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Plans I' F - ,o'er 1 Hoo 1 ,� RECF,,J 'E OCT 1 2015 C1T OF1i 6 .12 GARU , BUI ING DJVIS10n , s. i ' Ah :c 8 r, PITCH BREAK 6 12 NOT DESIGNED INTO TRUSS A M1 S26 „... • ... E? -- — N II! r ' — =C= Iii T I_ 6:12 i; . • , ;• ,.. A . . • 4 •m . • '2(10) ' -r.: 6:12 : (5) 1iIIiIPii ! �1 8:12 <beoa — i mead ■ 4 11.111.!M. I 31'-06 <i„ta 13'-6 19'5 1/Y r ©Copyrig CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 09/16/14 PLACEMENT CULATIONS AND • ENGINEERED PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER IN LENNAR 2892-A3C MARQUAM ERICAN INFORMNWNEBUIFRE Paoli ' u e r DESIGNERIENGINEER OF RECORD „PLAN: DRAWN BY: LA Y M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING LENNAR 2892-A MAUkANI/ A 3 CAR DESIGNER/ENGINEER OF RECORD TO & TRUSS C M ANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SC E: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8”= 1' r All designs are property of-Pee' c Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. C. c: 7)/hcl Sid -' w F 104-0' 40'-0' 8:12 v; • PITCH BREAK . , . . Iii , NOT DESIGNED j 6:'12 INTO TRUSS E4 M -v.: •A. � — r I I . � v ` 5721#21# \ 5721 N\ius28. . I . - _- , \ 8:12 N 6: 41,, . , ... _ ) ....,A I I___ , ' T. .— - • U? 3051_ \ MUS28_ f MUS26 - B2(10) B:12 E2 (5) 6:12 a., :1q -- • .. . �trc�i • 8:12 ' -- ------ 11 �ii GARAGE LEFT �, ' r 2 (2) -- . .r I. G1 A2 (4) § 31'-0' k 13'-0' 19'-5 1/2' .. a Cupyrtgrn Cmnpu- us Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 09/16/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL Nord+PROJECT REVISION-1: D SFORA FURTHER LENNAR INFORMATION.BUILDING um er LENNAR 2892-A3C MARQUAM AMERICAN DESIGNER/ENGINEEROFREC ORD PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NOB-TL RE TRUSS CONNECTIONS.BUILDING ING LENNAR 2892-A M RUtk MY:I A 3 CAR DESIGNER/ENGINEER OF RECORD TO & T R U S S REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION. SCALE.: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 0 MiTek USA, Inc. / CornpuTrus 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 TPUWTCA 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). . p,.JOf1 ,: . -o PROPA- J� �V 0 �GANE.6. .. C y 11: Tar �t fhb, 1 OR N 2420 g, 25:% p p % ' f •J ' 10NAL v ' //c//3 r),'I d 1 EXPIRES 6/3011E--; IIII II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 • BC: 2x4 DF 41&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'00. UON. LOADING BC LATERAL SUPPORT <= 12•OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek YT 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. I REQUIREMENTS OF IBC 2012 AND IAC 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. 6-09 6-09 1 12 12 6.00 1 . HM-4x4 \I 6.00 3 1 VI (+) o �o °o Hi 0 o • 0 0 M-3x4 M-3x4 4.r� '0V inl Qi kc 7920IPE 91- �;', �y 2-00 13-06 -L 4,REGONt„ 4t 'O4)- 14, v\ P+ MFR R I L\-0 JOB NAME: LENNAR 2892-A MARQUAM 3 CAR - Al Scale: 0.5028 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 1,$RRILL, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper Jti o 4 WAS1-# > 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. C �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q $'� r. J. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r. ,. DATE: 9/10/2014 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. ,441P, ..4:,..- / �, SEQ. : 605 6346 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 and are for condition'of use. �.�� , ill o con ro any card assut, 'dry 51398 TRANS ID: 407883 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge it cr fabrication,handling,shipment and installation of components. 7,pesign assumes adequate drainage is provided. �0 �.Z �V� B.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center �� Cj�1�R �S' IIIIII VIII VIII I III VIII VIII III I IIII III 7PI WfCA in BCSI,copies of which will be fpm shed upon request. lines coincide with joint pl ate in inches. sSfONAL G 9.Digits inside size of plate in inches. MiTek A,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(Mink)•4.1 ' w r • • 1 IIIIIIIIIIIIII r 1 This design prepared from computer input byi„, PACIFIC LUMBER-BC 4• LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 101 2-6=(-27) 509 6.3=(0) 311 BC: 2x4 DF U1&BTR SPACED 24.0" O.C. 2-3=(-676) 114 6-4=(-27) 509 WEBS: 204 DF STAND 3-4=(-676) 114 LOADING 4-5=( 0) 101 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 24.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -145/ 795V -76/ 76H 5.50" 1.27 DF ( 625) Connector plate prefix designators: 13'- 6.0" -145/ 795V 0/ OH 5.50" 1.27 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) 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 = 0.040' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = 0.040' @ 15'- 6.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ 15'- 6.0' Allowed = 0.267' MAX TC PANEL LL DEFL = -0.032' @ 3'- 7.3' Allowed = 0.452° MAX TC PANEL TL DEFL = 0.334' @ 3'- 7.2' Allowed = 0.677' MAX HORIZ. LL DEFL = 0.005" @ 13'- 0.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 0.5" 6-09 6-09 - -( -( Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 11M-4x4 6.001/ ..-----.1 6.00 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a1.6Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor= ' Truss designed for wind loads in the plane of the truss only. 1.1 m ro � ,_ .a0 �. ': €,RcO PROF M-3x4 M-1.5x3 M-3x4 IN E `5/o 4, ``` 1/01114 99 9 ce ' r J., ), y eI 6-09 6-09 „l'� - Cr y y 1, y` ,�OREGON b,i's 2-00 13-06 2-00 i0 qy 14 20 P-l- MRRIL\-Q' JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - A2 EXPIRES:12/31/2015 Scale: 0.4139 WARNINGS: GENERAL NOTES,unless otherwise noted: t.11E11'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 Q Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper .1 04 WASx)a, incorporation of component is the responsibility of the building designer. Q' �`Y (C1 2.2x4 compression web bracing must be installed where shown+. ,L C 2.Design assumes the top and bottom chords to be laterally braced at Q r'' "f� DES. BY: LJ 3.Additional temporary bracing to insure stability r during nt bracing action Q 2'continuous and at 10'hin respectively unless braced throughout their length). -1... is the responsibility of the erector.Additional permanent br of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r` '� DATE: 9/10/2014 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. : 6 05 6347 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. j. TRANS ID: 4078 83 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 .Q 51398 c necessary. +Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O.' 4'GrS pER�,' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center F VIII I I II II I I 1011 I III III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. '670NAI-.�4G 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) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-05-08 GIRDER SUPPORTING 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8922) 1938 1- 6=(-1668) 7800 6- 2=( -516) 2562 BC: 2x6 DF SS 2- 3u(-6126) 1372 6- 7=(-1652) 7722 2- 7=(-2696) 638 WEBS: 204 OF STAND; LOADING 3- 4=(-6126) 1372 7- 8=(-1652) 7722 7- 3=(-1146) 5172 2x4 DF k1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-8922) 1938 8- 5=(-1668) 7800 7- 4=(-2696) 638 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 19'- 5.5' V 4- 8=( -516) 2562 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 300.0)+DL( 224.0)= 524.0 PLF 0'- 0.0' TO 19'- 5.5' V BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -1246/ 5721V -85/ 85H 5.50' 9.15 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 19'- 5.5' -1246/ 5721V 0/ OH 5.50' 9.15 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.102' @ 9'- 8.7' Allowed = 0.927" 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.242' @ 9'- 8.7' Allowed = 1.236' 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.033' @ 19'- 0.0' MAX HORIZ. TL DEFL = 0.055' @ 19'- 0.0' Design conforms to main windforce-resisting system and components and cladding criteria. 9-08-12 9 OB 12 T T Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-05-06 4-03-06 4-03-06 5-05-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, T T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 I .. M-5x6 v 6.00 3 5.0" PL M-3x6 11111100 M-3x8 4 M-5x10 M-5x10 D P R°Fes s" �,o e ° <(�. c.00 t( I N E�l q 0 o 0 � ( n� I 1 6 v 7 B ..., -5 444 /0/ 1% 8 8 M-7x8 M-3x8 ° ?91PE 9r ealloPP 5-03-10 4-05-02 4-05-02 5-03-10 1 _OREGON p, lv y y L 19-05-08 rO 4)"- 14, 20\ P+,` MFA R I l.\-0 JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - B-GIRD EXPIRES:12/31/2015 Scale: 0.3252 WARNINGS: GENERAL NOTES.unless otherwise noted: loRRILL,, 1 4. .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 indidual Truss: B-GIRD and Wamings before construction commences. building component.Applicability of design parameters and proper 4 OF WASH _ ). 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '" 4, C (Cr 2.Design assumes the top and bottom chords to be laterally braced at Q '� �w ) 'p 3.Additional temporary bracing to Insure stability during construction �" DES. BY: LJ 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 (� �. 0 po dY Pe B continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r` '� DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ • f}w/J�,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. i4 ">, _� SEQ. : 6056350 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, +� I design loads be applied to any component. and are for"dry condit ion"of use. TRANS ID: 407883 5.CompuTros has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it +fi 51398 4j� necessary. 4, fabrication,handling,shipment and installation of components. 7,pesgn assumes adequate tlreinage Is provided. 0•o 4Gfsi S'6 .44' 8.This design is furnished subject to the lnvtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �' i III I VIII IIII I I III I I 11 1111 TPUWfCA 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,Ifx./CompuTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 ' I ► . VIII i I II IIII This design prepared from computer input byillk PACIFIC LUMBER-BC Or • A001111111 LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF d18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-292) 1056 3- 8=(-361) 250 BC: 254 OF R18BTR SPACED 24.0' O.C. 2- 3=(-1254) 367 7- 8=(-292) 1056 8- 4=(-104) 508 WEBS: 2x4 DF STAND 3- 4=( -908) 245 B- 6=(-271) 1028 8- 5=(-331) 235 LOADING 4- 5=( -908) 260 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1232) 367 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. M-1.5x4 or equal at non-structural (SPECIES) 0'- 0.0' -194/ 1013V -88/ 103H 77.00' 1.62 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 5.0' 0/ 88V 0/ OH 77.00" 0.14 DF ( 625) Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5' -109/ 805V 0/ OH 5.50' 1.29 DF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 gsfl uplift at 24 'oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Y,Y2OHS,Y18HS,Y16 = YiTek MT series MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.034' @ 9'- 8.7' Allowed = 0.629' MAX TL CREEP DEFL = -0.076' @ 9'- 8.7' Allowed = 0.839' MAX HORIZ. LL DEFL = 0.016' @ 19'- 0.0' 9-08-12 9-08-12 MAX HORIZ. TL DEFL = 0.025' @ 19'- 0.0" f Design conforms to main windforce-resisting 5-01-10 4-07-02 4-07-02 5-01-10 system and components and cladding criteria. 12 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 V IIM-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, YWFRS(Dir), load duration factor=1.6, 4 4.0" Truss designed for wind loads in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 Al. M-1.5x3 3 A.a - zrs 1141 zrs Da PR 0 r ic• o 12 - - v �\S INF O 1 -4x8 M-3x4 7 8 =6 D2 M ° ki 1011 9 •�ePE f' M-3x4 y y y tr 5-10-03 3-10-09 9-08-12 -y 4,OREGON (� V� y x0 -Ty 0 N 14, 2P+2-00 19-05-08 MR R 10, JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - B1 EXPIRES: 12/31/2015 Scale: 0.3056 WARNINGS: GENERAL NOTES,unless otherwise noted: .$BRILL 6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 181 and Warnings before construction commences. building component Applicability of design parameters and proper ,ti0 4 WAS,/ �' 2.2x4 compression web bracing most be installed where shown+, incorporation of component is the responsibility of the building designer. Q. �0 A, l' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �~ �.), .� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A, continuous Impact sheathing such as prying re sheathing(TC)uwere and/or tlrywall(BC). // I � :� .j, DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 605 6348 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in anon corrosive environment, �'' design loads be applied to any component. and are for"dry condition"of use. TRANS ID: 407883 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if /' .fi 51398 C{!� fabrication,handling,shipment necessary. g. pment and installation of components. 7.Design assumes adequate drainage is provided. 1� �CISTER 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 I VIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. �SS! 9.For basic indicate size of plate in n GNAT.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1888(Mink) 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 101 2- 8=(-195) 1060 3- 8=(-324) 245 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-1271) 309 8- 6=(-237) 1060 8- 4=( -41) 535 3. 4=( -948) 200 8- 5=(-324) 244 WEBS: 2x4 DF STAND LOADING 4- 5=( -948) 200 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1271) 309 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 101 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (P9) BEARING MAX VERT MAX HORZ ERG 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" -177/ 1045V -104/ 104H 5.50" 1.67 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5' -177/ 1045V 0/ OH 5.50' 1.67 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 nsfl uplift at 24 *cc spacina.