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Plans (213) LO RECEIVED 4(Y4' DEC 9 2015 d�_ ATY OF TIGARD UILDING DIVISIOIS J1 CA J2 CJ2 J3 CJ3 2) J5 N •1 `- JT s: CJ2 CA 8:1 :12 (11) DJ2 M ,1 IN IRD EW1 8: 8: 8:12 � 22'-4' (�I1RA(;E LFFT ML u�uxa s:1 F2 (2) 21'-1011r MIX 10'8' L 18'-111r J r —I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LACEMENT ONLY REFER TO LENNAR 11/10/15 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJF.fTTITLE: REVISION-1: DRAWINGSFORA UILDINHER Pacffi-- umber INFORMATION.BUILDING LENNAR 2448-E LARWOOD ENGLISH DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2448 / E LARWOO DEREVIEW AND NEEROFRECORD TO REVID APPROVE OF ALL COMPANY DESIGNS PRIOR TO CONSTRUCTION. DELIVERYLt7CATION: SCALE: REVISION-3: & TRUSS 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. � AR CJ1 4,.4 J7 IX 1 11 1 JA J2 J3 J4 :+ Js CA A CJ2 ,2 JT Cil CR a M M 8:12 J8 (11) H J821 J1 e: 2 8:12 1 L =L4ESA:12 :1 22'-4' Au IANOM u�uxa OARA(3E RIGHT 10'-8' M UY 21'-1011? ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS RER LENNAR 11/10/15 PLACEMENTTRUSSCALCOULATIONS ANDD ENGINEERED STRUCTURAL PROJECT LTITLE: REVISION-1: DRAWINGS GINEERFOR FECFURTHER �� umber INFORMATION.BUILDING LENNAR 2448-E LARWOOD ENGLISH DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2448 / E 1 A RWOO DESIGNERIENGINEER OF RECORD TO L/1 1111 REVIEW AND APPROVE OF ALL St TRUSS COMPANY DELIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 4 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. Job Transmittal MiTek USA Inc. IIIIIII�I�II�IIII�II��IIIIIIIII�IIIII� 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951)273-0040 Transaction ID: 409646 TO: PACIFIC LUMBER & TRUSS DATE: 10/6/2014 ATT: Bob Cairns Drawings Repairs Sequence Ws Description 39 0 6079387-6079391,6079393-607940, LENNAR 2448-E LARWOOD ENGLISH2 -LEN Transmittal Notes: Design Notes: 6079392,6079403,6079409 Removed from Job: rafters FTP:409646.zip 10/6/2014 11:06:33 AM Page 1 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0- IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF qt&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 67 2. 9=(-455) 2442 3- 9=(-282) 195 BC: 2x4 OF q1&BTR SPACED 24.0" O.C. 2- 3=(-2824) 575 9-10=(-314) 2047 9. 4=( -14) 507 WEBS: 2x4 OF STAND 3. 4=(-2559) 544 10-11=(-302) 2026 4-10=(-738) 261 LOADING 4. 5=(-1810) 481 11. 8=(-467) 2412 10- 5=(-257) 1201 TC LATERAL SUPPORT <= 12'OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1810) 491 10- 6=(-741) 261 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-2561) 569 6-11=( -33) 515 OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 7- 8=(-2827) 607 11- 7=(-285) 219 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,MIBHS,M16 = Mt Tek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 01- 0.0' -282/ 1753V -207/ 215H 5.50" 2.80 OF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 381- 0.0" -224/ 1596V 0/ OH 5.50" 2.55 OF ( 625) GOND. 2: Design checked for net(-5 sf) uplift at 24 'oc spaci�na7 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008' @ -1'- 4.0' Allowed = 0.133" MAX TL CREEP DEFL = -0.009' @ -1'- 4.0' Allowed = 0.178' MAX LL DEFL = -0.144' @ 19'- 0.0' Allowed = 1.854' MAX TL CREEP DEFL = -0.342' @ 19'- 0.0' Allowed = 2.472' MAX HORIZ. LL DEFL = 0.063' @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.104' @ 37'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. 19-00 19-00 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-07-06 6-01-07 6-03-03 6-03-03 6-01-07 6-07-06 load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 Q 6.00 4.0" 5 .,,r M-5x8(S) M-5x8(S) 3.1' 0.25" 0.25" M-1.5x3 + M-1.5x3 ���ED PROFF`sd' 4 +- �5 <JGI/NF�q /p /0�Io�! I 2 0 92 PE 9r o1 9 1 11 8** � C) M-3x8 M-3x4 8.25 M-3x4 M-3x8 0 M-5x8(5) y` ,yOREGON�� 9-08-15 9-03-01 9-03-01 9-08-15 14, ( MFRRIILeP 1-04 38-00 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - A5 Scale: 0.1634 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: -1l'G1�11.1.8 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 .f1 WAS 44.� Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper f j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. X, Q C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ s the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Fe O po litY permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C/� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SE Q eners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 t 51398 •I- �Q w fabrication,handling,shipment and installation of components.mponents. 7.Design assumes adequate drainage is provided. S 6.This design is furnished subject to the limitations set forth by B.plates shell be located on both faces of truss,and placed so their center VIII II II VIII VIII IIIIIII IIII IIII IIIITPIMlrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. NAL G B. Dig its Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design�ralues see ESR-1311,ESR-1886(MiTek) 1 IIIIIIIIIIIIIIThis design prepared from computer input by, T PACIFIC LUMBER-BC ' r + LUMBER SPECIFICATIONS 38-00-00 MONO HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 66 2- 9=(-1980) 6096 3- 9=( -170) 2B6 12- 8=(-466) 320 2x4 OF 240OF T2 2. 3=(-6998) 2212 9-10=(-2802) 7680 9- 4=( -248) 1590 BC: 2x6 OF SS LOADING 3- 4=(-6896) 2228 10.11=(-2624) 7044 9- 5=(-1910) 1026 WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-6132) 2034 11-12=(-1770) 4606 5.10=( -198) 346 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 8.0' V 5. 6=(-7598) 2704 10- 6=( -60) 822 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 10'- 8.0' TO 38'- 0.0' V 6- 7=(-5572) 1994 6-11=(-2184) 994 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 38'- 0.0' V 7- 8=( -76) 86 11- 7=( -460) 2330 7-12=(-5726) 2172 TC GONG LL( 622.2)+DL( 174.2)= 796.4 LBS @ 101- 8.0' NOTE: 2x4 BRACING AT 24'OC JON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ____ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -1044/ 3853V -95/ 200H 5.50 6.16 OF ( 625) 38'- 0.0' -1490/ 4056V 0/ OH 5.50' 6.49 OF ( 625) OVERHANGS: 16.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desion checked for net(-5 sf) uplift at 24 'oc s acin C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series Join together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = 0.002' @ -1'- 4.0' Allowed = 0.133" nails staggered at: MAX TL CREEP DEFL = -0.002" @ -1'- 4.0" Allowed = 0.178" �k For hanger specs. - See approved plans 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.200' @ 17'- 2.5" Allowed = 1.854' 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.467' @ 19'- 5.8' Allowed = 2.472' 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.055' @ 37'- 8.5' MAX HORIZ. TL DEFL = 0.091' @ 37'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, 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 10-07-11 27-04-05 in the plane of the truss only. 5-07-03 4-09-05 6-10 6-10 6-10 7-01-08 796.40# 12 M-5xB(S) 6.00 F�7' M-6x8 M-5 x4 p,�5�� M-010 M-1.5x3 M-1.5x3 + + SPED PROFFS GINE S 10161 92 PE r C. 1 9 10 11 12** o M-300 M-3x8 0.25" =M-4 x 4 M-4x8 M-7x8(S) OREGON lv¢ L �G 'L! 11N 10-02-12 9-03-01 9-01-05 9-04-13 �O y 14, 213 P} 11-041 38-00 MFRRILL 0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - AH1 Scale: 0.1964 EXPIRES:12/31/2015 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: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper , Of 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' 2.Design assumes the top and bottom chords to be laterally braced at 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: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). DATE: 10/6/2014 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. : 60793 88 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-cormsive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .p 51398 fabrication,tion,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 shad be located on both faces of truss,and placed so their center II II VIII VIII VIII VIII VIII VIII IIII IIII TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. SSfONAL G e.