - H M-4x4 \I 5.00 3 C 4 coo,, 0 � � //////////////////////////////////////////////////////////////////////////////////// o 0 0 M-3x4 M-3x4 :. (' ,Q,410 PR pFFss c. N-, t4GINEp_ J, 1-06 y 10-08-08 y ,...,,-opt-t- _ o tZ- - ,,OREGON�N �lv 'O -1/- 14, 2� P4 M_ RR10�-� JOB NAME : LENNAR 3180-A BAINBRIDGE - El EXPIRES:12/31/2015 Scale: 0.5857 WARNINGS: GENERAL NOTES,unless otherwise noted . E1tRILL 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 individualwA+S Truss: E 1 and Warnings before construction commences. budding component.Applicability of design parameters and proper 1j.•$) 0v -/j, incorporation of component is the responsibility of the building designer. Q' f� �Y '({\ 16 2 204 compression web bracing must be installed where shown construction ,�, C 2.Design assumes the top and bottom chords to be laterally braced at Q s .� DES. BY: MJ 3. isAthe responsnal ibility ofy the ng to insure Additional stabilitypduringrmpermanent bracing oQ is the res onsibiht of the erector. ermanent of 2'n in and at 1 a'hin such as respectively ones braced throandut/or dry length b). F, - K'i:. ,. P YP continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � . � 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. I~ / ',111 t, SEQ. : 6001894 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r l design loads be applied to any component. and are for"dry condition"of use. i 6.Design assumes full bearing at all supports shown.Shim or wedge rt ��" 51398 4' TRANS ID: 403958 5.CompuTrus has no control over and assumes no responsibility for the necessary. 'f' * ,f9 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O.,4, EGrsTs'- - ' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �' 1' I TPI/VVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONALv_':G II I I II III II 1111111 I`� I I III 9.Forbs indicateinsizetatd in inches. ✓ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. basic connector plate design values see ESR-1311,E$R-1988(MiTek) 111111101 This design prepared from computer input by, PACIFIC LUMBER-BC " LUMBER SPECIFICATIONS10-08-08 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ...- TC: TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4942) 1078 1-4=(-906) 4288 4-2=(-906) 4298 BC: 2x6 OF SS 2-3=(-4942) 1078 4-3=(-906) 4288 WEBS: 2x4 OF STAND; LOADING 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) IC 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'OC. UON. 0'- 0.0' -942/ 4245V -45/ 45H 5.50' 6.79 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 8.5' -942/ 4244V 0/ OH 5.50' 6.79 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICON. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP I 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" ( 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 . I' Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-1D, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00[7'. X16.00 load duration factor=1.6, M-4x6 Truss designed for wind loads in the plane of the truss only. 4.0" 2 41..► M-5x12 M-5x12 C3 1►' 4 ► 3 --Io 0 M-3x8 .<<-‘),EO PROre ,i N7/I ZI/T 0* J, y y cc '92SSPE r 5-04-04 5-04-04 / y -le Lt WEDGE REQUIRED AT HEEL(S). 10 08 08 yL 4 OREGONb ,ems <Q 9), 14, 20\ Q� MFRRIL"-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - E-GIRD EXPIRES:12/31/2015 Scale: 0.4948 WARNINGS: GENERAL NOTES,unless otherwise noted: OPLL B 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 Truss: E-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper Jti p4 wfll,1 T 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' �((. C tt% 2. Design assumes the top and bottom chords to be laterally braced at Q 1!,. I' 3.Additional temporary bracing to insure stability during construction F' O DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /. e'i_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). x'' '• DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a 'le./ 1,'a" 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �,--- SEQ. : 6001895 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1/ 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 it / .fiO ,.� necessary. *„51398,0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .C` C/$'j'ER ct� 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 l ♦- II I I II III I III I II 1111 TPI WTCA in Bcsl copies of which will be furnished upon request. lines coincide with joint center lines. SSIONALF 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 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacinq,j TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF H1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. IC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21ft, 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 DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Connector plate prefix designators:= TOTAL LOAD = 42.0 PSF Truss designed for wind loads MC,CN,C18,CN18M2OHS,M1BHS (or16 n= MiprTek = CompuTrus, Inc in the plane of the truss only. M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. Re REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Referer or equal typical at stud verticals. 