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046' @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = -0.033• @ 9'- 8.7' Allowed = 0.927" MAX TL CREEP DEFL = -0.077" @ 9'- 8.7' Allowed = 1.236' MAX LL DEFL = 0.040' @ 21'- 5.5' Allowed = 0.200' MAX TL CREEP DEFL = -0.046" @ 21'- 5.5' Allowed = 0.267" MAX HORIZ. LL DEFL = 0.016' @ 19'- 0.0° 9-08-12 9-08-12 MAX HORIZ. TL DEFL = 0.025' @ 19'- 0.0' f f f Design conforms to main windforce-resisting 5-00-12 4-08 4-08 5-00-12 system and components and cladding criteria. T Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ IM-4X4 X16.00 load duration factor=1.6, 4 4.0" Truss designed for wind loads in the plane of the truss only. N11 , M-1.5x3 M-1.5x3 <, O PR OFFS 1 N `r/,, °moo �� �l�/n�f7' �y os- 8 • o 920•PE r ° 1 M-3x4 M-3x8 M-3x4 y I CC y 9-08-12 9-08-12 -52_ ,,OREGON �� � y y y y O 14, \ 1..k- 2-00 19-05-08 2-00 MERRI0 cb JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - B2 Scale: 0.2982 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ,RRIL j,e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper '-Ii 1 QF wASf�/� J incorporation of component is the responsibility of the building designer. r <V A�//''''�� G C,nA 2.2x4 compression web bracing most be installed where shown 0. 2.Design assumes the top and bottom chords to be laterally braced at Q C' fl', �' P 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +.. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). vj"'^r- 1` DATE: 9/10/2014 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 O 1 s, SEQ. : 605 6349 fasteners are complete and at no time should any bads 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 dull be bearing of use. TRANS ID: 4 0 78 83 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if /, 51398 w� necessary. f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� FCfSTER� 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 II I I I I II I III II TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONALF�G 9. Digits indicate sae 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) c I Sr a ` r r • ' r This design prepared from,computer input by t_ 1E1411 PACIFIC LUMBER-BC 4 a LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 204 DF 41KBTR SPACED 24,0' O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-00 13-00 12 IIM-4x4 12 6.00 I/ \l 6.00 ill v � li F38 '` o ° M-3x6(S) \�..c, iNE F�o f, 8 wo M-3x4 �� 0 29 � •��•E r L L 16-00 10-00 OREGONN\a+kJ 2-00 26-00 4'/ F3 RI L\-0P JOB NAME: LENNAR 2892-A MARQUAM 3 CAR - C1 EXPIRES:12/31/2015 Scale: 0.3136 WARNINGS: GENERAL NOTES,unless otherwise noted: 9�� LL, Cl 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: C and Warnings before construction commences. building component.Applicability of design parameters and proper s° �4 wASffj�_ J 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 '� r., "p 3.Additional temporary bracing to insure stability dudng construction T 2'continuous and at 10'o.c.respectively unless braced throughout their length by A, O DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r' it DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a�i 4.No load should be applied to any component until alter an bracing and 4.Installation of truss is the responsibility of the respective contractor. / • SEQ. : 60563 51 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, 4140V,' , i r design loads be applied to any component. and are for"dry condition"of use. �: c �� TRANS ID: 407883 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If .f+ 51398 necessary. +Q fabrication,handling,shipment and installation of components. 7.Desgn assumes adequate drainage is provided. �N BCMSS: ,?' 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center �' l� II III I II I 11111 I II III 111111 TPI/WTCA in BCSI,copies of which w61 be furnished upon request. lines coincide with joint center lines. SSIONAL— 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-315) 1529 3- 7=(-383) 261 BC: 2x4 DF 01&BTR SPACED 24.0' O.C. 2- 3=(-1814) 410 7- 8=(-124) 1002 7- 4=(-131) 632 WEBS: 2x4 DF STAND 3- 4=(-1591) 412 8- 6=(-307) 1532 4- 8=(-128) 645 LOADING 4- 5=(-1594) 425 8- 5=(-387) 258 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1816) 422 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0' 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' -220/ 1334V -127/ 141H 5.50' 2.13 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0' -131/ 1091V 0/ OH 5.50' 1.75 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ -2'- 0,0' Allowed = 0.267' MAX LL DEFL = -0.063' @ 17'- 1.9' Allowed = 1.254' MAX TL CREEP DEFL = -0.149' @ 17'- 1.9' Allowed = 1.672' MAX HORIZ. LL DEFL = 0.026' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.043' @ 25'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. 13-00 13-00 T - ' Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-09-04 6-02-12 6-02-12 6-09-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T 'I T I load duration factor=l.6, Truss designed for wind loads 12 M-4x6 12 in the plane of the truss only. 6.00 V �I 6.00 4.0° 4 ,(--,r M-1.5x3 M-1.5x3 0 / 0 1/4/ 17 ;S<PIEo PR Op o 6e -;i 6 v '�•PE r 7 e s q O M-3x5 M-3x4 0.25° M-3x5 O '_ M-5x8(5) f.� . y J' 1, i, -9L 4OREGON�, ■400 y y 8-10-03 8-03-11 8-10-03 y /Q '4Y 14, 2° P} 2-00 26-00 MERR11-�- JOB NAME: LENNAR 2892-A MARQUAM 3 CAR - C2 Scale: 0.2389 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 10,RRILL 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 Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 OF WASA,, >, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. P 'WC 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 �� y, ), �.fj DES. BY: L.) is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e 0 permanent bracing of continuous sheathing such as � v' DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2s Impact or plywood sheathing(TC)ed where shown drywall(BC). ° r: rrydad Dodging or lateral bracing required where shown++ �'-� 4. No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. �� SEQ. : 6056352 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, Ji '' design bads be applied to any component. and are for"dry condition"of use. /7-+ J..'/ TRANS ID: 407883 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at an supports shown.Shim or wedge H 'V necessary. '� 51398,,cv1 w fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0� 4 'GJSTER" 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 MEN 111 11 II I I I I III TPIPWTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. F'3'5'10 NAL �G 9.0 For b indicate size patetdininc values 4i MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) "qv% r, . 1 . VIII II I II IIII ' 1 This design prepared from computer input by PACIFIC LUMBER-BC ♦ , LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-315) 1529 3- 7=(-383) 261 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-1814) 410 7- B=(-124) 1002 7- 4=(-131) 632 WEBS: 2x4 DF STAND 3- 4=(-1591) 412 B- 6=(-307) 1532 4- B=(-128) 645 LOADING 4- 5=(-1594) 425 8- 5=(-387) 258 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1816) 422 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0' 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •* For hanger specs. - See approved plans 0'- 0.0' -220/ 1334V -127/ 141H 5.50' 2.13 DF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0' -131/ 1091V 0/ OH 5.50' 1.75 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.063' @ 17'- 1.9' Allowed = 1.254' MAX TL CREEP DEFL = -0.149' @ 17'- 1.9' Allowed = 1.672' MAX HORIZ. LL DEFL = 0.026' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.043' @ 25'- 6.5' Design conforms to main windforce-resisting 13-00 system and components and cladding criteria. 13-00 T - Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-09-04 6-02-12 6-02-12 6-09-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,' load duration factor=1.6, Truss designed for wind loads 12 12 M-4x6 in the plane of the truss only. 6.00 V a 6.00 4.0' 4 ,(--,r uu M-1.5x3 Ily"ill\OrM-1.5x3 CO 0 / C) '<< Q PROFFIS CO IN Efiti, 0/ o a '��PE 9r 0 1 M-3x5 M-3x4 0.25" B **6 c) M-3x5 0 M-5x8(S) f,� - 1411110" ") ) ) y OREGON �L � 1� �8-10-03 8-03-11 6-10-03 i0 9Y 14, 23 +y y 2-00 26-00 '' M' RR10-‘e' JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - C3 EXPIRES:12/31/2015 Scale: 0.2389 WARNINGS: GENERAL NOTES,unless otherwise noted: ��RRILL,e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual lam• Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,`Q �F W�$N., � 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. "N 2.Design assumes the top and bottom chords to be laterally braced at �� C �vfj DES. BY: Li 3.Additional temporary bracing to insure stability during construction 2'o,c.and at 10'c c,respectively unless braced throughout their length by Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). �P toi 0 ' 01, DATE: 9/10/2014 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. : 605 6353 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: 407883 6.Design assumes full bearing at all supports shown.Shim or wedge " 5.CompuTrus has no control over and assumes no responsibility for the 9 if +f+ 51398 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. t7��s 'OIST6R G 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 II II VIII VIII VIII III I III IIII TPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. s fO A 9. Digits indicate size of plate in inches. N 1-, MiTek USA,InC./CompuT us Software+7,6.6(1 L)-E 1 D,For basic connector plate design values see ESR•1311,ESR•1988(MTek) IIIIIIIIII 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 18-06-04 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF P18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7162) 1470 1- 6=(-1256) 6254 6- 2=( -370) 1962 BC: 2x6 OF SS 2- 3=(-4892) 1044 6- 7=(-1246) 6200 2- 7=(-2208) 504 WEBS: 2x4 DF STAND LOADING 3. 4=(-4892) 1044 7- 8=(-1246) 6200 7- 3=( -858) 4054 LL = 25 PSF Ground Snow (Pg) 4- 5=(-7162) 1470 8- 5=(-1256) 6254 7- 4=(-2210) 504 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 21'- 0.0' V 4- 8=( -370) 1962 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 206.5)+DL( 160.4)= 366.9 PLF 0'- 0.0' TO 21'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -931/ 4525V -94/ 94H 5.50' 7.24 DF ( 625) M,M2OHS,M18HS,M16 = MiTek YT series 21'- 0.0' -931/ 4525V 0/ OH 5.50' 7.24 DF ( 625) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 2 ) corn ( p D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Desipn checked for net(-5 psf) uplift at 24 "DC spacing.' Join together 2 ply with 16d Common nails staggered at 9' oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.091' @ 10'- 6.0' Allowed = 1.004' 9' oc in 1 row(s) throughout 2x4 webs. AN MAX TL CREEP DEFL = -0.215' @ 10'- 6.0' Allowed = 1.339' MAX HORIZ. LL DEFL = 0.029' @ 20'- 6.5' MAX HORIZ. TL DEFL = 0.048' @ 20'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. 10-06 10-06 f f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10 4-08 4-08 5-10 load duration factor=1.6, T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 1 " , M-4x6 X16,00 3 t I M-3x6 M-3x6 y N M-5x10 yy M-5x10 ���EpGJ PRO'�3QFjFY�Ss o -- � is -j{ 4� 8 5 -"o CVO � !/0/! ! /O2'9 ° 1 M-3x6 0.25' M-3x6 ° Qc' '921 s PE r M-7x8(S) ���� y 5-08-04 4-09-12 4-09-12 5-08-04 yL 4,OREGON�a ,`(v )- 4 Y 2D '�- y 21-00 O MFPRIV-L e. JOB NAME: LENNAR 2892-A MARQUAM 3 CAR - D-GIRD Scale: 0.3071 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: r v ILLq. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q Truss: D-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper Jti ��WASA., 7� incorporation of component is the responsibility of the building designer. Q' (O -0/1,0 ttN 2.204 compression any bracing must be Installed where shown+. fiiiki, ), 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and vely unless chords to be laterally t their at Q 4• 0 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f•• f ' 0 DE$. E Y: LJ s the responsibiity otthe erector.Atld'aional pemnanem bractrg of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a � ' 't DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / �>- SEQ. : 6056355 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r�' ;•, design loads be applied to any component, and are for"dry condition"of use. TRANS ID: 4078 83 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if +�+ 51398 I necessary. +Q �cv1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O� ACi�s'1'ER" li 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �' � 111111111 II I VIII III I II 1111 IIII TPDWfCA in SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. sSIONALI✓,O 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) r 4 ) " IIIIIIIIIIIIII , - • This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0' (COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.) TC: 204 DF W16BTR LOAD DURATION INCREASE = 1.15 BC: 204 DF q1&BTR SPACED 24.0' O.C. Design conforms to main WlndforCe-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 DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pig) in the plane of the truss only. Connector plate prefix designators: ng wall UON. continuous bear Gable end truss on contin i C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Ga Gabble or equal typical in stud verticals. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. 10-06 10-06 T 1 '1 12 12 6.00 V 1M-4X4 Q 6.00 R (� 0 4 0 of 0 B8 14 ° ° M-3x6(S) ECPROFF S - M-3x4 �� ° � s/O2 c, 9 • IPE r� 10-06 10-06 Valk ORE ON b 44 y 2-00 k 21-00 /Q -9y 14 2�� P+� MRR10-0 JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - D1 EXPIRES:12/31/2015 Scale: 0.3658 WARNINGS: GENERAL NOTES,unless otherwise noted: _.P.RRILj,e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual l'��'" Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper .�` OF WASp,, j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. C ((t 2.Design assumes the top and bottom chords to be laterally braced at Q 'S �, 3.Additional temporary bracing to insure stability during construction Q' DES. BY: LJ 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 (r 0 Po ry P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r' '4 DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ • �,,/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / / ��- SEQ. : 6 05 6358 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7 J design loads be applied to any component. and are for"dry condition"of use. �+ TRANS ID: 407883 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /r rf+ 51398 w� necessary. vQ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0�+ ��JS.I.Eg� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center F II I 1111111 II III I II1 TPVWrCA 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) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 101 2-7=(-285) 1158 3.7=(-357) 25B 593 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-1384) 240 7-6=(-274) 1161 7-4= (-393) 593 WEBS: 2x4 DF STAND LOADING 4.5=(-1033) 257 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-1387) 373 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0' 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' -155/ 1127V -98/ 1090 5.50' 1.80 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 0.0' -105/ 881V 0/ OH 5.50' 1.41 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacin0.