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(Mrrek) IIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 67 2-10=(-920) 2495 3-10=( -214) 176 BC: 2x6 OF SS SPACED 24.0' O.C. 2- 3=(-2899) 793 10-11=(-936) 2929 10- 4=( -88) 782 WEBS: 2x4 DF STAND 3- 4=(-2628) 719 11.12=(-807) 2726 10- 6=( -799) 249 LOADING 4- 5=( 0) 0 12-13=(-541) 1796 6.11=( -39) 177 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2286) 672 11- 7=( -82) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2914) 806 7-12=( -829) 319 TOTAL LOAD = 42.0 PSF 7. 8=(-2168) 578 12- 8=( -121) 896 ------------------ ---------- 8- 9=( -77) 85 8-13=(-2233) 616 NOTE 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 13- 9=( -187) 103 ALL FLAT TOP CHORD AREAS NOT SHEATHED ---------________ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0' 0.0" 01- 0.0" -305/ 1760V -94/ 200H 5.50" 2.82 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 381- 0.0" -220/ 1589V 0/ OH 5.50" 2.54 OF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix designators: ICOND. 2: Design checked for net -5 psfi uplift at 24 'oc spa C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008' @ -11- 4.0' Allowed = 0.133" MAX TL CREEP DEFL = -0.009' @ -1'- 4.0' Allowed = 0.178' MAX LL DEFL = -0.155' @ 17'- 2.5' Allowed = 1.854' MAX TL CREEP DEFL = -0.367' @ 19'- 5.8' Allowed = 2.472' MAX HORIZ. LL DEFL = 0.043" @ 37'- 8.5" MAX HORIZ. TL DEFL = 0.071' @ 37'- 8.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, 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 13-03-11 24-08-05 in the plane of the truss only. 5-07-03 4-09-05 2-11-03 3-10-13 6-10 6-10 7-01-08 10-08 ISUPPORT TOP CHORD AT 5 12 M-5x6 M-5x8(S) 6,00 D M-36x4 0"?5 M-38x10 M-195x3 M-1.5x3 PED PRO92 PE FFss 0 C� 1012 o M-3x8 M-3x8 0.251 =M-4x4 M-3x1013 ** M-7x8(S) yG ,yOREGON�� �lv� l y 14, 213 10-02-12 9-03-01 9-01-05 9-04-13 M �Q 1-04 38-00 JOB NAME :NAME : LENNAR 2448-E LARWOOD ENGLISH - AH2 Scale: 0.1694 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 1, 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 ,-cl�p�WASNe.•Q•�,� Truss: AH2 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. C 3.Additional temporary bracing to insure stability during consruction DES. BY: MJ is the responsibility of the erector.Additional permanent bracing2.Design assumes the top and bottom chords to be laterally braced at of T 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: 10/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C/� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q steners 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: 409646 5.CompuTrus has no control over and assumes no responsibility forthe S.Design assumes full bearing at all supports shown.Shim orwedge if 51398 fabrication,handling,shipment and installation of components. necessary. Q) 7.Design assumes adequate drainage is provided. Olt` L'GfSTER� 8. This design is furnished subject to the limitations set forth by 8.plates shall be located on Doth faces of truss,and placed so their center VIII IIII VIII VIII IIID II VIII II I'll TPINYfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONALG ' InJ g.For indicate size p ate d s inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate desigrt`�alues see ESR-1311,ESR-1988(MiTek) 11111111111111 This design prepared from computer input by, r PACIFIC LUMBER-BC e LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( O) 67 2-11=(-469) 2421 11- 3=( 0) 339 2 x 4 OF 2400F.T1, T5 SPACED 24.0' O.C. 2. 