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Plans (213) /Ivz t 'DEC 21 20)'­ 03 0) :; 0 YOFT 6, 12 oll �i IL i z it 6:12 E2(10) Ic ME WL L 49 (4) F, GJIRAGE RIGHT W-b 1/20 r � 13'x' Sr 21'-W ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE. ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLYREFER TO LENNAR 05/29/14 TRUSS CAL ULATIDNS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER umber LENNAR 2892-A MARQUAM AMERICAN INFORMATION.BUILDING DES ONE113LE FOR EER N RECORD PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2892-A MARQUAM FUNAEFEWAN I UARAPE RIGHT DESIGNERIENGINEEROFRECORD TO & TRUSS 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. t O ^ 8. 2 v 3M� V Z r le co r it r 82(1 0) r 01 F3 2 GARAGE El4) 19'-61/2' _► r ' 21-0IS-8�174ri r ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 05/29/14 PLACEMENT ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PaidifialLumber INFORMATION BUILDING LENNAR 2892-A MARQUAM AMERICAN DESICNEwENGweEROFRECORD PLAN: DRAWN BY. LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2892-A MARQUAM E LEFT DESIGNER/ENGI NEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10' o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown+ +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). JO p PROFpss 0'� � INPF goy 0 11 0 N. � 24343 09 vG��'26.1g �V2 -J0 N /��'/13 S/ANAL lo�'��'/� cxPlRl=s s/�a�l IIII I� This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 IF #1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TO ATERAL SUPPORT <= 12"OC. LON. 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,CI8,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND 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 EO PROFF 12 12 \5� IN 9 s�o 6.00 1-, I i M-44 Q 6.00 3 E.� �2 2 � u i OREGON�� �lv� /O 4y 14 2� Q�- ,� co 0 a EXPIRES:12/31/2015 cO 4 C0 o 0 0 M-3x4 M-3x4 L I, 2-00 13-06 2-00 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - Al Scale: 0.4812 WARNINGS: GENERAL NOTES,unless otherwise noted: 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: A 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at tLL 8 DES. BY• LA 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). W/AS DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .` C SEQ. : 5968351 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, �Q 0 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 401525 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 fabrication,handling,shipment and installation of components. necessary. O 7.Design assumes adequate drainage is trussed. 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center III IIII IIII II II(IIII II VIII I III TPIMITCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size plate in inches. 'p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector p plate design values see ESR-1311,ESR-1988(MiTek) ����FCi51398l$TER" p, SSfONALE�G V r IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 M TC: 2x4 DF p1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 101 2-6=(-27) 509 6-3=(0) 311 BC: 2x4 DF p1&BTR SPACED 24.0" O.C. 2-3=(-676) 114 6-4=(-27) 509 WEBS: 2x4 OF STAND 3-4=(-676) 114 LOADING 4-5=( 0) 101 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 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 OF ( 625) C,CN,0I8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Desion checked for net(-5 sf) uplift at 24 °oc s acin . BOTTOM CHORD CHECKED FOR 1OPSF 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" @ -21- 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' Design conforms to main windforce-resisting 6-09 6-09 system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 ilM-4X4 Q 6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. 1.1 0 00 0 v M C7 O 6 - O M-3x4 M-1.5x3 M-3x4' ,,ED PROFESS IN 9 �E o29r 6-09 6-09 2-00 13-06 2-00 OREGON1bl �O �Y 14, 29 0Q'1- JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - A2MFRR10- Scale: 0.3924 WARNINGS: GENERAL NOTES,unless otherWse noted: EXPIRES:12/31/2015 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: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. n D Ti s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at s""+�L DES. BY: LA s the responsibility of the erector.Additional permanent bracing of To.c.and at 19'o.chin respectivelyly unless braced throughout Meir length). P ty P 9 connuous sheathing such as plywood s brace throughout and/or drywength . DATE• 6/20/2014 Me overall structure is the responsibility ofthe building designer. 