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.039' @ 10'- 6.0' Allowed = 1.004' MAX TL CREEP DEFL = -0.092' @ 10'- 6.0' Allowed = 1.339' MAX HORIZ. LL DEFL = 0.019' @ 20'- 6.5' MAX HORIZ. TL DEFL = 0.030' @ 20'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 10-06 10-06 - T '1 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-06-04 4-11-12 4-11-12 5-06-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -1 -( f f load duration factor=1.6, 12 12 Truss 6.00 V M 4x4 �I 6.00 4.0" 4 ,r'r I > 4M1.5x3 cm cM 5��°p P RO; Ss r: I o l-T. 7 =6 •9 ° M-3x4 0.25" M-3x4 ° 2S M-5x10(S) AO/` y y y • y 10-06 y12- 4,OREGON�R �� y 10-06 y /O '1Y14, 20 Q-N- 2-00 21-00 � RR11.\-� JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - D2 Scale: 0.2803 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: t1� LLL, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper J� p4 W^58�, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Z. �� C� '(fit 2.Design assumes the top and bottom chords to be laterally braced at Q rrtiI- 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /tee �. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE: 9/10/2014 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. SEQ. : 605 6354 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, P.4. TRANS ID: 407883 design loads be applied to any component. 5. and are for"dry condition"of use. CompuTrus has no control over and assumes no responsibility for the 6.Design , n assumes full bearing at all supports shown.Shim or wedge if +fi 51398 �� necessary. .� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '1'4" E'CfsTBR� 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 IN II I Ili I 11 1111 I 111111 III TPVWfCA in BCSI,copies of which will be furnished upon request. lines indicate with joint ate in inches. SSIONAL G 9.lines coincide 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-1866(MiTek) , .41444011 * r IIIIIIIIIIIIII This design prepared from computer input by'C- PACIFIC LUMBER-BC • j LUMBER SPECIFICATIONS 30-06-08 GIRDER SUPPORTING 9-10-08 FROM 11-00-00 TO 30-06-08 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2- 9=(-8B0) 5306 9- 3=( -18) 144 7-13=(-120) 810 BC: 2x6 OF SS 2- 3=(-6090) 1052 9.10=(-884) 5306 3-10=) -236) 162 WEBS: 2x4 DF STAND LOADING 3- 4=(-5896) 1130 10-11=(-896) 5144 10- 4=( -274) 1648 LL = 25 PSF Ground Snow (PR) 4- 5=(-4290) 870 11-12=(-842) 4884 4.11=(-1884) 406 TO LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 30'- 6.5' V 5- 6=(-4292) 870 12.13=(-988) 5468 11- 5=( -684) 3466 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 11'- 0.0' V 6- 7=(-5582) 1068 13- 8=(-990) 5492 11. 6=(-1532) 334 BC UNIF LL( 98.4)+DL( 86.9)= 185.4 PLF 11'- 0.0' TO 30'- 6.5' V 7- 8=(-6446) 1188 6-12=( -204) 1262 OVERHANGS: 24.0' 0.0' 12- 7=( -618) 156 ADDL: BC CONC LL+DL= 1204.0 LBS @ 10'- 0.0' Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -617/ 3361V -155/ 165H 5.50' 5.38 DF ( 625) 30'- 6.5' -721/ 3879V 0/ OH 5.50' 6.21 DF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Join together 2 ply with 3'x.131 DIA GUN nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing. 9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.010' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.011' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.090' @ 15'- 6.0' Allowed = 1.481' MAX TL CREEP DEFL = -0.293' @ 15'- 6.0' Allowed = 1.975' MAX HORIZ. LL DEFL = 0.028' @ 30'- 1.0' MAX HORIZ. TL DEFL = 0.060' @ 30'- 1.0' Design conforms to main windforce-resisting 15-06 15-00-08 system and components and cladding criteria. 5-06-02 4-07-10 5-04-04 5-04-04 4-07-10 5-00-10 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, l' -1 '1 f ,( 1 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 6.001/ M-4x6 6.00 Truss designed for wind loads in the plane of the truss only. 4.0" 5 4'-n' .o M-3x6 M-3x4 ., i M-3x4 M-3x4 5<<��p P R1Qp C') M-5x6 ,r, cc,�\ � ��OJj! % ca a - B '9�SPE c 9 10 11 12 13 r8 o �M-3x8 M-1.5x3 �=M-6x6 0.25" M-3x4 M-1.5x3 I o 111204# M-7x8 S • II Q y y A 1, 1, 1, y - ,1,OREGON N� �(i 5-04-06 4-05-14 5-07-12 5-07-12 4-05-14 4-10-14 �� 41' 14, Q° P+ 1 2-00 y 30-06-08 y �FPRILL JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - E-GIRD Scale: 0.2028 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 ,$RRILL,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4S 9 of WASTh,,_14), 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 4, r3 2.Design assumes the top and bottom chords to be laterally braced at Q 's �., tINA 3.Additional temporary bracing to insure stability during construction T DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. 1, O po dY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �` '. DATE: 9/10/2014 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. Q ,., S E 0. : 6056360 fastens s are complete and at no time should any loads greater than 5.Des gn assumes t usses non-corrosive re to be used in an environment, design loads be applied to any component. and are for"dry condition"of use. p e., TRANS ID: 407883 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppons shown.Shim or wedge if .j+ 51398 w� necessary. .P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O•C+ 'cG/S pER� 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 6' VIII I VIII I I I II I I II II TPI/WTCA 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) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR; LOAD DURATION INCREASE = 1.15 1.10=( -677) 436 1- B=(-562) 1059 3- 8=(-269) 377 2x6 DF SS T1 SPACED 24.0' O.C. 1- 3=(-1269) 567 8- 6=(-404) 1100 4- 8=(-134) 497 BC: 2x4 DF #1&BTR 2- 4=( 0) 0 8- 5=(-305) 198 WEBS: 2x4 DF STAND LOADING 3- 4=( -980) 378 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 5=(-1002) 432 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1319) 522 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 24° OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE MAN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -609/ 119V -72/ 78H 134.50' 0.19 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 2.5' 0/ 866V 0/ OH 134.50' 1.39 DF ( 625) 31'- 0.0' -187/ 852V 0/ OH 5.50' 1.36 DF ( 625) II-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.037' @ 15'- 11.8' Allowed = 0.967' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.077' @ 20'- 10.5' Allowed = 1,289" Gable end truss on continuous bearing wall. MAX HORIZ. LL DEFL = -0.018' @ 30'- 6.5' M-1x3 or equal typical at stud verticals. MAX HORIZ. TL DEFL = 0.027' @ 30'- 6.5' Refer to MiTek gable end detail for complete specifications. Design conforms to main windforce-resisting system and components and cladding criteria. 31-00 15-06 T T ''Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06 0-07 4-09-08 4-09-08 5-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T . 1' T .) f load duration factor=1.6, 12 12 M-1.5x3 12 Truss designed for wind loads in the plane of the truss only. • s.00I/ 6.00 I/ 2iIM 4x4+ =J6,00 0 rn M 3x4 M-4x6 ° 4 N M-1.5x3 ��PEQ PROFESS ° _ r0J /[701�Y c, ` M-3x8 M-3x4 0 4 '-923•PE M-3x4+ M-3x5(S) 20-10-08 10-01-08 -+ y 19 00 y 12 00 y 9L' -OREGON 20u, +�1(� ), J, 1, MRRIL,e' 2-00 31-00 JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - El Scale: 0.2065 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 RRILL e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� Q4 WA$fIn 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ti 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4T P,ti y, J, <"p DES. BY: LJ 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 („ continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). r" `e. DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4010Vi 4. No load should be applied to any component unit after all bracing and 4.Installation of truss is the responsibility of the respective contractor.S EQ. : 605 6361 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, des'n loads be a antl are ford condition"of use. g applied to any component. "thy 51398 TRANS ID: 407883 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. '� ,(4�V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O1C+ '�FCJ$-1-ER� �? 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` II I I III I II II I I I I III TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. `sSIONALe�'� e. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) l IIIIIIIIIIIIII • , . This design prepared from computer input bye. PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 30'- 6.5' IBC 2012 MAX MEMBER FORCES 4WRIGDF(Cq=1.00 TC: 204 DF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-369) 1827 3- 7=(-475) 310 BC: 2x4 DF Al&BTR SPACED 24.0' O.C. 2- 3=(-2160) 476 7- 8=(-147) 1174 7- 4=(-152) 804 WEBS: 2x4 DF STAND 3- 4=(-1891) 476 B- 6=(-345) 1751 4- 8=(-138) 742 LOADING 4- 5=(-1844) 482 8- 5=(-410) 290 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2098) 476 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0' 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' -255/ 1522V -158/ 172H 5.50' 2.44 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 30'- 6.5' -169/ 1282V 0/ OH 5.50' 2.05 OF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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 = 0.040' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.087' @ 10'- 6.2' Allowed = 1.481' MAX TL CREEP DEFL = -0.208' @ 10'- 6.2' Allowed = 1.975' MAX HORIZ. LL DEFL = 0.036' @ 30'- 1.0' MAX HORIZ. TL DEFL = 0.060' @ 30'- 1.0' 15-06 15-00-08 Design conforms to main windforce-resisting system and components and cladding criteria. T 8-00-04 7-05-12 T 7-05-12 7-06-12 f f T Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.001/ M-4x6 \I 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .f-'( \- M-1.5x3 M-1.5x3 M 4x6 5����D PROFESS INF /o co �q 0 1 M-3x6 M-3x4 M-3x4 ° 92SIRE r M-3x5(S) 2x Ledger by others. AdOOPF/7 J‘ y y ) PROVIDE FULL SUPPORT. `,... . 10-06-03 9-11-11 10-00-11 Engineer of record is asp' a.. e for dg y$ dry of led. Hanger callout assumes led.•t Af'dtrltyny ypr ((i y y ' hangers and load from truss. `j .4y �� '� 12-00 18-06-08 O 14. 2 gP} y y WEDGE REQUIRED AT HEEL(S). y �ER R)�-`' 2-00 30-06-08 JOB NAME: LENNAR 2892-A MARQUAM 3 CAR - E2 B ale: 0.2021 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ,BRILL, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. budding component.Applicability of design parameters and proper Al o f WAS J. Truss: E 2 incorporation of component is the responsibility of the budding designer. Q' q (� 2.2x4 compression web bracing must be installed where shown ti A C 2.Design assumes the top and bottom chords braced be lateralty Drerxtl at Q �• T `Q 3. is the res temporary Dracinr to insure stonily during construction Q' DES. BY' LJ s the res nsibir of me erector.Add tional manent bracin of c o.c. in and at ia'hin.reaped v ly o dss eathin(TC)throughout their length by - 1. O responsibility permanent bracing continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC), r` '� DATE: 9/10/2014 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 alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. _--� SEQ. : 60563 62 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•d condition'of use. TRANS ID: 407883 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 /5 O 51398,0 w necessary. +� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. iC+ (ijg'I'gR 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center -C S STPIM?CA in SCSI,copies of which will be furnished upon request lines coincide with joint ae ninrliche. jO 9. Digits indicate size of plate in inches. NAL I I II I I I I I I I I III MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) I II I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2.6=(-270) 305 3-6=(-359) 245 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-408) 191 6.4=(-150) 140 WEBS: 2x4 DF STAND 3-4=(-138) 128 LOADING 4-5=( -10) 5 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -112/ 685V -70/ 185H 5.50' 1.10 DF ( 625) Connector plate prefix designators: 10'- 0.0' -50/ 419V 0/ OH 5.50' 0.67 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 = 0.040' @ -2'- 0.0' Allowed = 0.200' 5-03-04 4-05 0-03-12 MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX BC PANEL LL DEFL = -0.258' @ 5'- 0.0' Allowed = 0.435' MAX BC PANEL TL DEFL = -0.517' @ 5'- 0.0' Allowed = 0.580' 12 6.001/ M-1.5x3 5 MAX HORIZ. LL DEFL = -0.004' @ 9'- 6.5' MAX HORIZ. TL DEFL = 0.004' @ 9'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=1511, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6,designed for wind loads M-1.5x3 in the plane of the truss only. M O ,i111111111111111111116„. NI�1 c O to M ° �--�� ►�6 y ��E0 PROFFS M 3x4 M 3x4 �� (NEQ,q S� � '920•PE 91.-- J` - ), J, 9-06-08 0-05-08 `,�- �_ ,1 ), y 2-00 10-00 yL ,,OREGON�� Alv1 '6 -1 y14, 2° P+ M RRIk.-L JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - E3 EXPIRES: 12/31/2015 Scale: 0.4364 WARNINGS: GENERAL NOTES,unless otherwise noted: Q., RRIL j- , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper Jt �f WASyy� J 2.2x4 compression web bracing must be Installed where shown 0. Incorporation of component is the responsibility of the building designer. ct 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ()e. � tt j% ,p DES. BY- LJ 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 �e r continuous sheathing such as plywood sheathing(TC)and/or dryvreA(BC). ,. r� 1, DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown♦+ • 4 i 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. "„),474:.