3=(-2840) 602 11.12=(-471) 2418 3.12=(-681) 241 BC: 2x4 DF #1&BTR 3- 4=(-2151) 551 12-13=(-283) 1870 12- 4=(-108) 602 WEBS: 2x4 OF STAND LOADING 4- 5=( 0) 0 13-14=(-460) 2421 12- 6=(-184) 95 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1813) 546 14-10=(-458) 2424 6-13=(-183) 90 TO LATERAL SUPPORT <- 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1813) 536 8.13=(-117) 603 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 13- 9=(-684) 240 8- 9=(-2151) 553 9-14=( 0) 339 _____________________________________ LL = 25 PSF Ground Snow (Pg) 9-10=(-2842) 604 NOTE: 2x4 BRACING AT 24'00 LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0' 0.0" 01- 0.0' -269/ 1753V -1691 178H 5.50" 2.80 OF ( 625) Connector plate prefix designators: 381- 0.0" -211/ 1596V 0/ OH 5.50' 2.55 DF ( 625) C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series COND. 2: Design checked for net(-5 sf) uplift at 24 'oc s ac in . •+ For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008' @ -1'- 4.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.009' @ -1'- 4.0' Allowed = 0.178' MAX LL DEFL = -0.139' @ 19'- 0.0' Allowed = 1.854' MAX TL CREEP DEFL = -0.328' @ 19'- 0.0' Allowed = 2.472" MAX HORIZ. LL DEFL = 0.065" @ 37'- 6.5' MAX HORIZ. TL DEFL = 0.109' @ 37'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. 0-03-12 0-03-12 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, ff ff (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15-11-11 6-00-10 15-11-11load duration factor=1.6, Truss designed for wind loads 8-02-11 7-05-04 3-00-05 3-00-05 7-05-04 8-02-11 in the plane of the truss only, 12 12 6.00 D M-4x6 5 M-3x4 7 M-4x6 Q 6.00 6 M-5x10(8) M-5x10(8) 0.25" 0.25" 3' + + �EO PRGIN QF�Fss + + 102 6�PE 9 ti ti 0 0 o 1 M-3x8 M-1115x3 11).25" 0.2513 M-1145x3 M-3x80; o Q7 M-5x8(S) M-5x8(S) yL OREGON 14 2 '�.. tK 8-00-15 7-05-04 6-11-11 7-05-04 8-00-15 MFR R, 1 0, 1-04 38-00 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - AH3 Scale: 0.1634 EXPIRES:12/31/2015 D WARNINGS: GENERAL NOTES,unless otherwise noted: 1R"TT. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 cons �i�, Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper AN Qf 2.2x4 compression web bracing must be installed where shown+. incorporation of component i5 the responsibility of the building designer. 4, C A 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 3.Additional temporary bracing to insure stability during construction the responsibility of the erector.Additional permanent bracing of 2'o.c.and at to'o.c.respectively unless braced throughout their length byis � O continuous sheathing such as plywood sheathing(M)and/or drywall(BC). DATE: 10/6/2014 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. : 6079390 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 wf� 51398 Q!� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. GfS�tL 6.This design is furnished subject to the limitations set forth by 6.Plates shah be located on both feces of truss, s,aand placed so their center (VIII VIII VIII IIII VIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL G 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) Iliiii III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 41&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-11=(-469) 2421 11. 3=( 0) 339 2x4 OF 240OF T1, T5 SPACED 24.0' O.C. 2- 3=(-2840) 602 11-12=(-471) 2418 3-12=(-681) 241 BC: 2x4 OF N1&BTR 3- 4=(-2151) 551 12.13=(-283) 1870 12- 4=(-108) 602 WEBS: 2x4 OF STAND LOADING 4- 5=( 0) 0 13-14=(-460) 2421 12- 6=(-184) 95 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1813) 546 14-10=(-458) 2424 6.13=(-183) 90 TC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1813) 536 8-13=(-117) 603 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7. 8=( 0) 0 13- 9=(-684) 240 8- 9=(-2151) 553 9-14=( 0) 339 ------------------------------------= LL = 25 PSF Ground Snow (Pg) 9-10=(-2842) 604 ----------------------------------- NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE _____________________________________ LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" 01- 0.0' -269/ 1753V -169/ 178H 5.50" 2.80 OF ( 625) Connector plate prefix designators: 381- 0.0' -211/ 1596V 0/ OH 5.50" 2.55 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series GOND. 2: Desion checked for nett-5 sf) uplift at 24 'oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 For hanger specs. - See approved plans MAX LL DEFL = 0.008' @ -i'- 4.