3.2x1 mpact 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. : 5968352 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 �T wAO design loads be applied to any component and are for"dry condition'of use. TRANSI D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forts by 6.Plates shall be located on both faces of truss,and placed so Meir center III III II I I III II I I I III III TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size ofplate in inches. '� 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.For basic connector pplate design values see ESR-1311,ESR-1968(MiTek) Q� +1'ljCj �`sflON LA G 111 I II 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- 7=(-292) 1056 3- 8=(-361) 250 BC: 2x4 OF k1&BTR SPACED 24.0" D.C. 2- 3=(-1254) 367 7- 8=(-292) 1056 8- 4=(-104) 508 WEBS: 2x4 OF STAND 3- 4=( -908) 245 8- 6=(-271) 1028 8- 5=(-331) 235 LOADING 4- 5-( -908) 260 TC LATERAL SUPPORT <= TOC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1232) 367 BC LATERAL SUPPORT <= 12"OC. LON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" BEARINGMAX VERT MAX HORZ BRG REQUIRED ERG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 01- 0.0" -194/ 1013V -88/ 103H 77.DO" 1_62 OF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 61- 5.0" 0/ 88V 0/ OH 77.D0" 0.14 OF ( 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 OF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND, 2: Desian checked for net(-5 sf) uplift at 24 "oc s acin C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek 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" MAX HORIZ. TL DEFL = 0.025' @ 19'- 0.0" 9-08-12 9-08-12 Design conforms to main windforce-resisting -- - -'� -- -- - - - - --�j system and components and cladding criteria. 5-01-10 4-07-02 4-07-02 5-01-10 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-70, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 M 4X4 load duration factor=1.6, 6.00 0 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. F 4 M-2.5x4 or equal at non-structural diagonal inlets. 1.1 M-3x4 M-1.50 0 N O (D C> Cl) -B- 6 � Q,E0 PROr k o M-4x8 M-3x4 0 �� IN O M-3x4 920 �E 29f 5-10-03 3-10-09 9-08-12 L � ( 2-00 19-05-08 yG ,�OREGON �, l✓✓ 4 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - B1 Scale: 0.2909 MERRI-\, WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES.12/31/2015 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: EI 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to 6e laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at lo'o.c.respectively unless braced throughout their length by l DATE: 6/20/2014 responsibility g g confinuous sheathing such as plyw000dgsheathing(TC)and/or drywall(BC). O WAS the overall structure is the res onsibili of the building designer. 3,2x Impact bridgingor lateral bracing required where shown++ 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968353 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 0 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II II II II VIII IIII I II I III I II III TPINJTCA in BCSI,copies of which w 11 be furnished upon request lines coincide with join[center lines. 4 9.Digits indicate size of plate in inches. +A 51398 w 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(iJQ'I'$R� SSIONALG♦` IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2012 k1 AX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 OF N1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2. 8=(-195) 1060 3- 8=(-324) 245 BC: 2x4 OF q1&BTR SPACED 24.0' O.C. 2- 3=(-1271) 309 8- 6=(-237) 1060 8. 4=( -41) 535 WEBS: 2x4 OF STAND 3- 4=( -948) 200 8. 5=(-324) 244 LOADING 4- 5=( -948) 200 TC LATERAL SUPPORT <- 12"OC. 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 (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -177/ 1045V -104/ 104H 5.50" 1.67 DF ( 625) M,M20HS,M18HS,M16 = MiTek IT 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 IOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . 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-OB-12 MAX HORIZ. TL DEFL = 0.025" @ 19'- 0.0" Design conforms to main windforce-resisting 5-00-12 4-08 4-08 5-00-12 system and components and cladding criteria. 12 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 1,M-4x4 Q 600 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . load duration factor=1.6, 4 4.0" Truss designed for wind loads in the plane of the truss only. 1. M-1.50 M-1.50 C. c, O' (D co 4�- - 14 �Q,ED PROFFS 8 q �� C> M-3x4 M-3xB M-3x4 7 Co 9-08-12 9-08-12 2-00 19-05-08 2-00 yL OREGON�� �O 9 y 14, JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - B2 Scale: 0.2978 MFRRII WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES.12/31/2015 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: 132 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1 2.Design assumes the top and bottom chords to be laterally braced atLL 3.Additional temporary bracing to insure stability during construction 2'o.c.and at to'o.c.respectively unless braced throughout their length by DES, BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SE Q. : 5968354 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. .� TRANSI D: 401525 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 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center III II I I I I I II II 11111111111111 III TPI/WTCA in BC SI,copies of which W11 be furnished upon request. lines coincide with joint center lines. A, 9.Digits indicate size of plate in inches. '� 51398�Q y MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �� +�LjGr lav �`rSIONpL�G� III II 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 TO: 2x4 OF #1&BTA LCAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8922) 1938 1- 6=(-1668) 7800 6- 2=( -516) 2558 BC: 2x6 OF SS 2- 3=(-6130) 1374 6- 7=(-1652) 7722 2- 7=(-2694) 638 WEBS: 2x4 OF STAND; LOADING 3- 4=(-6130) 1374 7- 8=(-1652) 7722 7- 3=(-1148) 5176 2x6 OF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-8922) 1938 8- 5=(-1668) 7800 7- 4=(-2694) 638 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 19'- 5.5" V 4- 8=( -516) 2558 TO LATERAL SUPPORT <= 12110C. LON. BC UNIF LL( 300.0)+DL( 224.0)= 524.0 PLF 0'- 0.0" TO 19'- 5.5" V BC LATERAL SUPPORT <= 12110C. UON. BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA LIMITEDSTORAGE 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 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 19'- 5.5" -1246/ 5721V 0/ OH 5.50" 9.15 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc s acin . Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" Dc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.100° @ 9'- 8.7" Allowed = 0.927" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.236" @ 9'- B.7" Allowed = 1.236" 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 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 9-08-12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-05-06 4-03-06 4-03-06 5-05-06 load duration factor=1.6,Truss designed for wind loads 12 1 1 12 in the plane of the truss only. 6.00 F,�' M-5x6 Q 6.00 3.3" \ M-3x8 M-3x8 � 4 0 N A \ Ni / M-5x10 / \ M-5x10 co 0 0 o� I �' EDROF 6 7 8 5 0 F FS M-3x8 M-7x10 M-3x8 ��°J IN rS�O2 E 9< 5-03-10 4-05-02 4-05-02 5-03-10 19-05-08 OREGON1� lv �O )' 14, JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - B-GIRD MERRII�L 0 Scale: 0.3138 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 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: B-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. 3Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atRRILL B DES. BY• LA is. the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by (� q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J� F WAS DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e QO CT IN, 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. : 5968355 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, O �Q 0 design loads be applied to any component. and are for"dry condition'of use. .� TRANSI D: 401525 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 fabrication,handling,shipment and installation of components. necessary. O 7.Design assumes adequate drainage is r truss, a. 6.This design is furnished subject to the limitations set forth b r� II II II II VIII VIII II II II III I I III 0 I r 8.Plates shall a located on both faces o truss,and placed so their center TPI/VJTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. '� 51398 <{! MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) � +�ljCls�'RLQ `sSIONALE�G IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC } LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" 1COND. 2: Desion checked for net(-5 sf) uplift at 24 'oc s acin TC: 2x4 OF k18BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 OF q1&BTR SPACED 24.0' O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF All ph, hts p. ( ), DL ON BOTTOM CHORD = 10.0 PSF ( Heights), Enclosed, Cat.2, Ex B, MWFRS Dir Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20HS,MiBHS,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. REOUTAEMENTS OF IBC 2012 AND IAC 2012 NOT BEING YET. Re-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 M 4 x 4 12 s.oo D 3 a s.oo �E9 PRO E 9< yG ,�OREGON !L� r �O qy I a, 213 �FRRI�L EXPIRES:12/31/2015 co i C> a o o __ o C, M-M(S) Co M-3x4 M-3x4 � L � 16-00 10-00 2-00 26-00 JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - C1 Scale: 0.3159 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at t� LL B DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by 41 W A x c.mmuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/20/2014 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. : 5968356 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, hQ 0 design loads be applied to any component. and are for"dry condition"of use. .� TRANSI D: 401525 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 fabrication,handling,shipment and installation of components. necessary. v 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so Meir center VIII II I IIII I II III I I III III TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4 9.Digits.indicate size of plate in inches. 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bsic connector plate design values see ESR-1311,ESR-1988(MiTek) AL �`yslo s1'e�G� 111111 II 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 TO: 2x4 OF p1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( O) 101 2- 7=(-315) 1529 3- 7=(-383) 261 BC: 2x4 OF N1&BTR SPACED 24.0" O.C. 2- 3=(-1814) 410 7- 8=(-124) 1002 7- 4=(-131) 632 WEBS: 2x4 OF STAND 3- 4=(-1591) 412 8- 6=(-307) 1532 4- 8=(-128) 645 LOADING 4- 5=(-1594) 425 8- 5=(-387) 258 TO LATERAL SUPPORT <= 12"OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1816) 422 BC LATERAL SUPPORT <= 12"OC. LON. OL ON BOTTOM CHORD = 1D.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) Connector plate prefix designators: 01- 0.0" -220/ 1334V -127/ 141H 5.50" 2.13 OF ( 625) C,CN,CIB,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 OF ( 625) M,M20HS,MIBHS,M16 = MiTek M7 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 sf) uplift at 24 "oc s acin 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'- 6.51- MAX .