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 12 12 6.00 V I IM-4x4 X16,00 3 I I 4 co et — —— V O/— (7:3 �� I . .t.Fe, o M-3x4 ''S1PE 9T' `, ,I 1-06 14-08 - 1CAEGON.N AtvC <O 4/' 14, 2° }• Q MER R I I-t-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - F1 EXPIRES:12/31/2015 Scale: 0.4986 WARNINGS: GENERAL NOTES,unless otherwise noted: xORRILL,q� 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 t9 wA$ T Truss: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper J of 7 j, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ' ,<2.Design assumes the top and bottom chords to be laterally braced at QDES. BY MJ 3.Additional temporary bracing to insure stability during construction T2'o.c.and at 10'o.c.respectively unless braced throughout their length by !s, iis the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rfritil:V63,1C14 �,'•. -1- DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �71y' 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. /r I .t`s 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, C;; design loads be applied to any component. and are for"dry condition"of use. �� Y-=rj 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 tt,� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� FGI$TER� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I II II I III I I`� I I III TPI VY CA in BCSI,copies of which will be furnished upon request. Digs ci dicat with jof plateain che SSIONAL��G 9. Digits indicate size of tein inches.li 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 All ° o. This design prepared from computer input by' PACIFIC LUMBER-BC ' a 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) 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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0' 16.0' LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -135/ 787V -77/ 77H 5.50' 1.26 DF ( 625) Connector plate prefix designators: 14'- 8.0' -135/ 787V 0/ OH 5.50' 1.26 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.015° @ -1'- 6.0' Allowed = 0.200° MAX LL DEFL = 0.013' @ 16'- 2.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ 16'- 2.0' Allowed = 0.200' MAX TC PANEL LL DEFL = 0.051' @ 4'- 1.9' Allowed = 0.495' MAX TC PANEL TL DEFL = 0.192' @ 10'- 6.1' Allowed = 0.743' MAX HORIZ. LL DEFL = 0.005' @ 14'- 2.5° 7-04 7-04 MAX HORIZ. TL DEFL = 0.010' @ 14'- 2.5' Design conforms to main windforce-resisting 12 12 6.001/ IIM-4x4 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 ,F-r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 co 0 ;;:,:: �� fl 4 �EpPRQpcD M-3x4 M-1.5x3 M-3x4 � �NyGIN� /0 a92s•PE 9r 1 7-04 1 7-04 1, `'!! '• 4 It y 1 06 y 14 08 y 1 06 /- - OREGON\� 44,• /O �Y 14, 2� Q+ MFR R 11-\-0 JOB NAME : LENNAR 3180-A BAINBRIDGE - F2 EXPIRES:12/31/2015 Scale: 0.4111 WARNINGS: GENERAL NOTES,unless otherwise noted' ORRILL,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 Q Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper J1 of WAS j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 'r �� C' F< 2.Design assumes the top and bottom chords to be laterally braced at ' r., 3.Additional temporary bracing to insure stability during censtmct,on T 0 DES. BY: MJ2'o.c.and at 10'o.c,respectively unless braced throughout their length by f4 - - -4[. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor 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. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / /11..- -;;, 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, , fi �----� TRANS I D: 403958 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /, .flO 51398 ,.{,, fabrication,handling,shipment and installation of components. necessary. +Q P P 7.Designlaesassumesadequatedraboth eio sa Ci($']'$R 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center III I IN II 111111 I II III III II TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �ssIONALE�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-1966(MiTek) 1111111011 III IIII 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 40R/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8558) 1896 1- 6=(-1630) 7448 5- 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 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 14'- 8.0" V 4- B=( -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 BAG 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/ 638 5.50" 9.30 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 14'- 8.0° -1291/ 5814V 0/ OH 5.50" 9.30 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 psf) uplift at 24 "oc spacing.) ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 _ Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.071" @ 7'- 4.0" Allowed = 0.688" � nails staggered at: MAX TL CREEP DEFL = -0.167° @ 7'- 4.0° Allowed = 0.917" 9° oc in 1 row(s) throughout 2x4 top chords, 6° oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.023' @ 14'- 2.5" 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.039" @ 14'- 2.5" 9° oc in 2 row(s) throughout 2x6 webs. 7-04 7-04 Design conforms to main windforce-resisting T f f 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, f - ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.001/ M-5x6 Q 6.00 Truss designed for wind loads in the plane of the truss only. 5.0" 3 11444% M-3x8 4111 M-3x8 4 M-5x10//�� M-5x10 o /�AA 111, rim § �m ,w o o d �® ® ® �oQED PR OFF 1=3" 6 7 8 -m5 GJ�� �G(NEA.,OA, M-3x8 M-7x10 M-3x8 $ b y/ti/spy 02 IPE yr 1 4-01-04 y 3-02-12 y 3-02-12 y 4-01-04 y `'� �I• Cr y 14-08 WEDGE REQUIRED AT HEEL(S). y �L4OREGON �G(j �1t, / O y14, 2 P-! M RRI�L 0 JOB NAME: LENNAR 3180-A BAINBRIDGE - F-GIRD EXPIRES:12/31/2015 Scale: 0.4006 WARNINGS: GENERAL NOTES,unless otherwise noted' . LL 4, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1Q Truss: F-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper J OW 9 L � 7J ° 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '4, Q" b C 2.Design assumes the top and bottom chords to be laterally braced at - Q }/giii',- ', 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,..7 .-t: O DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 'Z DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. / / 1i , ir- SE Q. : 6001898 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f C4.jJ- - design loads be applied to any component. and are for"dry condition"of use. �Ip, 1: TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .nO 51398 <q fabrication,handling,shipment and installation of components. necessary. +Q ,(, P P 7.Design assumes adequate drainage is provided. tC+ (ij$' ,R �'" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces cf truss,and placed so their center Lt' II I I 111111111111111111111111111 TPI/VViCA in BC51,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 10.For basic connector plate design values see ESR-1311,EBR-1988(1+1iTek) 11011 III This design prepared from computer input by. PACIFIC LUMBER-BC (x LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing.) TC: 2x4 DF #t1&8TR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF H1&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=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=l.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ReRefer or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-11-08 7-11-08 T T 1' 12 12 6.00 V iM-4x4 a 6.00 3 CO 4 CO o,/- _,o o /H//////I///////////////////////////////////////////////////I///////////I////////////V/O////////////I///////////I//////////A , •R pFFss o kc? -N7/Zl ''� 0 M-3x492I.PE r �r/ 1-06 15-11 -9L , p1aFGON�� �(U /O '44- 14, 2Q' b.p�- ' RRIt�-'3 JOB NAME : LENNAR 3180-A BAINBRIDGE - G1 EXPIRES:12/31/2015 Scale: 0.4688 WARNINGS: GENERAL NOTES,unless otherwise noted: vODULL, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual w , Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper J Of > 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' 4, C 3.Additional temporary bracing to insure stability dunng construction 2. Design assumes the top and bottom chords to be laterally braced at ' . " y1,, ,J. P DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� C" O� P y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.- DATE: 7/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. _ / '!'� SE Q. : 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, :4:11 design loads be applied to any component. and are for"dry contlrtion"of use. / ♦6. Design assumes full bearing at all supports shown.Shim or wedge if J '�TRANS ID: 403958 5.CompuTrus has no control over and assumes no responsibil y for the necessary. 4, ((..�..fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ��� � .a��� 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 'vs), 11`` VIII III III 111111III III TPI/VVI'CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I�T]f�j.� 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 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 N1&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 <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 16.0° 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 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 1COND. 