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.009' @ -i'- 4.0' Allowed = 0.178" MAX LL DEFL = -0.139' @ 19'- 0.0" Allowed = 1.854' MAX TL CREEP DEFL = -0.328` @ 19'- 0.0" Allowed = 2.472' MAX HORIZ. LL DEFL = 0.065" @ 37'- 6.5' MAX HORIZ. TL DEFL = 0.109" @ 37'- 6.5' 0-03-12 0-03-12 Design conforms to main windforce-resisting 18-07-11 0-08-10 18-07-11 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-02-11 7-05-04 3-00-05 3-00-05 7-05-04 8-02-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2-08-04 Truss designed for wind loads SUPPORT TOP CHORD AT WHERE SHOWN in the plane of the truss only. M-4x6 M-RX4 M-4x6 12 M-5x10(S) M-500(S) 12 6.00 D Q 6.oo 0.25" 0.25" + + ��><0 PROFe \5� GINE `SO + + �90PE C. C) 1 M-3x8 M-1115x3 176.25" 0.253 M-1145x3 M-3x8 o* o M-5xB(S) M-5x8(S) y` ,�OREGON�� �((y 8-00-15 7-05-04 6-11-11 7-05-04 B-00-15 14, 1-04 38-00 �FRRIL�-0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - AH4 EXPIRES:12/31/2015 Scale: 0.1634 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: AH4 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• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� 0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). DATE: 10/6/2014 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. : 6079391fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-comosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 +f+ 51398 w� . fabrication,handling,shipment and installation of components. necessary Q 7.Design assumes e drainage is provided. Gjg'p�R. 6.This design is furnished subject to the limitations set forth by 8,plates shall be locacatedd on on both faces of truss,and placed so their center Q� ` VIII II VIII VIII II I'VIII VIII III II TPI/W7CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FI11 I{I 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate desigrivalues see ESR-1311,ESR-1988(MiTek) NAL t VIII III II IIII This design prepared from computer input by f PACIFIC LUMBER-BC r r LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.0o TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 66 2-14=(-1132) 6198 3-14=( -100) 378 2x6 OF SS T2 SPACED 24.0' O.C. 2- 3=(-7116) 1376 14.15=(-1592) 8600 14. 4=( -480) 2668 BC: 2x6 DF SS 3- 4=(-7044) 1360 15-16=(-1898) 10020 14- 6=(-3466) 794 WEBS: 2x4 OF STAND LOADING 4- 5=( 0) 0 16-17=(-1832) 9624 6-15=( -550) 2582 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-6234) 1240 17-12=(-1494) 7750 15. 7=( -542) 156 TC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-9836) 2030 7-16=( -234) 84 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-9940) 2054 16- 8=( -100) 658 8.10=(-7918) 1634 8-17=(-2502) 568 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10.17=( -414) 2390 NOTE: 2x4 BRACING AT 24'OC LON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 18'- 0.0' TO 27'- 4.0' V 10-11=(-8890) 1790 17-11=( -110) 516 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 17'- 3.0' TO 38'- 0.0' V 11-12=(-8884) 1788 12-13=( 0) 66 ADDL: TC CONC LL+DL= 979.0 LBS @ 27'- 4.0' OVERHANGS: 16.0' 16.0' ADDL: BC CONC LL+DL= 1618.0 LBS @ 17'- 3.0' BEARINGMAX VERT MAX HORZ BRG REQUIRED ERG AREA Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 01- 0.0' •724/ 3778V -120/ 120H 5.50' 6.04 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 381- 0.0' -973/ 4846V 0/ OH 5.50' 7.75 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3'x.131 DIA GUN COND. 2: Desi n checked for net -5 sf) uplift at 24 'oc s acin . nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 top chords, @ HANGER BY OTHERS TO APPLY MAX LL DEFL = 0.002' @ -1'- 4.0" Allowed = 0.133" 9' oc in 2 row(s) throughout 2x6 top chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.002' @ -1'- 4.0" Allowed = 0.178" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.169" @ 19'- 0.0" Allowed = 1.854" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.699" @ 19'• 0.0' Allowed = 2.472" TRUSS PLATING IS NOT SYMMETRICAL. MAX LL DEFL = 0.002' @ 391- 4.0' Allowed = 0.133' ORIENTATION AS SHOWN. MAX TL CREEP DEFL = -0.002' @ 39'- 4.0' Allowed = 0.178' MAX HORIZ. LL DEFL = •0.049' @ 37'- 6.5' MAX HORIZ. TL DEFL = 0.115' @ 37'- 6.5' Design conforms to main windforce-resisting 10-07-11 16-08-10 10-07-11 system and components and cladding criteria. 