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 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-09-04 6-02-12 6-02-12 6-09-04 load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 D M-4x6 Q 6.00 4.0 4 " I I 1'• M-1.5x3 M-1.5x3 OnI \ 2 I / \ o ���&p PRpFFss o __ _ o C, �� I N� /0 M-4x4 M-3x4 0.25"B =M-4x4 6 0 � � E 29� M-5x8(S) yy r 8-10.03 B-03-11 8-10-03 2-00 L 26-00 9� REGION 1% /p 9Y 14 2� Q-�- JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - C2 Scale: 0.2305 MERR10- WARNINGS: GENERAL NOTES,unlessothermsenoted: EXPIRES:12/31/2015 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 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer, pp pp����� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0+18++.1,8 DES. BY: LA s 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 sheathing(TC)and/or drywall(BC). WAS DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QQf 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. : 5968357 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component, and are for"dry condition"of use. TRANSI D: 401525 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 fabrication,handlin necessary. g,shipment and installation s set forth onents. 7,Design assumes adequate drainage is provided. 0 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I II I I I IIII I I III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.DigA late in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForr�ts basicicate connelctor ze plate design values see ESR-1311,ESR-1988(MiTek) "rO ,pA 51398 ,{ is I ER S �SSIONAL00 r r IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC ir LUMBER SPECIFICATIONS TRUSS SPAN 26'- 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=(-315) 1529 3- 7=(-383) 261 BC: 2x4 DF #1&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 <= 1210C. 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 ERG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 01- 0.0" -220/ 1334V -127/ 141H 5.50" 2.13 OF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 261- 0.0' -131/ 1091V 0/ OH 5.50" 1.75 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -21- 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 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 in the plane of the truss only. 6.00[�el' M-4x6 Q 6.00 4.0" 4 h 1 M-1.50 M-1.50 On \ r` Cl) C, ED PROFFS ok 0 1 6 M-4x4 M-3x4 0 5 -M- 4x4 0 ��� 2�� E M5x8(S) 29� 8-10-03 8-03-11 8-10-03 2-00 26-00 26-00�-00 26-000 yG OREGON .1 �lv� i0 9y 14, 20 P+ JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - C3 �FRRI�L 0 Scale: 0.2294 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 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: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length y WAS H the overall structure is the responsibility f the building desi continuous sheathing such as plywood sheathing(TC)and/or drywall BC). DATE: 6/20/2014 p ty e g gner. 3.2x Impact bridging or lateral bracing required where shown++ 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. : 596835B G fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 0 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 401525 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. O fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII III I IIII VIII VIII VIII VIII III IIII TPI WTCA in SCSI,copies o(which will be furnished upon request lines coincide with joint center lines. +pO �A Q!4 MiTek 9.Digits indicate size plate in inches. USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pplate design values see ESR-1311,ESR-1988(MiTek) 51398� GfS"('ER �SIONALG II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0' ICOND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc s acin . TO: 2x4 OF #18BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 OF #18BTR SPACED 24.0" O.C. Design conforms to main d claddin resisting system and components and cladding criteria. TO LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, E0, A M7-10, ir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss M,M20HS,M18HS,M16 = MiTek M' series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal ton continuous bearing wall UON. ypical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-06 10-06 12 M-4x4 12 6.Do 3 a 6.00 Ep IN I 5 9G ,�OREGON�� �ly� 0 SFR R Ik_V EXPIRES:12/31/2015 q m o - — — - o C, 1, M-3x6(S) � M-3x4 M-3x4 1D-06 10-06 2-00 21-00 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - D1 Scale: 0.3775 WARNINGS: GENERAL NOTES,unless otherwise noted: 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: D 1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 2'o.c and at 10'o.c.respectively unless braced throughout their length by t� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1v WASk',- DATE• 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 QQF /1 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SE li. : 5968359 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �Q' 0 `p design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111110111111111111111111111111111111III Ti in SCSI,copies of which will be furnished upon request nes coincide with joint center lines. 9. 