- SEQ. : 6 05 63 63 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - __ TRANS ID: 4 0 7 8 8 3 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility ty for the 8.Design assumes full tl bearing at all supports shown.Shim or wedge N /' f+ 51398 C/. fabrication,handling,shipment and Installation of components. necessary. O �F 7.Design assumes adequate drainage faces Is truss,and 4` CISTER 8.This design Is famished subject to the limitations set forth by B.Plates shell be located on both feces of truss,antl placed so their center ZS` VIII VIII VIII VIII VIII VIII VIII IIII IIII 7PNMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint plate in inches. Ss�p � G 9.lines indicate size of plate in inches. NAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111111 11 This design prepared from computer,input by PACIFIC LUMBER-BC • T LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' '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 k18BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 1401 ph, h=15f Enclosed, Cat.2, EO, A, M7-10,Dir), DL ON BOTTOM CHORD = 10.0 PSF load Heights) factor=1.6, 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. 3 Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 6.00 I/ cn ..1111111111 0 v 0 u; v Airl 0 4 M-3x4 -‹<, PRopFSs �� !92 VIDE DE vc i 2-00 10-00 -7, ,f_OREGON b,_LA, 76 qty 14, 2� INF /1/ RRIU-0 JOB NAME: LENNAR 2892-A MARQUAM 3 CAR - E4 EXPIRES:12/31/2015 Scale: 0.5114 WARNINGS: GENERAL NOTES,unless otherwise noted: _f,ERRII'L e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q C�• Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper Jti 04 WASH,, T incorporation of component is the responsibility of the building designer. Q' w "Wv e, 2.2x4 compression web bracing must be installed where shown+. 4 C 2.Design assumes the top and vely unless chords c d be throughout laterally t braced their at Q 4. T 'p DES. BY LJ 3.Additional temporary bracing to insure stability during construction T 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (r r.. 0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), r` x• DATE: 9/10/2014 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. / / ��- —� SEQ. : 605 63 5 9 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 ID: 407883 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 41 51398 q4 necessary. +P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. IA, 4'GisirER� ?' 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center �' 11111110111111111111 TPVWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssIONAL VC' 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-10-08 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=( -10) 5 5-6=(-166) 466 2-5=(-147) 169 4-7=(-833) 151 BC: 2x6 DF SS 2-3=(-200) 222 6-7=( -86) 116 5-3=(-862) 268 WEBS: 2x4 DF STAND; LOADING 3-4=(-596) 150 3-6=(-204) 623 2x4 DF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 6-4=(-134) 655 2x6 DF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 9'- 10.5' V BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0' TO 9'- 10.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12'OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12'0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -356/ 1284V -310/ 210H 5.50' 2.06 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 10.5' -204/ 1204V 0/ OH 5.50' 1.93 DF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP plate p ref ix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4,M20HS,M18HS,M16 = MiTek YT series MAX TL CREEP DEFL = -0.030' @ 5'- 1.0' Allowed = 0.597' VAX TC PANEL LL DEFL = 0.024' @ 1'- 11.4' Allowed = 0.308' 0-03-12 4-05-12 5-01 MAX HORIZ. LL DEFL = 0.002' @ 9'- 8.8' MAX HORIZ. TL DEFL = 0.002' @ 9'- 8.8' 12 M-1.5x3 \I 6.00 Design conforms to main windforce-resisting /- system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. `v M-3x4 NI.o A Al 0 0 ar �3 ,.1 IIN 14., wog v 11 i® �® m' tc� `7//oil I -y 5** 6 ---7 '920OPE M-4x6 M-4x6 M-3x6 / y y y `.� 5-01 4-09-08 - ,_OREGON \a �(�1:r y y /0 RY 14. 22-° 4 9-10-08 MERRILA-0P JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - F-GIRD Scale: 0.2902 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: C4"" ILL- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .f1 O WAS > Truss: F-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4 4 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. !� C 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q ,� /� '' "A DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. O DATE 9/10/2014 ry g b continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). r( i the overall structure Is the res nsibi of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • ,,'*i 4.No load should be applied to any component mil after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / / - SEQ. : 605 6364 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,'. design loads be applied to any component. and are for'dry condition"of use. ;�.� TRANS ID: 407883 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if 51398 necessary. 0, Qr fabrication,handling,shipment and installation of components. 7.Design assumes adequate O �F , p equate drainage is provided. A GISTER 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �' 111111111111111111111111 7PIMlrCA in SCSI,copies of which will be furnished upon request. Digits coincide with joint center inches. `ssIONAL G j 9.Digits l ncide 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) IIIIIIIIIIIIII * ` • This design prepared from computer input by PACIFIC LUMBER-BC 4 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF 818BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 101 2.5=(-57) 78 3-5=(-184) 176 BC: 204 DF 818BTR SPACED 24.0' O.C. 2-3=(-129) 105 WEBS: 2x4 DF STAND 3.4=) -10) 5 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0' 0'- 0.0' -111/ 550V -41/ 114H 5.50' 0.88 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.5' -28/ 242V 0/ OH 5.50' 0.39 DF ( 625) 8-1.504 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 Dsf) uplift at 24 'oc spacing.' •' For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' M,M2OHS,M18HS,M16 = MiTek MT series MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.2' Allowed = 0.369' 5-07-12 0 21-0I 3-12 MAX TC PANEL TL DEFL = •0.099' @ 3'- 0.3' Allowed = 0.554' 12 MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7' 6.00� M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7' Design conforms to main windforce•resisting system and components and cladding criteria. IE Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads U, in the plane of the truss only. c� 0 M v o� o �� ** 5 M-3x4 M-1.5x3 5����� PRO,�FgFSs J' y �</ l l/08 - /�'L 5-07-12 0-03-12 ?��PE 9� .1 y y `'� - � . � � 2-00 5-11-08 •yL , _OREGON�� �4, /O ik 14, 2O P+ MRR11-\-0 JOB NAME: LENNAR 2892-A MARQUAM 3 CAR - Fl EXPIRES:12/31/2015 Scale: 0.5661 WARNINGS: GENERAL NOTES,unless otherwise noted: , .B.RI,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: F 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,19 WASI�i, 2.2x4 compression web bracing most be installed where shown+, incorporation of component is the responsibility of the building designer. "N �' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q� ��� A CT �.p DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/10/2014 responsibility building 2x Impact s ridging or such l bracing acing required where shown ownor drywall(BC). , r ., O the overall structure is the res onsibili of the builtlin designer. 3. continuous Im ad bdd it or lateral brad/ required where shown++ �', SEQ4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. . : 6056356 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 tar"dry condition"of use. �.*� TRANS ID: 4078 83 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if .p 51398 !{' fabrication,handling,shipment necessary. g, pment and installation of components. O +�.6`G �Q 4, 7.Desgn assumes adequate drainage is trus,provided. 1.5 8.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center +. I$'I'gR 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide at with joint center lines. 9.Digits Indicate size of plate in inches. ss'oNAL E�G MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -10) 5 5.6=(-245) 353 2-5=(-147) 170 4-7=(-385) 247 BC: 2x4 DF Ci&BTA SPACED 24.0' O.C. 2-3=(-202) 224 6.7=( -90) 117 5-3=(-345) 343 WEBS: 2x4 DF STAND; 3-4=(-254) 126 3.6=(-158) 214 2x4 DF q1&BTR A LOADING 6-4=(-207) 324 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -159/ 455V -313/ 213H 5.50' 0.73 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 9'- 10.5' -47/ 424V 0/ OH 5.50' 0.68 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 11,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2; Design checked for net(-5 osfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.006' @ 7'- 7.4' Allowed = 0.325' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.044' @ 1'- 11.4' Allowed = 0.470' 0-03-12 4-05-12 5-01 MAX HORIZ. LL DEFL = 0.003' @ 9'- 8,8' ' f I MAX HORIZ. TL DEFL = 0.003' @ 9'- 8.8' 12 1 M-1.5x3 �I6.00 Design conforms to main windforce-resisting sr- system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. CV M-3x4 r---- A a o Sb ad 0 co 0 v n PRO 414 17 5-- 6 =-7 Q 3�8PE r M-3x4 M-3x4 M-1.5x3 y 5-01 y y 4-09-08 -y ,OREGON\a 400 y 9-10-08 /O' RRIL\- ' JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - F2 Scale: 0.2903 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ORRILL 6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� of WASf�., J 2.2x4 compression web bracing must be Installed where shown♦, incorporation of component is the responsibility of the building designer. C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q� �'L� �, ), �+11 DES. BY: LJ is the res nsibi of the erector.Additional 7 o.c.and at 10'o.c.respectively unless braced throughout their length by po liiy permanent bracing of continuous sheathing such as �' �' 0 DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2x Impact ng plywood sheathing(TC)where s owo+drywaA(BC). a 1r: j mptio bodging or the red pacng required the where shown++ /, , ,- 4.No load should be applied to any component unlit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 605 6365 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. �� TRANS ID: 40 78 83 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tuft bearing at all supports shown.Shim or wedge if /, +� 51398 Cik fabrication,handling, ecessa ng,shipment and instalegon of components. 7.Design assumes adequate drainage is provided. '''04N �4'CIS,I.ER� 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center 111111111111111111111111 TPI/WfCA in BCSI,copies of which Wit be furnished upon request. Digit coincide size joint ate in inches. ss, NAL PG 9.lines indicate size of plate in Inches. O 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) r r 111111111111 r This design prepared from computer input by t PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-127) 107 1.4=(-57) 76 2.4=(-186) 174 BC: 2x4 DF #18BTR SPACED 24.0' O.C. 2-3=( -10) 5 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -30/ 256V -40/ 99H 5.50' 0.41 DF ( 625) ** For hanger specs. - See approved plans 5'- 11.5' -29/ 245V 0/ OH 5.50' 0.39 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I Y,Y20HS,Y18HS,Y16 = MiTek YT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.091" @ 3'- 0.2' Allowed = 0.369' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.104' @ 3'- 0.3' Allowed = 0.554' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7' 5-07-12 0-03-12 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7' T T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. i co 0 co M rte_ O,- 1omm. ** 4 M-3x4 M-1.5x3 5�<, 0 P R Qp . ,� - 9 =92•1PE c' y y 5-07-12 0-03-12 4-41.1.y f 5-11-08 -9G OREGON (.1.,/ �(v� - qy 14, `2-`' P+ M 'RR10-0 JOB NAME: LENNAR 2892-A MARQUAM 3 CAR - F3 EXPIRES: 12/31/2015 Scale: 0.5252 ) WARNINGS: GENERAL NOTES,unless otherwise noted: .RRILL,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual W ,p�� Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 pffh J+ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. e' O tt'� 2.Design assumes the top and bottom chords to be laterally braced at Q ,s ►*. 3.Additional temporary bracing to insure stability during construction �' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� O W M Pe g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r.' x DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • ' .10.'4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / / SEQ. : 6 05 63 5 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� i', design loads be applied to any component. and are for"dry condition"of use. TRANS ID: 4 078 83 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 Qr� necessary. *� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OA �'C/ 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 t� 111111 11111 11111 11111 VIII 11111 I I I 11 11 IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sSIONAL O 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1986(MTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF k18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2.5=(-57) 78 3-5=(-184) 178 BC: 2x4 DF H18BTR SPACED 24.0' O.C. 2-3=(-129) 105 WEBS: 2x4 DF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0' 0'- 0.0' -129/ 550V -44/ 123H 5.50" 0.88 OF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.5" -30/ 242V 0/ OH 5.50' 0.39 OF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.2' Allowed = 0.369' 5-07-12 0-0 3-1 2 MAX TC PANEL TL DEFL = -0.099' @ 3'- 0.3' Allowed = 0.554' 12 MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7' 6.001/ M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads a7 in the plane of the truss only. co 0 d%) o� ' Ii 4- MN I o/- ► OSTRO5 M-3x4 M-1.5x3 ��P�D�j PN E FF0.n y y y •� r �PE 5-07-12 0-03-12 y 2-00 y 5-11-08 `' �I , '47-T OREGON t �(v� �O Y 14, 2-6‘ P+ MFR R I l,l-0 JOB NAME: LENNAR 2892-A MARQUAM 3 CAR - G1 Scale: 0.5675 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: T R1LL, 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 `O WASH. Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper J OF C T 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. !G �(+ 2.Design assumes the top and bottom chords to be laterally braced at Q ,�1 3.Additional temporary bracing to insure stability during construction A, '/- DES. BY: LJ is the responsibility of the erector.Additional continuous o.c.and at 10'o.c.respectively unless braced throughout their length by �P O Po lily permanent bracing of continuous sheathing such as plywood required sheathing(TC)and/or drywae(BC). �A!:' `j. DATE: 9/10/2014 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. 1001W1'. " SEQ. : 605 6368 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition'of use. [ r design loads be applied to any component, g,Design assumes full beating at all supports TRANS ID: 407883 5.CompuTrus has no control over and assumes no responsibility for the ig g pports shown.Shim or wedge if �� necessary. fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. �0 �4'11398�� 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 'S I IIIIII VIII VIII I II VIII I I I II III IIII TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssf 9.Digits indicate size of plate in inches. �NA.L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r r it1111IIlll a ' • . This design prepared from computer input bye= PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 101 2.5=(-57) 78 3-5=(-183) 172 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 101 WEBS: 2x4 DF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0' 0'- 0.0' -132/ 551V -43/ 121H 5.50' 0.88 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.5' -28/ 241V 0/ OH 5.50' 0.39 DF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'• 0.0' Allowed = 0.267° MAX TC PANEL LL DEFL = 0.090° @ 3'- 0.2" Allowed = 0.369" 5-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.101" @ 3'- 0.3' Allowed = 0.554" I T '( T 12 MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7' 6.00 / M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads U) in the plane of the truss only. 0 c3 o� i v MN m o� ► ►� 5 -V o M-3x4 M-1.5x3 ��� p P R pFFOn y y y �� '921ilPE 9r 5-07-12 0-03-12 y y y `,� I/' 2-00 5-11-08 -7L 4,OREGONN b 41 /O '4y 14, 2C) P+ MFRRII.A-6 JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - G2 EXPIRES:12/31/2015 Scale: 0.5675 WARNINGS: GENERAL NOTES,unless otherwise noted: sitRILL, 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 19 D• WAS/4;14> Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 oV 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' �� G 2.Design assumes the top and bottom chords to be laterally braced at Q �_�., �• 'n 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l�� 1.. O DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). r` 1 DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • i .j,i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / / SEQ. : 605 6367 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, 1i design loads be applied to any component. and are for"dry condition"of use. TRANS ID: 4078 83 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. O� t��IS.I.ER� .?� 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 tC 1` III I II I I I i 11 III II II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. "'S'/ONAL 1✓,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) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-116) 104 1.4=(-57) 77 2.4=(-185) 169 BC: 2x4 DF #18BTR SPACED 24.0' 0.C. 2-3=( 0) 0 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -31/ 257V -41/ 105H 5.50' 0.41 DF ( 625) Connector plate prefix designators: 5'- 11.5' -34/ 244V 0/ OH 5.50' 0.39 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.093' @ 3'- 0.2' Allowed = 0.369' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.105' @ 3'- 0.3' Allowed = 0,554' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7' 5-07-12 0-03'12 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7' 12 Design conforms to main windforce-resisting 6.00 1/ system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -'I load duration factor=1.6, Truss designed for wind loads r in the plane of the truss only, t in M 0 co m 0/- I v Ili �o M-3x4 M-1.5x3 S:!, PO R QF-SS c �a?1NE �, y y y a� 792•I PE 9I 5-07-12 0-03-12 �/ y y �.� - 1 5-11-08 0 ? 9` ,�OREGON\Q ki 20 qY 14, 2° P} MRRILV-0 JOB NAME : LENNAR 2892-A MARQUAM 3 CAR - G3 Scale: 0.5308 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: �LpRILL, 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 WASH Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper , of 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. !4 6p. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at Q e, �~ CT DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A, 1, O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rr �. DATE: 9/10/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 7 o4', 4.No load should be applied to any component until aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 605 6366 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, /'' design loads be applied to any component. and are for"dry condition"of use. %'I TRANS ID: 407883 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 /r 51398 w� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O �� 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �'�P CIS7"GR� 111111 VIII VIII VIII VIII VIII I III IIII IIII 7PI/ TCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. ssl G 9.Digits indicate size of plate in inches. OVAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • a r • r . i r I 9-1/4"OPEN WEB JOISTS @ 24"O.C. 1 LENNAR 1-U1 - ? 2892A MARQUAM 3-CAR PL14-321 MAIN H ruT�P 10/13/2014 Fu1 -01 .7, Products F174 F• I' PIotID Length Product Plies Net Qty F04 FO I BK1 16-00-00 2x10 DF No.2 1 1 BM5 8-00-00 BBO1 1 1 F04 t BM2 7-00-00 BBO1 1 1 F. F0 BM4 6-00-00 BBO1 1 1 II BM3 5-00-00 BBO1 1 3 •11 F04 m', FO � BM1 4-00-00 BBO1 1 2 11 F04 1 F05 I F04 1 , 'I F04 F05 ALL BEAM SIZES PER ARCHITECT/ENGINEER ° �BM1�m �BM2� _ F02 - BKI.BLOCKING R•I.RIM BOARD o F02 , ACCESSORIES QTY 2X10 DF#2&BTR FOR SHEAR BLOCKING 12' Fo2• [BM4] m JBM3� I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I F02 I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I F02 F02 FLOOR LOADING ° .' 40 LL 15 DL D F0; FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERII{ ° m REFER TO STRUCTURAL PLAN FOR ADDITIONAL I WA POST TRANSFER BLOCKING Fi V I-1 AND SHEAR BLOCKING REQUIREMENTS. F02 swtaLE • TOP CORD BEARING • t0Z ,� • _ F02 N I I\ e° O ti .< (—) ��Y��\.._...... F03 ` ---I l 1 I •.. 1 F03 Paci umb �' . N ��til F03 I 8e TR U Si 5 COMPANY Of F03 .�„) till 9-1/4"OPEN WEB JOISTS @ 24"O.C. wr I _ o w LENNAR �" F01 1. II 2892A MARQUAM 3-CAR FDl -" PL14-321 MAIN H 01 ii 10/13/2014 • ii il I � �FO1 i.FOb F F04 a I Products 1 I F04 II PIotID Length Product 16-00-00 Plies Net Qty BK1 2x10 DF No.2 1 1 II o5 I 1 04 BM5 8- BBO1 1 I i OS F04 BM2 7-00 00 00 00 1 BBO1 1 1 E BM4 6-00 00 BB01 1 1 I F05 — I F04 9 BM3 5-00-00 BB01 1 3 C° BM1 4-00-00 BB01 1 2 pIF05 1 14 IF05 } 'F04 I F05 A} i 04 L'L1L L,]I/Yt F02 ^ ' I ALL BEAM SIZES PER ARCHITECT/ENGINEER I� BK1=BLOCKING RM1=RIM BOARD Il F02 l ACCESSORIES QTY 'F02 2X10 DF t2&BTR FOR SHEAR BLOCKING 12' Mg EZI2 ❑ sumit02 I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN II F02 1 I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I ❑ IBMS' ! I FLOOR LOADING �F02 40 LL F02 I 15 DL _.__m__ ffffff _ 'FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA' LL'iF'U HILL'', 'BM3f " j M1 I �,, IF02 I REFER TO STRUCTURAL PLAN FOR ADDITIONAL' POST TRANSFER BLOCKING �� AND SHEAR BLOCKING REQUIREMENTS. IF ; F02 SINGLE F02 TOP CORD BEARING I 1 F02 I F03 - IIF03 I F03 PacithLumber\ F03 & TRUSS COMPANY s 44 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-321 MAIN H Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: R43015582 thr u R43015586 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PROFFss NE NGIFR io �'8/7�022PE cv ti-0j, OREGON rp �v "PC' EMBER 1\ �O OS, A 1-10;1/4\'\P EXPIRES:06/30/2015 October 13,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-321 MAIN_H Fax916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: 843015582 thru R43015586 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 1$1 ONIO 0; X04�VAsiii,� Wy, � I Try•hQ Ka, O d 4, 49639,0 44 O.t, FGtsTE�'" AS'• ECG October 13,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Oty Ply LENNAR " R43015502 . PL14-321 MAIN H F01 Floor 4 1 Job Reference(optional) _ - Pacific Lumber 8 Truss Co., Lake Oswego.Oregon 7.530 s Jut 1 1 2014 MiTek Industries,Inc.Mon Oct 13 13:15:45 2014 Page 1 ID:DckoXxdfingu7pIKW64fdjz_Utw.ED3CEIZoOHNbvulavh7hjd4 KhS10055mNyEOZlyTnuC . 0-6-8 (—H I- 2-0-0 1 I0-6-0 1 tF 8-8 I W_6434 Stale-1:34.2 • 1.5x3 II • 1.5x3 I I 3x4= 1.5x3 I I 4x5=3x4 I I 4x5= 3x6 FP= 3x4= 1.5x3 I I 3x5= 1 3x5= 2 3 4 5 6 7 8 9 10 11 12 • • d b • • 20 19 18 17 0 15 14 13 • 1.5x3 I I 3x8= 308= 34 FP= 3x8= 3x8= 3x8= 1.5x3 I I • 9-10.0 13.6.81 9.7.0 9-rgl' 18-11-0 19-5-8i 0-6.8 9.0.8 0-1- 9-1-0 0-6-8 0-1.8 Plate Offsets(X,Y)— 11:0-1-8,Edge1,15:0-2-5,Edgel,(7:0-1-6,Edgel,112:0-1-8,Edgel,115:0-3-8,Edgel,118:0-2-12,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.06 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.10 14-15 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) -0.01 12 n/a n/a . BCDL 5,0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- _ TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.l&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=391/0-6-0 (min.0-1-8),16=1276/0-3-8 (min.0-1-8),12=394/0-6-0 (min.0-1-8) Max Gray 1=436(LC 3),16=1276(LC 1),12=438(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. .g" OHIO TOP CHORD 1-2=-1209/0,2-3=-1209/0,3-4=-859/325,4-5=-859/325,5-6=0/1717,6-7=0/1717, . 7-8=-882/307,8-9=-882/308,9-10=-882/308,10-11=-1216/0,11-12=-1216/0 0% p' WAS.y,- q� BOT CHORD 18-19=-35/1342,17-18=-984/0,16-17=-984/0,15-16=-938/0,14-15=-22/1358 ') .c,' C�, `Z WEBS 1-19=0/1248,2-19=-253/0,3-18=-654/0,5-18=0/1461,5-16=-960/0,12-14=0/1255, At' it O d 11-14=-252/0,10-15=-645/0,7-15=0/1448,7-16=-992/0 e %,- x N 1" NOTES- /y°37 1)Unbalanced floor live loads have been considered for this design. 4' 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •13 4s, 49639 `4/ 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4 GIST. �S�' be attached to walls at their outer ends or restrained by other means. �SS,ONALti�G 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard c.;\ .1 PR OF46,.S mac LNGINB '9 /''G 87022PE , _r i ,�' t" N �'OJ,OREG•N rL° $:5 AMBER 1\ a OS A. H Y EXPIRES:06/30/2015 October 13,2014 - AIMARNLiG-Verity design paranaars and READPI)IESON THIS AND L`KIULEDNITFKREFERFMI PAGE WI-7473rex1/29/2014MT-MAEUSF • Design valid for use only with Mitch connectors.This design is booed only upon poramelers shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resposs'.billity of the Miler(' - erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding lubrication,quality control,storage.delivery.erection and tracing,consult ANSI/1911 quality Criteria,056.89 and BC51 Building Component 7777 Greenback Lane,Suite 109 Safely Information available turn Loss Mote Institute,781 N.Lee Street.Suite 312 Ale.andria.VA 22314. Carus Heights,CA,95610 If Southern Pine(SP)lumber Is_sp ec ified,the design values are those effective 06/0]/2013 by AL S( A Job Truss Truss Type Qty Ply LENNAR R43015583 • PL14-321_MAIN_H F02 Floor 11 1 - Job Reference(optional) Padre Lumber&Truss Co., Lake Oswego,Ofegon 7.530 s Jul 11 2014 MiTek Induslnes,Inc.Mon Oct 13 13:15:48 2014 Page 1 . ID:DckOXxdfingu?pl KW64f djz_Ut w-iQdbReaQ9bVRX2wmTO fwGrdVYs5dyYPvccz_5kyTnuB 0-6-8 - H—I F 2-0.0 I 0I e e 1 10-e-e I a 6-e, cafe=1:34.3 1.5x3 II 1.5x3 1 1 3x4= 1.503 I I 4x5— 3x4 I 1 4 x 5 = 3x6 FP= 3x4= 1.503 I I 3x5= 1 3x5= 2 3 4 5 6 7 8 9 10 11 12 d11►/"�_'-��� 1 :nseiri�r a -- 4�-1∎ to[° 20 19 18 17 18 15 14 13 1.5x3 I I 3x8= 3x8= 3x6 FP= 3x8= 3x8= 3x8= 1.5x3 I I (� 9-10-8 1 Ab-81 9-1-0 0-)-8 111'08 0.681 0-1.8 Plate Offsets(X,Y)-- (1:0-1-8,Edgel.15:0-2-7,Edge1,17:0-1-&,Edge/,112:0-1-8,Edge(,115:0-3-12,Edgel,118:0-2-12,Edgel LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. In (lac) 1/de8 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.06 18-19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.10 18-19 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.01 12 n/a n/a BCDL 5.0 1 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except - BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=393/0-6-0 (min.0-1-8),16=1279/0-3-8 (min.0-1-8),12=393/0-6-0 (min.0-1-8) Max Gray 1=438(LC 3),16=1279(LC 1),12=438(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �'tONIO TOP CHORD 1-2=-1216/0,2-3=-1216/0,3-4=-879/315,4-5=-879/315,5-6=0/1726,6-7=0/1726, P' 7-8=-880/315,8-9=-880/315,9-10=-880/315,10-11=-1216/0,11-12=-1216/0 ft .04 WAS/4;4'-q, BOT CHORD 18-19=-29/1356,17-18=-953/0,16-17=-953/0,15-16=-948/0,14-15=-27/1357 L>, "L WEBS 1-19=0/1255,2-19=-253/0,3-18=-646/0,5-18=0/1454,5-16=-987/0,12-14=0/1255, . Q4 11-14=-25210,10 15=647/0,7 15=0/1450,716=990/0 t 1 \ r NOTES- /of 1)Unbalanced floor live loads have been considered for this design. 49639 4 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �O �� w 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to .{` CISTER be attached to walls at their outer ends or restrained by other means. �`rS10IVA1.E�G 4)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Pa PROpt, � N 'INEF / \ � �� 9 � ' '� 87022P. I- y `‘Aj, OR GON (y° 4N '5�C, FM8 E R 1'� 0 Ok) A. HER°'' EXPIRES:06/30/2015 October 13,2014 . A IL4RNI56-Verify design parameters and READ NJ TES ON 7AtSAND LAIULED HI7EX REFERENCE PAGE HII7473 rea 1/29/2014 BEFORE USE - Design volid for use only with M7ek connectors.This design b bused only upon parameters shown.and h for on individual budding component. 11111 - Appdcabirify of design porameters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additionol temporary bracing to insure stability during construction is the responsibility of lire MiTek' erector.Addilionol permonent bracing of the overoll structure is the responsibility of the buiding designer.For general guidance regarding . fabrication,quolity control.storoge,delivery,erection and tracing.consult ANSI/R11 Quality Critedo,558-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information available from Truss Mots Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. I- Carus Hegms,CA.95610 If Southern Pine(SPJ lumber Is specified,the deti5n values are thou efle ctb•06/01/2013 by ALSO L J 4. 