4-09-12 3-11-04 4-05-01 0-05-12 5-04-03 wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1, 1, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-04-03 0-05-12 4-05-01 3-11-04 4-09-12 load duration factor=1.6, 79# Truss designed for wind loads 12 M-4X10 M-41212 in the plane of the truss only. 6.00 F:--, 5 M-4x6 M-3x4 =M-4x4 g D 6.00 s 7 M-1.5x3 M-1.5x3 Ep PR�FFs NG I/N C) M 4x10 C. �� lo�(o� 29 _ 92 PE C. 1 14 15 16 17 3 o o M-300 M-300 M-5x6 M-3x4 M-3x8 0 616# M18HS-5x16(S)L 11_ _@ 10-00-03 19-00 7-02-13 3-06 7-02-13 19-00 10-00-03 9L/ -OREGON � 14' 0P 1-04381-0438-00 1-04�-044 MFRRIL�- JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - BH1 EXPIRES:12/31/2015 Scale: 0.1656 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 .f1 WA 8R. Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper .1 QQ fIn �j� 2.2x4 compression web bracing must 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� PDQ T wf! DES. BY: MJ s the responsibility of the erector.Add tional pe manent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 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. : 6079393 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for'dry condition"of use. TRANS I D: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports necessary. shown.Shim or wedge if +f1 51398 7. wAr fabrication,handling,shipment and installation of components. 1J ls„1"E Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both feces of truss,andp laced so their center /W Ililll VIII VIII(IIII(IIII(IIII(IIII IIII IIII TPITCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. SSr�NA1..✓" 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR•1888(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF N1&BTR; LOAD DURATION INCREASE = 1.15 1. 2=( O) 67 2-14=(-693) 2486 3-14=(-204) 168 2x6 OF SS T2 SPACED 24.0' O.C. 2- 3=(-2888) 900 14-15=(-781) 2780 14. 4=(-169) 828 BC: 2x6 OF SS 3- 4=(-2626) 827 15-16=(-807) 2955 14- 6=(-728) 311 WEBS: 2x4 OF STAND LOADING 4- 5=( 0) 0 16-17=(-798) 2780 6-15=( -11) 280 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2283) 769 17-12=(-751) 2486 15- 7=(-165) 67 TO LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2906) 963 7-16=(-165) 67 BC LATERAL SUPPORT <= 12'OC. LON. TOTAL LOAD = 42.0 PSF 7- 8=(-2906) 963 16- 8=( -11) 280 8-10=(-2283) 769 8-17=(-728) 311 _____________________________________ LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-17=(-169) 828 NOTE: 2x4 BRACING AT 24'OC LION. FOR 10.11=(-2626) 827 17-11=(-204) 168 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2888) 900 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 67 OVERHANGS: 16.0" 16.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -336/ 1748V -120/ 120H 5.50' 2.80 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 38'- 0.0' -336/ 1748V 0/ OH 5.50' 2.80 OF ( 625) 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 = 0.008' @ -i'- 4,0" Allowed = 0.133° MAX TL CREEP DEFL = •0.009' @ -1'- 4.0° Allowed = 0.178" MAX LL DEFL = •0.145' @ 19'- D.0' Allowed = 1.854° MAX TL CREEP DEFL = -0.340' @ 19'- D.O' Allowed = 2.472" MAX LL DEFL = 0.008' @ 391- 4.0' Allowed = 0.133' MAX TL CREEP DEFL = •0.009' @ 39'- 4.0' Allowed = 0.178' MAX HORIZ. LL DEFL = 0.045' @ 37'- 6.5' SUPPORT TOP CHORD AT JTS. 5 AND 9 MAX HORIZ. TL DEFL = 0.075' @ 37'- 6.5' Design conforms to main windforce-resisting 13-03-11 11-04-10 13-03-11 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-04-03 4-09-12 L 1tiO3-04 4-05-01 4-05-01 1-03-94 L 4-09-12 5-04-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 