51398 or indicate size of plate in inches. +p w MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �,/�+ +�1jCl 8 �v �SSIONSTL r IIIIIIIIIIIIII 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 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-1384) 364 7-6=(-274) 1161 7-4=( -91) 593 WEBS: 2x4 DF STAND 3-4=(-1032) 240 7-5=(-363) 254 LOADING 4-5=(-1033) 257 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1387) 373 BC LATERAL SUPPORT <= 12100. LON. 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 SO.IN. (SPECIES) Connector plate prefix designators: 01- 0.0" -155/ 1127V -98/ 109H 5.50" 1.80 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 211- 0.0° -105/ 881V 0/ OH 5.50" 1.41 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 sf) uplift at 24 "Dc s acin . 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 10-06 10-06 system and components and cladding criteria. 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), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 IM-4x4 ---::16.00 in the plane of the truss only. 4.0" 4 r`� 1. M-1.5x3 M-1 50 3 (D O D -4-� -- 7- --6 �� PN OF�`ss/ o M-3x4 0.25" M-3x4 c0\� Z�� R O29 M-5xl0(S) 2 �E <' 10-06 10-06 2-00 21-00 9` ,�OREGON1� �((� �O 9 y 14, 2Z JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - D2 Scale: 0.2794 MFRRIO- WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/20155 Ali 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 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA s the responsibili y of he erector.Addi onal permanent bracing of 2'o.c.and at 10'o.c,respectively unlessbraced throughout their length by ,.f1 WASk continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V' DATE: 6/20/2014 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 unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5 968360 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �T TQ design loads be applied to any component, and are for"dry condition"of use. TRANSI D: 401525 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 fabrication,handling,shipment and installation of components. 7_necessary.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I II II II I III IIII I I I I II III TPI/VJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size e in inches. '� 51398 <y MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basic connector p plaa design design values see ESR-1311,ESR-1988(MiTek) SSIONLALA �yG II III 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.OD TO: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7162) 1470 1- 6=(-1256) 6254 6- 2=( -370) 1962 BC: 2x6 DF SS 2- 3=(-4892) 1044 6- 7=(-1246) 6200 2- 7=(-2208) 504 WEBS: 2x4 OF 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 TO LATERAL SUPPORT <= 12"OC. UON. TO 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"00. UON. BC UNIF LL( 206.5)+DL( 160.4)= 366.9 PLF 0'- 0.0' TO 21'- 0.0" V BEARINGMAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AEOUTAEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -931/ 4525V -94/ 94H 5.50° 7.24 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 21'- 0.0" -931/ 4525V 0/ OH 5.50" 7.24 DF ( 625) ( 2 ) complete trusses required. gBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Join together 2 ply with 16d Common nails staggered aJD BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desi n checked for net(-5 sf uplift at 24 'oc s acin 9" oc in 1 row(s) throughout 2x4 top chords, t VERTICAL DEFLECTION LIMITL=L/240, TL=L/18 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.091" @ S:S: LL 6.0" Allowed 0 1.004" 9" oc in 1 row(s) throughout 2x4 webs. 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 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, - -- - _- -- -- --- -- -- - -- - - ---- - - - ---.� - - - - -- -,� Truss designed for wind loads in the plane of the truss only. 12 12 6.Do�7' M-4x6 Q 6.00 4.0" 3.1" M-3x6 M-3x6 � a 0 r, of M-5x10 M-5x10 CD co o �r DFF C' v M 3x6 7 0.25" M 3x6 5 INP N s`r�p M-7x8(S) ��� 2 E 29f 5-08-04 4-09-12 4-09-12 5-08-04 21-00 yG ,�OREGON tK (V 9Y 14, 201 JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - D-GIRD � Scale: 0.2961 MFRR10- WARNINGS: GENERAL NDTES,unless otherwise noted: EXPIRES:12/31/2015 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: D-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer, p p►� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'ocand at 10'o.c.respectively unless braced throughout their length by . Ske� DATE: 6/20/2014 responsibility 9 9 conjnruuous sheathing such as plywogodgsheathing(TC)and/or drywall(BC). ,V O�WA the overall structure is the res onsibili of the building desi ner. 3.2x I act bridgingor lateral bracin re uired 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. �� ,SQ Cr t6 SEQ. : 5968361 fasteners are complete and at no 8me 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. TRANSI D: 401525 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 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage isprovided. 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 I I I I III II (III II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 51398 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��AGIS'TER� SSIONALti�� IIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.2' ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 ng BC: 2x4 OF #1&BTR SPACED 24.0' O.C. Design conforms to main do laddingcriteria system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF All Heights), Enclosed, Cet.2, .0, A M7-10 Dir DL ON BOTTOM CHORD = 10.0 PSF ( ( ), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. 