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" T f �( MAX BORIZ. TL DEFL = 0.016" @ 15'- 5.5" 4-02-02 3-09-06 3-09-06 4-02-02 Design conforms to main windforce-resisting T f ' ,r -i' system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4X4 � 6.001/ I 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ,� Truss designed for wind loads �� in the plane of the truss only. M-1.5x3 M-1.5x3 3 '. ..c . IP R pFFss/ce, coO T 1 M-3x4 M-3x8 M-3x4 �\ N92�%PE l 7:-4400,,,./, 7-11-08 7-11-08 y y y y - tr A_OREGON\� ,4/ 1-06 15-11 1-06 �O �� 14, 2O P} SER R O-0 JOB NAME: LENNAR 3180-A BAINBRIDGE - G2 EXPIRES:12/31/2015 Scale: 0.3438 WARNINGS: GENERAL NOTES,unless otherwise noted QULI.8 4. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,1 of VIASS44, ), 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q"' tt, Gu (G 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,, -6 Y- DES. BY• MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by A, t44., continuous sheathing such as plywood sheathing(TC)and/ordrywall(13C). �° '� 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. : 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, rd"Irr J design loads be applied to any component. and are for"dry condition"of use. „.../it.' 1 ', 4a 51398 ' TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility6.Design assumes full bearing at all supports shown.Shim or wedge if y for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ok FG/STF.,R� 4,,,:k4,,,:k.„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 '6 1101 100 II III 111 I �� II III TPIMTCA in 8C51,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONALti1G 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 sear:ESR-1311,EBR-1988(MiTek) IIIIIIIIIIIIII 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 OF k18BTR 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=(-269B) 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)+OL( 14.0)= 64.0 PLF 0'- 0.0' TO 15'- 11.0' V 4- 8=( -586) 2784 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0' TO 15'- 11.0' V BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -1402/ 6309V -69/ 69H 5.50' 10.09 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 15'- 11.0' -1402/ 6309V 0/ OH 5.50' 10.09 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for nett-5 psf/ uplift at 24 'ox 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' @ 7'- 11.5' Allowed = 0.750' nails staggered at:rl MAX TL CREEP DEFL = -0.202' @ 7'- 11.5' Allowed = 1.000' 9' oc in 1 row(s) throughout 2x4 top chords, 6' oc in 2 row(s) throughout 2x6 bottom chords, MAX 80811. LL DEFL = 0.028' @ 15'- 5.5' 9' oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.047' @ 15'- 5.5' 9' oc in 2 row(s) throughout 2x6 webs. 7-11-08 7-11-08 Design conforms to main windforce-resisting f T f system and components and cladding criteria. 4-06-12 3-04-12 3-04-12 4-06-12 Wind: 14D mph, h=21.2ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, 1 T T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.001/ M-5x6 6.00 Trinuss thedplaneed offor thewind trussoads only. 6.0" 3'(-4 W�\ M-3x8 2 6 M-3x8 4 a .., D M-5x10Alifilkl& M-5x10 0AIIIIIIIII o ►e� �® ® ® o O's P R OFFS 1 - s 7 s s 5 GINE�f'� ,., M-3x8 M-7x10 M-3x8 ,C�� �`N7/ZI/I! 02 3920,PE 9r y 1, y 1. y ,,,,,imp, I%MP y 4-05 3-06-08 3-06-08 4-05 y 1L a 4,OREGON� �(lr� 15-11 WEDGE REQUIRED AT HEEL(S). /O -91. 14 ZQ P '' RRl --0 JOB NAME : LENNAR 3180-A BAINBRIDGE - G-GIRD EXPIRES:12/31/2015 Scale: 0.3846 WARNINGS: GENERAL NOTES,unless otherwise noted: .ALL ,, 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 .SQ Truss: G-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper Q' X04 WASINC > 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. CCI 2.Design assumes the top and bottom chords to be laterally braced at Q l., 7. 3.Additional temporary bracing to insure stability dunng construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length by h� i'i_ 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++ 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. / ,:IS:Thr--":LT'' .; SEQ. : 6001901 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, 4'1 design loads be applied to any component. and are for"dry condition'of use.TRANS ID: 403958 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppo s shown.Shim or wedge if /, 39Q�necessary. 4 ,(,,,fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O� ,?' 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 v t` III I (II III I 0111 11111 11 III I III TPVWTCA in BCSI,copies of which will be tarnished upon request. lines coincide with joint center lines. ssIONALE�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)