9 3-01-12 O load duration factor=1.6, 12 3-01-12 12 Truss designed for wind loads 6.00 D M-5x6 M-3x4 M-3x4 M-3x4 M-5x6 D 6.00 in the plane of the truss only. 6 7 B M-1.5x3 ::;?M-1.5x3 Ep P/R Of[F�FSs 't 1 -- 3 � � 92 /02-9 p 14 15 16 17 0 PE o M-3x6 M-3x8 M-3x4 M-3x4 M-3x8 M-3x8 0 M-5x6(S) 10-00-03 7-02-13 3-i06 7-02-13 10-00-03 y OREGON lV 19-00 19-00 L L-) MFR R I L�- 1-04 38-00 1-04 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - BH2 EXPIRES:12/31/2015 Scale: 0.1675 TT���� WARNINGS: GENERAL NOTES,unless otherwise noted: i+����""'�..8 1.Builder and erection contractor should be advised of all General Notes 1.This design i5 based only upon the parameters shown and is for an individual Truss: BH2 and Wamings 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 at DES. BY: MJ . is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'hin respectively unless braced throughout their length). (�� O continuous sheathing such as plywoodquiredsheathing(TC)eres and/or drywall(BC). DATE• 10/6/2014 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. : 6079394 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: 409646 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. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �FCjS 4� 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII IIID VIII II 1111 IIII7PIANfCA in BCSI,espies of which will be furnished upon request. lines coincide with joint center lines. `s'%NAL 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 desigr,values see ES.R-1311,ESR-1988(MiTek) � r IIIIIIIIIIIIII This design prepared from computer input by, PACIFIC LUMBER-BC t r LUMBER SPECIFICATIONS TRUSS SPAN 17'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-7=(-238) 910 3-7=(-268) 213 BC: 2x4 DF #1&BTR SPACED 24.0' D.C. 2-3=(-1100) 303 7-6=(-228) 915 7.4=( -74) 459 WEBS: 2x4 OF STAND 3-4=( -825) 201 7.5=(-275) 212 LOADING 4-5=( -826) 216 TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-1103) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 16.0' 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' -147/ 888V -77/ 87H 5.50' 1.42 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 3.0' -87/ 724V 0/ OH 5.50' 1.16 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 osf) 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 = 0.008' @ -1'- 4.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.009' @ -1'- 4.0' Allowed = 0.178' MAX LL DEFL = -0.025' @ 81- 7.5' Allowed = 0.817' MAX BC PANEL TL DEFL = -0.081' @ 13'- 4.2' Allowed = 0.511' MAX HORIZ. LL DEFL = 0.012' @ 16'- 9.5' 8-07-08 B-07-08 MAX HORIZ. TL DEFL = 0.019' @ 16'- 9.5' Design conforms to main windforce-resisting 4-05-13 4-01-11 4-01-11 4-05-13 system and components and cladding criteria. 121 12 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-4x4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 4 in the plane of the truss only. 1.1 M-1.50 M-1.5x3 C) ��tx 0 PRpFFss GIN o 2 6„ o �� � � I 'o M-3x4 M-3x8 M-3x4 C I IG92 PE L 8-07-08 B-07-08 ` yL ORE GONI%b, �!(� 1-04 17-03 �� �1' 14 243 P+ MF19 1 kX 0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - C2 Scale: 0.3514 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: +"`+-[.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 ti9 wA. Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper �F C 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 at 4� �'�Q J, DES. BY: MJ is th. e 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). DATE: 10/6/2014 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. : 6079395 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroslve environment, design loads be applied to any component. and ere for"dry condition"of use. TRANS I D: 409646 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 aA 51398 necessary. I, brication,handling,shipment and installation of components. Q A fy0 7.Design assumes adequate drainage Is provided. (ijs'I'gtl 6.This design is tarnished subject to the limitations set forth by 8.Plates shag be located on both feces of truss,and placed so their center VIII IIII VIII VIII VIII VIII VIII IIII IIII TP WVlCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. sf(ONAL G B.Digits indicate size of plate In inches. M Tek USA,InC./Com puTNs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2- 8=(-223) 900 3- 8=(-232) 154 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1091) 339 8- 7=(-262) 905 8- 4=( -45) 427 WEBS: 2x4 DF STAND 3- 4=( -837) 270 8. 