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. 6-05-01 12-01-03 12 6.00 D to rn 0 0 0 0 m m M-3x6(S) I C> D PN OFFss/ ok92E o29r M-3x4 18-06-04 9G ,�OREGON t !v �O 9 y 14, 20�, P}� JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - E1 � Scale: 0.3194 MEPRO- p WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 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: El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracingof 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). DATE: 6/20/2014 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. : 5968362 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4 �T �0 design loads be applied to any component. and are for"dry condition"of use. TRANSI D: 401525 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 shipment necessary. fabrication,handling, pment and installation of components. 7,Design assumes adequate drainage is provided. 0 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II II II it I I II III III II II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digitsindicate size of plate in inches. '�O AA 51398 q, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) +�w T Cro'c s`rfONAL � 111 I II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.2° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1147) 285 1-6=(-430) 979 2-6=(-355) 232 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=( -869) 246 6-7=(-266) 506 6-3=( -41) 585 WEBS: 2x4 OF STAND; 3-4=( -199) 189 3-7=(-726) 247 2x4 OF #1&BTA A LOADING 4-5=( -10) 5 7-4=(-170) 186 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12°OC. UON. OL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 01- 0.0" .92/ 777V -140/ 319H 5.50" 1.24 OF ( 625) Connector plate prefix designators: 18'- 6.2" -93/ 815V 0/ OH 5.50" 1.30 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. COND. 2: Design checked for net -5 sf) uplift at 24 °oc s acin . THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 6'- 5.7" Allowed = 0.880" 6-06-07 5-11-15 5-08-03 0-03-12 MAX BC PANEL TL DEFL = -0.134" @ 4'- 3.4" Allowed = 0.586" MAX HORIZ. LL DEFL = -0.012" @ 18'- 0.7" 12 MAX HORIZ. TL DEFL = 0.017" @ 18'- 0.7" 6.00 D M-1.5x3 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. M-3x4 LO 0 0 M-5x6(S) o + A o m 0.25" m + i co C. .* 6 **7 ���Q.FD IN OFFss/ o� C) M-3x4 M-3x4 M-3x4 �tci�\ ZOr� 9 O29 9-06-06 8-11-14 18-06-04 y` OREGON1a �O )' 14, 213 11- JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - E2 Scale: 0.2893 MFRR10-� WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 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 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at tLL 8 DES. BY• LA 2o.c.and at 1 or o.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 drywall(BC). ,,V W/�$j.�a• `f" DATE• 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shaven++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,Q ti O .p SE Q. 5968363 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Q design loads be applied to any component. and are for"dry condition"of use. TRANSI D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. Q 7.Design assumes adequate drainage isprovided. 6.This design is furnished subject to the limitations set forth by 6.Plates shell be located on both(aces of truss,and placed so[heir center VIII II II II I I I II II I II I III I III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. w� 9.Digip 51398ts indicate size plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ��.��l'GI$'pgR� SSIONALG VIII III 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 M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-57) 78 3-5=(-184) 178 BC: 2x4 OF N1&BTR SPACED 24.0' O.C. 2-3=(-129) 105 WEBS: 2x4 OF 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 BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 01- 0.0" -111/ 550V -41/ 114H 5.50" 0.88 OF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.5" -28/ 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 COND. 2: Design checked for net(-5 psfj uplift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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,CI8,CN18 for 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,M20HS,MiBHS,M16 = MiTek MT series5-07-12 0-03-12 MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.2" Allowed = 0.369" 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 F-' M-1.5x3 4 MAX HORIZ. TL DEFL = 0,001" @ 5'- 7.7" 3 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. c; 0 r) c; 0 v c� C� .. 