4- .Job Truss Truss Type Oly Ply LENNAR • R43015584 e PL14-321_MAIN_H PO3 Floor 4 1 Job Reference(optional) - Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,no Mon Oct 13 13.15:47 2014 Page 1 ID:Ock0Xxdfingu?pIKV1041djz_U tw-Bcezf_b2wvd19CVz 16A9o2AhYGRshOi3gGjXdAyTnuA . 0-6-8 1 I I 2-0-0 1 1 0-10-0 1 1 0-8-8 1 Scale=1,2 .4 1.5x3 II 3x5= 405= 1.5x3 II 344= 1.5x3 II 305= 1 3x4= 2 3 4 5 6 7 8 MII Y i\■■I. _ '' loll r•►, N 14 13 I' 11 10 9 1.5x3 11 3x6= 3x5= 3x8= 3x8— 1.5x3 11 10-6-8( 3-9-0 3-0-8 12-11-8 113-6-0 1 0.6-8 3-2-8 0-1- 9-1-0 0-6-8 Plate Offsets(X,Y)-- 11:0-1-8,Edael,13:0-1-8,Edael.14:0-1-6.Ednel,[8:0-1-8,Edgej,1l2:0-1-12,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.05 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) -0.01 8 n/a n/a _ BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- - TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Blr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=-34/0-6-0 (min.0-1-8),8=432/0-6-0 (min.0-1-8),12=1008/0-3-8 (min.0-1-8) Max Uplift/=-157(LC 4) Max Gray 1=112(LC 3),8=437(LC 4),12=1008(LC 1) 0.10NIO , FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WAS` �a. TOP CHORD 1-2=-21/671,2-3=-15/673,3-4=0/1152,4-5=-877/0,5-6=-877/0,6-7=-1215/0, O O4 H,W. Y' 7-8=-1215/0 �' �w o BOT CHORD 12-13=-1114/0,11-12=-440/0,10-11=0/1355 A. Y ZPi. �O• 6 WEBS 3-12=-391/0,1-13=-698/17,3-13=0/716,8-10=0/1254,7-10=-252/0,6-11=-519/0, C4 4-11=0/1323,4-12=-922/0 _ \ t NOTES- 'd 7 Yr ,CL- 1)Unbalanced floor live loads have been considered for this design. ,p 496394, 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0.4' CISTE 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �4-10NALV: G be allached to walls at their outer ends or restrained by other means. • 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard \�,��QNGP��F0.n �� (G R 29 87022PE r / rn >" -y �Aj, OREGON c 'AO AMBER \1 \- OS A- HEsa`�P EXPIRES:06/30/2015 October 13,2014 A NARKING-Wet,/design paramzters and READ tl)7ES Ott THIS AND 1,..a UM HI7EK REF5FFMU PAGE HIT-7473 tax 1/25/2014 BEFORE USE Design volid for use only with MRel,connectors.This design is booed only upon aerometers shown.and is for an indvidual budding component. Applicability of design parameters and proper incorporation of component 8 responsibility of building designer-not truss designer.Brocing shown MI 8 for lateral support of individual web members only.Additional temporary bracing to insure debility during construction 8 the responsibility of the MiTek' erector.Additiorsol perrnonent bracing of the overoll structure is the responabiily of the building designer.For generol guidance regarding lubrication.cloddy control.storage.detvery,erection and bracing.consult ANSI/TPII Quality Crileslo,DSB-89 and BCSI Building Component 7777 Greenback Lane.Suite 109 Solely Information available trom truss Hale Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights.CA,95810 If Southern Pine(SP)lumber is specified,the d•inn vatues are those effective 06/01/2013 by ALSC ae Job Truss Truss Type Qty Ply LENNAR R43015505 . PL14-321 MAIN H F04 Floor 8 1 . r Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Mon Oct 13 13:15:48 2014 Page 1 ID:DckOXxdfingu9 pIKWF4tdjz_Utw-folLSKcghC19mM49bphOLGiprgIIQQ9C3wS59cyTnu9 - . 0-6-8 1--i 1 2-0.0 1 1 1-8-8 1 1 1-7-12 1 ' Scale=1:36.4 3x4= 1.5x3 II 304= 1.5x3 II 3x6= 300= 1.5x3 II 3x6 FP= 1.50 II 3x4= 1.5x3 II 1 Sidi= 2 3 4 5 6 7 8 9 10 11 12 I i :'i��1_0 .�iIi'_iii i_ -�i._� �_! la el Pi ►'_ 8 20 19 18 17 16 15 14 13 1.5x3 I I 3x8= 3x8= 3x6 FP= 3x5= 3x10= 3x5= 304 = 9-6-8 10-7-8 101-0 20-10-12 I 0-6.8 10-1-0 0-1-8 10-1-12 Plate Offsets(X,Y)-- 11:0-1-8,Edge),(5:0-0-0,0-0-01,(6:0-3-0,Edge1,115:0-4-12,Edgel,116:0-1-8,Ed0e1,119:0-3-B,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deb L/d PLATES GRIP i TCLL 40.0 Plates Increase 1.00 TC 0,45 Vert(TL) -0.08 18-19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.13 18-19 >956 360 BCLL 0.0 Rep Stress Inc) YES WE3 0.85 Horz(TL) -0.01 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 lb FT=0%F,0%E • LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(fla!) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except _ BOT CHORD 2x4 DF No.1&Btr(tlal) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=440/0-6-0 (min.0-1-8),16=1389/0-3-8 (min.0-1-8),13=422/0-1-12 (min.0-1-8) Max Gray 1=485(LC 3),16=1389(LC 1),13=474(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ilTONIO TOP CHORD 1-2=-1387/0,2-3=-1387/0,3-4=-1351/182,4-5=-1351/182,5-6=0/1953,6-7=-301/741, QS 7-8=-302/741,8-9=-302/741,9-t0=-1624/0,10-11=-1624/0 Go@ y04 WASJ4,,G 'j�� BOT CHORD 18-19=0/1677,17-18=-689/243,16-17=-689/243,15-16=-1925/0,14-15=-269/1300, Q�S- �, '/d 13-14=0/1178 i h "1i �.j, t;r1 WEBS 6-16=-771/0,1-19=0/1432,2-19=-253/0,3-19=-304/125,3-18=-487/0,5-18=0/1310, 'i N 5-16=-1711/0,11-13=-1235/0,11-14=-52/467,9-14=0/506,9-15=-1224/0,6-15=0/1672 llt , r�r NOTES- ,a 49639 �` 1)Unbalanced floor live loads have been considered for this design. 0���FOISTE 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `s810NALtt1O 4)Recommend 2x6 strongbacks,on edge,spaced al 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chard bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. .\<<:c), 0 P R oFFss LOAD CASE(S) Standard �,��� �NG)NEF19 ,2 8 • 2PE , c- y N / ti Aj,OREGO p � "9 6' O O OMBER Na S A. HEM P EXPIRES:06/30/2015 October 13,2014 - A f,AR?11M5-Varify design,pannears and READ 7171FS ON TINS AND MIMED H1 TE1f REFEREMAT PAGE M11-7473 ree 1,)29/201 d BEFORE USE • - Design valid for use only with M7ek connectors.This design is based only upon parameters shown and k for on individual building component. Applicability of design parameters and proper Incorporation of component h responsibility of building designer-not truss designer.Bracing shown is for lateral supporl of Individual web membeis only.Additional lemporory bracing to insure stability during construction is the responsibility of the (Vinci('erector.Additional permanent bracing of the overall structure is the responsiblity of the building designer.For general guidance regarding . fabrication.quolity control.storage.delivery.erection and tracing.consult ANSI/TPII Quality Criteria.558.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information ovo'lable from Truss Pate Ins Mule.781 N.lee Street.Spite 312.Alevandrio.VA 223)4 Citrus Heights,CA,95610 itSouthern Puna(SP)lumber lsspecNled,the desitnvdues are those effective 06/01/2013 byALSC . Job Truss Truss Type Qly Ply rLENNAR R43015588 PL14-321 MAIN_H F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Ocl 13 13:15,50 2014 Page 1 - ID:DckOXxdfingu?pIKW64fdjz_Ulw-bBt5H0dxDq?l0fEViEjsQhoBeTSbuMQVXDxBEVyTnu7 + I 2-0-0 I 10-10.41 10-6-81 P-6-81 • Scale=1'.33.6 1.5x3 II 1.5x3 I I 3x4 = 1.5x3 I I 3x4 = 1.5x3 I I 4x6 = 4x5= 3x6 FP= 3x4 = 1.5x3 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 / 711 I1 r:`_ iiZi�� N aq d !-••'1e_ 611MIP ,� +1 ,11 161 JJ '4 2. 19 18 17 15 14 13 3x4= 3x5= 3x6 FP= 4x6= 3x5= 3x8= 3x8= 1.5x3 I I I 9-4-4 9- ?2 18-6-12 19-11 9-4-4 0-1-8 9-1-0 0-6-8 Plate Offsets(X,Y)-- 16:0-2-4,Edael,f7:0-1-6.Edeel.f12:0-1-8,Edoel.f15:0-3-8.Edael.(16:0-1-12,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.06 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.27 Vert(TL) -0.10 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Sld(flal) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 20=392/0-1-12 (min.0-1-8),12=394/0-6-0 (min.0-1-8),16=1269/0-3-8 (min.0-1-8) Max Gray 20=437(LC 3),12=436(LC 4),16=1269(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �yTONIO TOP CHORD 2-3=-1393/0,3-4=-1393/0,4-5=0/753,5-6=0/754,6-7=0/1689,7-8=-866/297, ,Q, 8-9=-866/297,9-10=-866/297,10-11=-1210/0,11-12=-1210/0 GOS �v WASy,, W BOT CHORD 19-20=0/1067,18-19=-2911955,17-18=-291/955,16-17=-1628/0,15-16=-945/0, -'1 c 14-15=-15/1347 NTH �0 d WEBS 6-16=-631/0,2-20=-1118/0,2-19=-58/341,4-19=0/608,4-17=-1308/0,6-17=0/1079, , ' ' •` I ' N 12-14=0/1249,11-14=-252/0,10-15=-646/0,7-15=0/1450,7-16=-963/0 NOTES- r -, 1)Unbalanced floor live loads have been considered for this design. �")'O 4, 49639 e, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)20. .tt, C(g7'gR 3)This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ss O 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to I�NALti� be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. �(? .Q PROF4-0 LOADCASE(S) Standard c.CO ENGINE&- /02 Q 870 2PE ter / y '0j, OREGON rL° 4v� �or,ccMBER '1 �O S A. HEC"\ EXPIRES:06/30/2015 October 13,2014 __ • 164951'.1G-Verify desl7n Fanntef2rs and 90A5)F13 TFS ON TIES AND MIMED MITSif FFFFRFht�PAGE 511-7473 net 1/19/101 d BEFORE USE Design valid for use only with Mileh connectors.This design Is based only upon parameters shown.and h for an Individuol building component. 14111 - Applicability of design parameters and proper incorporation of component is responsibi iy of building designer-not truss designer.Bracing shown h for lateral support of Indivkuol web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure Is the responsibliy of the buddng designer.For general guidance regordng M iTek' . fabrication.quality control,storage,delvery.erection and bracing.consult ANSI/Tell qualify Cdterlo,558-89 and SCSI Building Component 7777 Greenback Lane.5ulle 109 Solely Information ovaloble from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 t 8Southern Pina(SP)lumber Is specified.the design values are theta eft ctiee 06/01/2013 byALSC 1 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION t 1/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MEE Dimensions are in ft-in-sixteenths. • 111� Apply plates to both sides of truss 1 2 3 I. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1/16" wide truss spacing,individual lateral braces themselves locL may require bracing,or alternative Tor I 10111Mb p bracing should be considered. �-� 3. Never exceed the design uate loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'s from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from • CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI I. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR1988 responsibility of truss fabricator.General practice Is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the represents AWC in the 2005/2012 published SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ■Mi■ reaction section indicates joint MIIIImalli number where bearings occur. -__ 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. fl 0=1 4a 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient.BCSI: Building Component Safety Information, hi•Te ke 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 41 . • . 1 r LENNAR 13-1/2" OPEN WEB JOIST @ 24" O.C. 2892A MARQUAM 3-CAR PL14721 UPPER 15.50014 E STMT VIM*.PErtc Products ® ® 2 PlotID Length Product Plies Net Qty ,�• • I �I��-I-I-I-I-I-j BM6 21-00-00 3 112"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM1 21-00-00 5 1/2"x 18"Glulam(1.8E 24F-V4 DF/DF) 1 1 o BM5 20-00-00 8 3/4"x 13 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 ig 1 o 2 2 E 2 2 2 BM16 32-00-00 2X14 DF#2&BTR 1 1 BK1 21-00-00 2X14 DF#2&BTR 1 1 e RM1 21-00-00 2X14 DF#2&BTR 1 1 ' _ c•1 _ __ _ a.F.I RM1 18-00-00 2X14 DF#2&BTR 1 1 ` ` RM1 17-00-00 2X14 DF#2&BTR 1 1 I I u l I I I I ( I I I RM1 1 12-00-00 2X14 DF#2&BTR 1 1 RM1 12-00-00 2X14 OF#2&BTR 1 1 LPL BM2 10-00-00 2X14 DF#2&BTR 1 1 LL LL ° MLL° LL „- ° ° RM1 10-00-00 2X14 DF#2&BTR 2 2 X • • ^� BM20 9-00-00 2X14 DF#2&BTR 1 1 '" :11 RM1 9-00-00 2X14 DF#2&BTR 1 3 4° BM3 7-00-00 BBO1 1 3 z I 1 RI 2 RM1 6-00-00 2X14 DF#2&BTR 1 1 LL LL BK1 5-00-00 2X14 DF#2&BTR 1 1 BM9 5-00-00 2X14 DF#2&BTR 1 1 BM8 4-00-00 2X14 DF#2&BTR 1 1 -sue 3. I ALL BEAM SIZES PER ARCHITECT/ENGINEER -IA 71 all aR:-0PC41 t Fl OOR I OADING I I I I RMt RIN lO�RDI 40 LL III I S DL ACCESSORIES • QTY 2 L . . IRM1I 0 LU5414 28 m 2X6 DF#2&BTR FOR RIBBON 38' 2X14 DF 82&BTR FOR SHEAR BLOCKING 26' 1-1,1 0 HUC410 , 1 2E2 . REFER TD STRUCTURAL PLAN FOR ADDITIONAL 1 I,I PN PLACEFER T TG AND SHEAR BLOCKING REQUIREMENTS. I SHEAR BLOCKING G PLACEMENT PER CEMENT PER STRUCTURAL PLAN I I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I ngig (FLOOR DESIGNED TO MEET OR EXCEED 4480 DEFLECTION CRITERIA1 Ip o 0 LL 0 , LL LL LL 2 8 I + - JOIST WITH RIBBON RE I Pacifi 'Lumber r.r,w1 I & TRUSS COMPANY LENNAR 13-1/2" OPEN WEB JOIST @ 24" O.C. 2892A MARQUAM 3-CAR PL14-321 UPPER START FRAMING HERE 10/15/2014 Products – ® PIotID Length Product Plies Net Qty — P P �' ' P T II BM6 21-00-00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM1 21-00-00 5 1/2"x 18"Glulam(1.8E 24F-V4 DF/DF) 1 1 I' BM5 20-00-00 8 3/4"x 13 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 • LL �i LL LL LL ° BM16 32-00-00 2X14 DF#2&BTR 1 1 m m m BK1 21-00-00 2X14 DF#2&BTR 1 1 1 RM1 21-00-00 2X14 DF#2&BTR 1 1 I . ,BM5- __A___,_ e_ 13811 RM1 18-00-00 2X14 DF#2&BTR 1 1 ° a_ RM1 17-00-00 2X14 DF#2&BTR 1 1 �L BK1 14-00-00 2X14 DF#2&BTR 1 1 RM1 12-00-00 2X14 DF#2&BTR 1 1 NN 1 BM2 10-00-00 2X14 DF#2&BTR 1 1 2 LL LL LL LL LL' °j LL LL 2: ■ RM1 10-00-00 2X14 DF#2&BTR 2 2 BM20 9-00-00 2X14 DF#2&BTR 1 1 0 0 0 0 0 y , RM1 9-00-00 2X14 DF#2&BTR 1 3 LL LL LL LL LL LL BM3 7-00-00 BBO1 1 3 t N BI N RM1 6-00-00 2X14 DF#2&BTR 1 1 LL E LL LL BK1 5-00-00 2X14 DF#2&BTR 1 1 BM9 5-00-00 2X14 DF#2&BTR 1 1 BM8 4-00-00 2X14 DF#2&BTR 1 1 IP >3RT -8M3q _ BM3r T U oni h c a - u L ALL BEAM SIZES PER ARCHITECT/ENGINEER aftENI MI•B-ULKING ra R' I(■1•FO BOARD 40 LL 15 DL 4 I i FI ACCESSORIES QTY IRM1I o o m -11 ® LUS414 28 mLL LL 2X6 OF:2&BTR FOR RIBBON 38' 2X14 DF 02&BTR FOR SHEAR BLOCKING 26' p�{I o Q E I Q HUC430 1 \\\ LL LL LL _c �a '�, -a c r REFER TO STRUCTURAL PLAN FOR ADDITIONAL - -`R. BM3 POST TRANSFER BLOCKING AND SHEAR BLOCKING REQUIREMENTS. I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I LI_ � [HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. 