0 C 5 M-3x4 M-1.50 k �cQ`E0 PROFFS 5� IN S�2 5-07-12 0-03-12 � F O i. L L 2-00 5-11-08 2 E r yG ,�OREGON �O �Y14, 2�� P+� JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - F1MFRRI►-�-0 Scale: 0.5713 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 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: I C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 1 w o.c.respectively unless braced throughout their lenggth by <► WAS 8A r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/20/2014 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. ,Q SEQ. : 5968364 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, h� 0 design loads be applied to any component and are for"dry condition"of use. rt, TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I II II II I I IIII I I I III II TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size ofplate in inches. +p t, 51398�cv1 Qt MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 19.For basic connector pplate design values see ESR-1311,ESR-1988(MiTek) ��•fljGt�j'�A" .� SSIONALG III II 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 DF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-57) 78 3-5=(-184) 178 BC: 2x4 DF q1&BTA SPACED 24.0" O.C. 2-3=(-129) 105 WEBS: 2x4 OF STAND LOADING 3-4=( -10) 5 TC LATERAL SUPPORT <- 12"OC. ION. 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 HOAZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0° 0.0" 01- 0.0" -111/ 550V -41/ 114H 5.50" 0.88 OF ( 625) *' For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5'- 11.5" -28/ 242V 0/ OH 5.50' 0.39 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: C,CN,CI8,CN18 (or no prefizl = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desi n checked for net(-5 psfuplift at 24 "oc spacing. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAXLLDEDLFLEC0.040"TION LIMITS:S2 LL=0! 004Allowed80 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" 5-07-12 D-03-12 MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.2" Allowed = 0.369" 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-1.50 4 MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.7" 3 Design conforms to main windforce-resisting system and components and cladding criteria. j 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. c; 0 c%p C; 0 v C0 o v - - 0 o •' 5 M-3x4 M-1.50 1 �&iD P R OFFS 5-07-12 0-03-12 IN� 9 S/�\ �2 � O29f 2-00 5-11-08 E OREGON t. !vim �O �9y 14, 2" P+� JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - F2 � Scale: 0.5713 MFRR10- WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES.12/31/2015 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 2.2x4compression web bracing must be installed where shove+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atjLL DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o n respectively unless braced throughout their length;y (��WAS 8a DATE: 6/20/2014 P ty o g g continuous sheathing such as plywood meed where)and/or drywall BC. V +� the overall structure is the responsibility f the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q �' 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. : 5968365 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANSI D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shove.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 0 6.This design is furnished subject to the limitations set forth by 8,plates shall be located on bothoth faces of truss,and placed so their center II I I II it I VIII I II I I I I I II III TPI VJTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size ere in inches. '� 51398 tp MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector p plaa te design values see ESR-1311,ESR-1988(MiTek) Q� �AGISTER� �sSIONAL�G� r IIII IIII This design prepared from computer input by f PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=(-127) 107 1-4=(-57) 76 2-4=(-186) 174 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=( -10) 5 WEBS: 2x4 OF STAND LOADING TO LATERAL SUPPORT <= 12"OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG 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 01- 0.0" -30/ 256V -40/ 99H 5.50" 0.41 OF ( 625) ** For hanger specs. - See approved plans 5'- 11.5" -291 245V 0/ OH 5.50" 0.39 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TO PANEL LL DEFL = 0.091" @ 3'- 0.2" Allowed = 0.369" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TO PANEL TL DEFL = -0.104" @ 31- 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" 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-1.50 (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. ch 0 0 r� ra r� M-3x4 M-1.5x3 i L L D FN OFFss/O 9 5-07-12 0-03-12 L2 E 2y� 5-11-08 99 9L OREGON�� �o q y 14, 2� P-t- JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - F3MFRR10-e Scale: 0.5254 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/20155 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: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. o 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA s the res onsibili of Me erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P tY P g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�� O4 WA$h,. DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e VYC l�( 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 1, SEQ. : 5968366 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, Q' O design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII II I II VIII VIII IIII I I i I I III TPI VJTCA in SCSI copies of which will be furnished upon request lines coincide with joint center lines. Q 9.Digits indicate size ofplate in inches. 51398 p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �Q� c°SSIONSA