1` (FLOOR DESIGNED TO MEET OR EXCEED 1480 DEFLECTION CRITERIA] I I 0 u. 0 0 0 0 �RM1) LL LL LL LL LL LL C l' 1 + JOIST WITH RIBBON -I — C 1 Pacifi \.umber ® ' a & TRUSS COMPANY s. MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-321_UPPER Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: R43033423 thru R43033431 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PROF �'�EQ Fs ," 0AGINEF6 S>O cc 87022P, ! CV ym-c , OREGON rye 0 MBER �� O OS A. HE° EXPIRES:06/30/2015 October 15,2014 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Mu MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-321 UPPER Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: R43033423 thru R4303343I My license renewal date for the state of Washington is Januaiy 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ONIO O@ X04 VASyj� ham ; >,11. ,or h 49639 <y`Y Fotsra�ti �/ASS ON AL'� rt I -• October 15,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 1 Job Truss Truss Type Qty Ply LENNAR -- __---- • 843033423 • PL14-321 UPPER F01 FLOOR 4 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 15 14:54:38 2014 Page 1 _ ID:f R(?p7cJab_FzM3?rJKNH5z?mGH-VWJfNJbkW?rSBKbepJDE9oASIpxg907iznfiG9yT6FV 0-1-8 H I 1-3-0 1 1 1-2-8 1 1 1-2-0 i 1 1-3-12 1 1-6-0 Scale=1:29.7 4x5= 354= 354= 3x4- 304 = 456= 1 2 3 4 5 6 7 6 9 10 11 12 13 14 L I Allikh, I AAIIIIihi,. Allahhi. I 1•11,..., dgll''A: I , II, 4116■C119 loy• Wye _ All TO '.. 21 20 19 18 17 16 F9 3x6= 456= 305= 355= 355= 3x4= 4x5= 3x4= 1 17-6-12 I 17-6-12 Plate Offsets(X,Y)-- 116:0-1-8 Edge),[17:0-1-8,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.31 17-18 >674 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.48 17-18 >430 360 BCLL 0.0 Rep Stress Inc( YES WB 0.82 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER- BRACING- _ TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=949/0-5-8 (min.0-1-8),15=956/0-4-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2177/0,3-4=-2177/0,4-5=-3526/0,5-6=-3526/0,6-7=-4105/0,7-8=-410510,8-9=-3977/0,9-10=-3977/0, �-cONIO 10-11=-2683/0,11-12=-2683/0,12-13=-2683/0 BOT CHORD 21-22=0/1214,20-21=0/2940,19-20=0/3904,18-19=0/4141,17-18=0/3587,16-17=0/2683,15-16=0/1381 Oc? 04 WAS WEBS 11-17=0/472,12-16=-677/0,2-22=-1497/0,2-21=0/1210,4-21=-959/0,4-20=0/737,6-20=-476/0,13-15=-1640/0, U „e0, ft.., G' q L 13-16=0/1610,6-19=0/253,10-18=0/524,10-17=-1200/0 >Q d 6,t,..- �I N NOTES- 1)Unbalanced floor live loads have been considered for this design. /r 2)All plates are 1.5x3 MT20 unless otherwise indicated. 9639 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9 � 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� 4'0 TSR� be attached to walls at their outer ends or restrained by other means. �`rSj NAj �'G 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard go P R S�cNGINEF9 /O29 870 2PE c N ^ N - �"0j, OREGON cp 4 i -p0 AMBER �,� �O OS k H V\-\P EXPIRES:06/30/2015 October 15,2014 - AA,RARNPti-Yanf ydastgnyaran>zsrs and READ hOTESONWMS AND 15(1UCEDN17ESREFERE700 PAGE M11.7473 rag,1/29/2014099ORE839 • Design valid for use only with MTel:connectors.This design is based only upon parameters strewn,and is for an Individual building component. Appl■cobidty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown lal is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitlity of the MiTek erector.Additional permanent bracing of the overall structure is the responsiblity of the budding designer.for general guidance regording fabrication.quality control,storage.delivery.erection and bracing.consult ANSI/TPI1 Quality Crilerta,D55.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SPl lumber is specified,the design values are those effective 06/03/2013 by ALSC J Job Truss Truss Type Qty Ply LENNAR R43033424 PL14-321_UPPER F02 FLOOR 4 1 . Job Reference(optional) . Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 15 14:54:39 2014 Page 1 ID:fRr?p7cJab_FzM3?rJKNH5z?mGH-zit lafcMHJzJpUAgMOkThOieaDIEuaXrCRPFpbyT6FU 1 1-9-0 1 1-9-0 11 t-7-8 1 I 1-8-13 1 2-6-0 I I 1-2-0 11 2-5-15 Scale=1:37.8 1.5x3 II 1.5x3 I I 3.5 = 1.50 I I 4x6 = 3x12= 1.5x3 II 3x4= 3x6 FP= 3x4= 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e 9 10 11 12 Y y 8 G 21 20 19 18 17 16 15 14 13 304= 4x8- 3x6=3x6 FP= 3x12= 3x6= 1.5x3 I I 1.5x3 I I 3x4= 18-10.13 I 5.6-0 I 17-8-13 tg-3-1 I 21-7-12 1 5-6-0 124-13 7-0 -7-0 2-8-I5 Plate Offsets(X,Y)— 110:0-1-8,Edgel,111:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.22 15-16 >871 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.34 15-16 >572 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.01 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 Di No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins; except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat)'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10-16,7-16,7-17,5-17,11-13:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 13=705/Mechanical,21=-231/0-3-12 (min.0-1-8),19=1893/0-3-8 (min.0-1-8) Max Uplift2l=-437(LC 4) _ Max Gray 13=709(LC 4),2t=144(LC 3),19=1893(LC 1) tz,11• NIO$,p' FORCES. (lb).-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. Oc' qF vasty, `N TOP CHORD 2-3=0/1765,3-4=0/1765,4-5=0/2806,5-6=-857/0,6-7=-857/0,7-8=-2398/0, U �� WCT � 8-9=-2398/0,9-10=-2398/0,10-11=-1737/0 I i•: 0,� R7 BOT CHORD 20-21=-841/101,19-20=-2806/0,18-19=-1072/0,17-18=-1072/0,16-17=0/1926, `% ■ N 15-16=0/1737,14-15=0/1737,13-14=0/1737 WEBS 11-14=0/260,4-19=-905/0,2-21=-115/961,2-20=-1084/0,10-16=0/784,9-16=-346/0, if-r- 7-16=0/518,7-17=-1156/0,6-17=-268/0,5-17=0/2003,5-19=-2002/0,11-13=-1859/0, .d 4' 4-20=0/I464 It .4,4"G/S y`� NOTES- �s`rIONAI-ti�G 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 sirongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to PEO PROF6- be attached to walls at their outer ends or restrained by other means. �<- S 5)CAUTION,Do not erect truss backwards. ���\s� '''. EFR s/o LOAD CASE(S) Standard 87022PE / y �Aj, OREGON rP Ali �(I X4/8 E R 11 N" OS A. He S∎ EXPIRES:06/30/2015 October 15,2014 1 1 _ A ILARNL!G-Verify dasign pamn>?tars and REAP N)TES 071 THIS AND LH■LUCED M!TEX REFERE1-E PAGE MIT-7473 roe 1,29/2014 BEFORE USE • Design valid for use only with Mnek connectors.This design is bored only upon poronseters shown,and is for an individual building component. Applicability of design paromelers and proper Incorporation of component is responslbtiry of building designer-not truss designer.Bracing shave Is for lolerd support of individual web members only.Additional temporary bracing to insure stability dydng construction is the responsbillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsbiity of the buldug designer.For general guldonce regarding . fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Ieliding Component 7777 Greenback Lane.Suite 109 Safely Information available from truss Rote Institute,let N.Lee Street.Suite 312.Alexandria.VA 22314. I Citrus Heights,CA,95610 If Southern Psne(SP)lumber Is specified,the deslgn values are those effective 06/03/2013 by ALS( 4 Job Truss Truss Type Qty Ply LENNAR . R43033425 PLI4-321 UPPER F03 FLOOR 9 1 __ Job Reference(optional) ■ Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 15 14:54:40 2014 Page 1 fat Rr?p7cJeb_FzM3?rJKNH5z?mGH-RvRQo?d_2d6AQdl0wjFiEDFtNdj Vd�Soo?Q58pL1 yT6FT • • I _.. 2-6-0 I I 0.6-11 I I 1-2-0 I 1-1-13 i 0117 Scale=1:16.6 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 3x4 = 6 I w :11■■r41 a Il. 1 2'/ 5x3=1616, 11 10 9 8 10111*1 3x6= 1.5x3 II 1.5x3 II 3x4= 301 = l — 8-9-8 1 8-9-6 Plate Offsets(X,Y)-- 14:0-1-8,Edgel,f5:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Verl(LL) -0.05 9-10 >999 480 MT20 220/195 _ TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 7 n/a n/a - BCDL 5.0 Code IBC2012/TPI2007 1 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER- BRACING- - TOP CHORD 2x4 DF No.1&Btr(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Blr(flal) end verticals. WEBS 2x4 DF Slud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=467/0-5-8 (min.0-1-8),11=473/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1051/0,3-4=-1051/0,4-5=-693/0 -tytONIO BOT CHORD 10-11=0/898,9-10=0/693,8-9=0/693,7-8=0/693 P' �`/t' WEBS 4-9=-264/0,2-11=-964/0,3-10=-313/0,4-10=0/579,5-7=-865/0 GOS �p4 WAS C .q, T �L NOTES- I y� 92, y 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. ` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��� / 4)Recommend 2x6 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4963?it:, w'� be attached to walls at their outer ends or restrained by other means. 5,1. 4,FCjg 49 4 5)CAUTION,Do not erect truss backwards. �SSIONAL��G\ LOAD CASE(S) Standard ooI EFR w -44 87022PE �c / y(P c � fv Aj, OREGON ft,° <v 'AO 4cMBER \� .6:)OS A. HEV's EXPIRES:06/30/2015 October 15,2014 A IMMIX-Varify design parameters and READ 113175 ON MIS AND PCIUDED METTX REFERENCE PAGE M71-7473 re a 09/2014 BEFORE USE Design valid for use only with MCek connectors.This design is based only upon paameten shown.and is for on indvidual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-riot truss designer.Bracing shown - is for loterol support of individual web members only.Addilionol temporary bracing to insure stabiity during construction is the respomibidity of the MiTek' erector.Additional permanent bracing of the overall structure Is the responsibility of the bulking designer.for general guidance regarding lobeicolion.quality control.storoge.delivery.erection and bracing.consult ANSI/Tell Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane.Suite 109 Safety Information available born Truss Rate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 —I If Southern Pine(SP)lumber Is specified.the design velum ar•thole atfactiw 06/01/2019 by ALSO 11 J • • Job Truss Truss Type Qty Ply LENNAR R43033426 - PL14-321_UPPER F04 FLOOR 1 1 Job Reference(optional) • Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.530 s.111 11 2014 MiTek Industries,Inc.Wed Oct 15 14154:40 2014 Page 1 - ID:fRr?p7cJab_FzM3?rJKNH5z?mGH-RVRQo?d_2d6AQd10wjFiEDFoNdd6dLO?Q58pL1yT6FT - I_ 2-6-0 I I 1-11-1 I I 1-2-0 I 2-5-15 - Scale=1:28.4 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 2 3 4 5 6 73x5= 1 e li OEM P.al IA I m I IV I NUM _.._.__ w ■IlliII∎/iii frig 10 13 12 11 10 9 3x5 3x8 = 3x8= 1.5x3 I I 1.5x3 II 3x5= 12-5-1 113.0-1113-7-11 16-4-0 I 12-5-1 0-7-0 0-7-0 2-8-15 • Plate Offsets(X,Y)-- 16:0-1-8,Edgel.(7:0-1-8,Edeel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdef Lid PLATES GRIP ' TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.29 11-12 >671 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.45 11-12 >435 360 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER. BRACING- TOP CHORD 2x4 DF 2400F 2.OE(Bal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(Itat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=891/0-4-0 (min.0-1-8),9=891/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3178/0,3-4=-3178/0,4-5=-3468/0,5-6=-3468/0,6-7=-2294/0 , 1 ONIO BOT CHORD 13-14=0/1957,12-13=0/3626,11-12=0/2294,10-11=0/2294,9-10=0/2294 �j 4 VJASN., W WEBS 6-11=-375/0,7-10=0/358,2-14=-2101/0,2-13=0/1310,3-13=-252/0,4-13=-481/0,5-12=-378/0,6-12=0/1386, GO �O Q 7-9=-2456/0 �' • NOTES- 1)Unbalanced floor live loads have been considered for this design. `/ t' 2)Refer to girder(s)for truss to truss connections. fi • 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P11. .d �' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to P , qyti,be attached to walls at their outer ends or restrained by other means. Ast, CISTfil S LOAD CASE(S) Standard , ..O P R OF1- G� N9 /O <3.. L 2"Y--- 87022PE r / • • In•0y ^3j., OREG•N rL0 N 'A Ftij O On 8ER 1 S A, HE?` EXPIRES:06/30/2015 October 15,2014 A W4RNTSG-Verify dasign paranlaten and READ 7737ES 071 THIS AND 17,l21.1LED NITER REFEREWE PAGE 511-7473 re r.1,29/2old BEFORE USE �' Design void for use only with Mick connectors.This design is based only upon parameters shown.and b for an individual building component. Applicability of design parameters and proper incorporation of component is responsiblity of building designer-not Truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during constnrclion a the responsibilllty of the MiTek. - ereclor.Additional permanent bracing of the overall slructure is the responsibility of the building designer.For general guidance regordirg fabrication.quality control sloroge,delivery.erection and bracing,consult ANSI/IPII Quality Criteria,055-B9 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlarmalion available from Truss Plate Institute.781 N.Lee Street.Suile 312.Alexandria.VA 22314. Citrus Heights,CA,95610 I ItSauthern Pine/SP)lumber is specified,the design values are those effective 06/03/2013 byALSC I J P a Job Truss Truss Type Qty Ply 'LENNAR R43033427 PL14.321_UPPER F05 FLOOR 10 1 Job Reference toplionall - Pacific Lumber 6 Truss Ca., Lake Oswego.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 15 14:54:42 2014 Page 1 - - ID:(Rr?p7cJab F2M3?rJKNH5z?mGH-NHYADheEeEMugxvP2BIAJeK3PRHJ58aHuOdwPwyT6FR - I 2-6-0 1 I 1-10-13 II 1-2-0 II 1-2-11 1 t-6-0 11 1-2-11 i 1 1-2-0 Ip-t0-11 Scale=1:43.4 4x8= 304 II 305 = 3x4= 4x5= 3x6 FP= 3x6= 3x4= 3x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 .4 DWI 26 25 24 23 22 21 20 19 18 17 16 3x4 = 3x8= 306 FP= 4x8= 4x5= 3x8 = 3x8 = 3x4 = 1.5x3 SP= 136-13 24-3-11 I 12-4-13 12111-(3 I t8-0.B I 23-1-11 21611 125-4-12 1 12-4-13 0.7.0 2-11-11 6-7-3 7.0 1-1-1 0-7-0 0-7-0 Plate Offsets(X,Y)-- 16:0-1-8,Edaet.113:0-1-8,Edael,114:0-1-8,Edgel,(21:0-1.8,Edgel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.27 22-23 >723 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.42 22-23 >475 360 - BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.04 20 n/a n/a 1 BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- _ TOP CHORD 2x4 DF No.188tr(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. DOT CHORD 2x4 DF No.188tr(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF Slud/Std(flaf) REACTIONS. (lb/size) 16=239/Mechanical,26=775/0-3-12 (min.0-1-8),20=1766/0-5-8 (min.0-1-8) Max Uplift 16=-57(LC 3) Max Gras 16=361(LC 4),26=805(LC 3),20=1766(LC 1) 010NIO liz: FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2738/0,3-4=-2738/0,4-5=-2595/0,5-6=-2595/0,6-7=-1217/161,7-8=-1217/161, �O�X04 WAS C " 8-9=0!2126,9-10=012126,10-11=0/2125,11-12=-546/608,12-13=-546/608, �� >, 13-14=-463/144 I ' - i A: O to ROT CHORD 25-26=0/1737,24-25=0/2966,23-24=0/2966,22-23=-161/1217,21-22=-161/1217, N 20-21=-706/0,19-20=-1271/0,18-19=-144/463,17-18=-144/463,16-17=-144/463 WEBS 6-22=-386/0,7-21=-745/0,2-26=-1865/0,2-25=0/1074,3-25=-253/0,4-23=-504/0, / r 5-23=-395/0,6-23=0/1664,13-19=-569/89,12-19=-308/0,11-19=0/1284,11-20=-1082/0, 49639_�Q <4- 14-16=-668/208,8-20=-1798/0,8-21=0/1805 Or{. �4'GIST Ems' NOTES- -c•s rA �G 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,cQ P R OFF s 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each Truss with 3-10d(0.131"X 3")nails. Strongbacks to 4' be attached to walls at their outer ends or restrained by other means. �Cr�, _ GI N EF9 S' 6)CAUTION,Do not erect truss backwards. y LOAD CASE(S) 8 I 2 P E r S) Standard / __ • y °. OREGO /yo 1.0 90 6'M 0 8ER -1\ a OS A- H5\ EXPIRES:06/30/2015 October 15,2014 462:4=27 A ItAA?IT`■G-Verify design paramztxrs and READ fnIES ON THIS AND L1l2ULE0 MIlEf RFFFREWE PAGE If11-7413 re c 109/201d DEE0.4FUSf. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicablity of design poramelen and proper Incorporation of component is responsblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overal structure Is the responsibility of the building designer.For general guidance regarding MiTek` fabrication.quality control storage.desvery.erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and 6C51 Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 H.Lee Street.Suite 312,Alexandria,VA 27311. Cal us Heights,CA,95610 —f If Southern Pine(SP)lumbar Is speclfled,the dello yaluesare those effective 06/01/2013 by ALSO _ _ J III Job Truss Truss Type Qty Ply LENNAR R43033428 PL14-321 UPPER F06 FLOOR 3 1 Job Reference lop>1oltal) Pacific Lumber 8 Truss Co., Lake Oswego.Oregon 7.530 5 Jul 11 2014 MiTek Industries.Inc.Wed Oct 15 14:54:43 2014 Pape 1 • ID:tRr7p7cJab_FzM3?rJKNH5z?mGH-sU6YQ1f tLYUIH5TbbspPSStM5girgkQR62NTyMyT6FQ - i. - 1 2-6-0 1 1-5-8 II 1-2-0 1 10-10-01 ,0_g-12, 1-2-0 II 1-10-4 1 r'-'—`°1 1 Scale=1:36.1 3x4= 3x4= 4x8= 3x4 = 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 _ -.Aieeumennow.—eeia.- ►4 �4 rd a 24 4 23 22 21 20 1- 18 17 16 15 14 3x4 = 3 x 4= 3x6 FP= axe = 3x4 I I 4x6= 3x6= 3x4 = 4-9-8 19-0-12 _ I 4-1-0 4-,-8 IS-4-81 9-1-0 17-10-12 1p-5-t71 21-24 I 4.1.0 0-1-8 0-7-0 3.8.8 8.9.12 0-7-0 0-7-0 2-1-4 0-7-0 Plate Offsets(X,Y)— 14:0-1-8,Edael.111:0-1-8,Edgel,112:0-1-8,Edgel,(23:0-1-8,Edgel - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.12 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.19 16-17 >770 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 14 n/a n/a - BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:97 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18B1r(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.18Btr(Rat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=539/0-1-12 (min.0-1-8),19=1443/0-3-4 (min.0-1-8),24=333/0-3-12 (min.0-1-8) Max Uplift 24=-1(LC 4) Max Gray 14=559(LC 4),19=1443(LC 1),24=427(LC 3) tzyTONIO FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. c2 WAS/�r, TOP CHORD 2-3=-788/331,3-4=-788/331,4-5=0/976,5-6=0/976,6-7=0/703,7-8=0/703, G� X04 P y, 8-9=-1488/0,9-10=-1488/0,10-11=-1488/0,11-12=-1102/0 4" rS .T `G BOT CHORD 23-24=-104/773,22-23=-331/788,21-22=-331/788,20-21=-331/788,19-20=-1481/0, 7' hP 1.4-. -_, d 18-19=-1481/0,17-18=0/829,16-17=0/1102,15-16=0/1102,14-15=0/1102 �c R1 WEBS 6-19=-1406/0,2-24=-830/112,2-23=-312/17,4-20=-1265/0,6-20=0/864,11-17=-88/413, ` • 10-17=-320/0,8-17=0/767,8-18=-1437/0,6-18=0/1099,12-14=-1235/0 496 49639 wa NOTES- 'V 1)Unbalanced floor live loads have been considered for this design. Fr'rsT>R� SS 2)All plates are 1.5x3 MT20 unless olherwise indicated. �.6",s, A1,' G 3)Provide mechanical connection(by others)of truss to bearing plate at Joint(s)14. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���p PR OFFS, 6)CAUTION,Do not erect truss backwards. ��\� NGINFF9 /�9 LOAD CASE(S) Standard 87022PE e 7 / yN ti % OREG•N clz) <C/ 'AO AMBER 1�` �O OS A. HO's EXPIRES:06/30/2015 October 15,2014 1 , . A IIAR100-Verity design man*cn and READ 71)175 07/THIS AND I.KIULED HIM REFEREACP PAGE M11.1473 2e 1,129/2014 BEFORE USE imilt Design valid for we only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. , Applicability of design parameters and proper incorporation of component is responnblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek' erector.Additional permanent bracing of the overall structure is the responsiblily Cl the building designer.For general guidance regarcirig , latrication,quality control.storage.delivery.erection and bracing.consult ANSI/TPtf Quality Calvin.058-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety lniorrnation available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is;pealed,the de;ien values are those eftecti.e 06/01/1013 by ALSC s 4. Job Truss Truss Type Qty Ply LENNAR R43033429 . PL14-321_UPPER F07 FLOOR 5 1 . Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Wed Oct 15 14:54:44 2014 Page 1 - ID:(Rr?p7cJab FzM3?rJKNH5z?mGH-KggwdMgV6rccvF2n9ZKeO3PVoE?JZ9saLi60UpyT6FP ' I 2-6-0 I I 1-8.9 1 1 1-2.0 1 1 2-5-15 Scale=1:28.1 1.5x3 II 3x6= 1.5x3 II 3x4 = 1.5x3 II 305= 1.503 II 1 2 3 4 5 6 7305 e 1, w w w r•�Iew∎1.e=∎PI �_ Vii_ Pl%iii Y; Y—V—V— % 1 13 12 11 10 9 305 = 3x8- 3x8 = 1.503 I 1.5x3 I I 305= I— -__ 12-2-9 112-9-9113-491 16-1-8 I 12-2-9 0-7-0 0-7-0 2-8-15 Plate Offsets(X,Y)-- 16:0-1-8,Edge),17:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.27 11-12 >713 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.42 11-12 >462 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:71 lb FT=0%F,0%E - LUMBER- BRACING- TOP CHORD 2x4 OF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except - BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=880/0-1-8 (min.0-1-8),9=880/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3120/0,3-4=-3120/0,4-5=-3344/0,5-6=-3344/0,6-7=-2248/0 . ONIO �� BOT CHORD 13-14=0/1929,12-13=0/3539,11-12=0/2248,10-11=0/2248,9-10=0/2248 "T �i, WEBS 6-11=-380/0,7-10=0/347,2-14=-2070/0,2-13=0/1279,3-13=-251/0,4-13=-450/0,4-12=-250/65.5-12=-379/0, OS p4 WAS. `Z 6-12=0/1327,7-9=-2406/0 G e,.t 0 NOTES- I 1)Unbalanced floor live loads have been considered for this design. ,• 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at Joint(s)14. n /Of 49639 `, 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. QD ��, � `„<V 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131”X 3')nails. Strongbacks to v , CISTER be attached to walls at their outer ends or restrained by other means. SS G ZONAL � LOAD CASE(S) Standard <���.0 PROpk-f, �� �NGINEF'9 /�2 87022PE vr" / (P (V y �'0), OREG•N rye 44// -A O �cMeER '1/4\ �O OS A- HEY' EXPIRES:06/30/2015 October 15,2014 A Iti1RI/IM;-Verify dasiyn pangs tars and READ 7n7ES ON THIS AND MIMED MITER RFFEREta PAGE Mf1.1413 rns 1/29/1014 BEAM USE - Design valid for use only with MTel:connectors.This design b based only upon parameters shown.and is for an individual buiding component. 11111 Applicability of design parameters and proper incorporation of component is responsibiily of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stabiily during construction Is the responsibillily of the M iTek' erector.Additional permanent bracing of the overol structure is the responsblity of the building designer.For general guidance regarding - fabrication.quality control.storage.delivery.erection and bracing.consult ANSVTPII Quality Criteria,DSII.89 and ICSI Building Component 7777 Greenback lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95010 US-0011a n Pine ON lumber is specified,the design rattles are those effective 06/01/2033 by ALS< J C V Job Truss Truss Type Qty Ply LENNAR R43033430 PL14-321_UPPER F013 FLOOR 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 15 14:54:45 2014 Page 1 . ID:f Rr?p7cJab_FzM3?rJKNH5z?mGHosEJrih7l9kTXPd_jHrtxHycOeKzlaGkaM sa0FyT6FO . 0.1.8 H I 1•3.0—I 1 1-2-8_1 F 1-2-0 II 1-2-8 ) 1-6-0 - Scale=1:29.5 4x5= 3x4= 354= 304 = 3x4= 408= 1 2 3 4 55: 6 7 B 9 10 11 là 2i t-:ll Allk lir Alli&,. I Alli .„ IPPr ' - Mirdillibilill mamMIIMIIMMIIIM■ilk M/ 14 M. 20 19 18 17 16 3x6= 4x6= 3x5= 3x5= 3x5= 3x4= 405 = 3x4 = 17-5.8 —I 77-5-e Plate Offsets(X,Y)-- 116:0-1-8,Edgel,117:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.88 Vert(LL) -0.32 17-18 >648 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.50 17-18 >414 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.06 15 n/a n/a . BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:82 lb FT=0%F,0%E LUMBER- BRACING- - TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=944/0-5-8 (min.0-1-8),15=950/0-2-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2161/0,3-4=-2161/0,4-5=-3494/0,5-6=-3494/0,6-7=-4058/0,7-8=-4058/0,8-9=-3918/0,9-10=-3918/0, `�''ONIO/ix, — 10-11=-2608/0,11-12=-2608/0,12-13=-2608/0 P✓ 4 VJA$/�,, BOT CHORD 21-22=0/1207,20-21=0/2918,19-20=0/3867,18-19=0/4090,17-18=0/3515,1617=0/2608,15-16=0/1383 GO �O O WEBS 11-17=0/454,12-16=-675/0,2-22=-1488/0,2-21=0/1199,4-21=-952/0,4-20=0/725,6-20=-469/0,13-15=-1642/0, 13-16=0/1559,10-18=0/538,10-17=-1201/0 Q 'Z''A. K.:. �� x M NOTES- 1 r. N 1)Unbalanced floor live loads have been considered for this design. /"'6r 2)All plates are 1.5x3 MT20 unless otherwise indicated. �' 4- 3)Provide mechanical connection(by olhers)of truss to bearing plate at joint(s)15. .O/ \4, 49639 4/ 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 94;t,\FO'/STERN 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `S'SIONAL15 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ���EO PROFe,s ��\� �cNG 1 N EF9 /"2 c- 870 2PE �r i y ^32., OREG•N -t° 40 AO AMBER 11 �O OS A- HCC; EXPIRES:06/30/2015 October 15,2014 A IVAR71L56-Verity design parame Srs and READ 113TH'ON MIS AND IMOUCED NIIEK REFERENT PAGE WI-7473 fat.1/19/1014 BEFORE USE Design valid for use only with Mgel:connectors.This design is based only upon porometers shown.and is for an individual building component. Applicabi ily of design parameters and proper incorporation of component is responsiblily of building designer-not truss designer.&acing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporssibillity of the M iTek erector.Additional permanent bracing of the overall structure is the responsibility of the buldng designer.For general guidance regordng tobricalion.quality control storage,delivery.erection and bracing,consul! ANSI/TPl1 Quality Crtlerla,D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information ovaloble from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexondria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SPj lumber is specified.the design values are those etferti.e 06/01/2013 by ALSC I V u Job Truss Truss Type Qty Ply LENNAR R43033431 PL14-321 UPPER F09 FLOOR 2 1 49g efvrencejoptio(el) Pacific Lumber a Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 15 14:54A6 2014 Page 1 - ID:fRrlp7c Jab_FzM3?rJKNH52?mGH-G3oh22hleTsK8YCAH_M6UUVg62hQ17Mtpob7YhyT6FN I 2-6-0 I 1-8-0 I I 1-2-0 I I 1-10-4 I e Scale=1:22.3 1.5x3 II 304= 1.5x3 II 3.4= 1.503 II 1.5x3 II 1 2 3 4 5 6 3°4 = 7 cl I ,:a i 1 10 a 9 g 3x4= 3,6= 3x4= 1.5x3 II 3x4 = 10-1-8 I 9-5-0 9-�.9 {10-8-8 { 12-9-12 { 9-5-0 0-I- 0-7-0 0.7-0 2-1-4 • • • Plate Offsets(X,Y)-- 16:0-1-8,Edge),(10:0-1-8,Edgej • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.22 10-11 >699 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.35 10-11 >438 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except . BOT CHORD 2x4 DF No.1&Btr(fbat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=698/0-2-8 (min.0-1-8),8=698/0-1-12 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2205/0,3-4=-2205/0,4-5=-1457/0,5-6=-1457/0 $j ONIO hF BOT CHORD 11-12=0/1478,10-11=0/2131,9-10=0/1457,8-9=0/1457 5 4 WAS , WEBS 6-9=0/258,2-12=-1586/0,2-11=0/780,4-10=-819/0,6-8=-1633/0 UO 4r0 k(�,C NOTES- y !. 1. 111 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��""b� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to rd g63�' be attached to walls at their outer ends or restrained by other means. �,{\Q\�G4�STER�Q LOAD CASE(S) Standard -c,s, ATJ��G \�tiQ PROpt- . ��\� �cNG)NFF9 io2� 871 2PE Of -yy �Aj, OREGO (1, 40 �o �M8ER1' �O OS k. HE.\ EXPIRES:06/30/2015 • October 15,2014 __ r Ak t3;4RN77di-Verify design p atanur tan and READ 712167 01/Third AND Bh1ULED NITER 5EFFRFhLT PAGE 14Ir-2473 few.J129/2014 8EF0.4EUSE Design valid for use only with Mifek connectors.This design is bored only upon parameters shown.and is for an individual building component. -- Applicabilfy of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown NI is for toteral support of individuol web members only.Additional temporary bracing to insure stobiity during construction is Ike responsibrlhly of the MiTek" erector.Addiiionol permanent bracing of the overall structure is the responsiblity of the building designer.for general guidance regarding fabrication.quality control storage,de*very,erection and bracing.consult ANSI/1P11 Quality Criteria,MB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avalable from Trun Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • if Southern Pine(SP)lumbe r B spec ruled,the design values are these effective 06/01/2013 by MSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION r_. 1/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Mi= Dimensions cre in ft-in-sixteenths. Iik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0.1/16" 2. besigned a For wide Truss bracing truss spacing,must individual e d lateral by braces engineer.themselves �_� Q 4 p bracing require sho ld be onside ed.alternative Tor I 1 U O= 3. Never exceed the design loading shown and never a0 � Uc:.91 stack materials on inadequately braced trusses. • c a ce_7 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cs_6 designer,erection supervisor,property owner and plates 0-',1a'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber tor dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ie Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use Tor I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. I 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 M Tek®All Rights Reserved approval of an engineer. ■=10 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI MI 0 18.Use of green or treated lumber may environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, M if k° 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/7P11 ouanty Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 I . . . . C . ., •