6=(-237) 199 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=( 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -838) 256 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1094) 349 TOTAL LOAD = 42.0 PSF OVERHANGS: 16.0' 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -169/ 888V -70/ 78H 5.50' 1.42 OF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 3.0' -103/ 724V 0/ OH 5.50" 1.16 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M,M20HS,MIBHS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desion checked for net(-5 sf) uplift at 24 "oc s acin VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008' @ -1'- 4.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.009' @ -1'- 4.0' Allowed = 0.178" MAX LL DEFL = -0.024' @ 8'- 7.5' Allowed = 0.817' MAX TL CREEP DEFL = -0.057' @ 8'- 7.5' Allowed = 1.089" MAX HORIZ. LL DEFL = 0.012' @ 16'- 9.5" 10-01-05 7-01-11 MAX HORIZ. TL DEFL = 0.019' @ 16'- 9.5" Design conforms to main windforce-resisting 4-05-13 4-01-11 1-05-13 2-07-14 4-05-13 system and components and cladding criteria. 12 5 v 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 D M-46 Q 6 DO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 O'c p PR _ o INE �q M-3x4 M-3x8 M-3x4 92 PE 29r 8-07-08 8-07-08 y OREGON � (V� 1 04 17-03 L�QQy 14 2�� MFR R IO-0P JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - C3 Scale: 0.3498 EXPIRES:12/31/2015 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: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 41 Of wASN.. 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• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /.'� O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 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. : 6079396 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if +j+ 51398 Qr� fabrication,handling,shipment and installation of components. necessary. O .� 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.plates shell be located on both faces of truss,and placed so their center �{' I.S�R 4 IIIIII VIII VIII VIII IIID VIII VIII Illi I'll TPI/WiCA in BCSI,espies of which will be furnished upon request. lines coincide with joint center lines. `s'SIONALG N 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) � r IIIIIIIIIII�II This design prepared from computer input by, r I PACIFIC LUMBER-BC r- LUMBER SPECIFICATIONS B-00-00 GIRDER SUPPORTING 17-03-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 , TC: 2x4 OF R18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1360) 256 1-5=(-272) 1058 5-2=( -251) 1354 BC: 2x8 OF H2 2-3=( -157) 171 5-6=(-266) 1026 2-6=(-1345) 338 WEBS: 2x4 DF STAND LOADING 3-4=( -13) 6 6-3=( -163) 149 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0' V BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 190.6)+DL( 149.6)= 340.2 PLF 0'- 0.0' TO 8'- 0.0' V BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0° -325/ 1616V -94/ 190H 5.50' 2.59 DF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 81- 0.0' -376/ 1618V 0/ OH 5.50' 2.59 OF ( 625) will have 1.5' max. nail penetration. Connector plate refit designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Desion checked for net(-5 sf uplift at 24 'oc s acin . P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.014' @ 41- 2.7' Allowed = 0,354" For hanger specs. - See approved plans 3-03-13 0-03-12 MAX TL CREEP DEFL = -0.033' @ 4'- 2.7' Allowed = 0.472' MAX HORIZ. LL DEFL = 0.003' It 7'- 6.5' MAX HORIZ. TL DEFL = 0.005' @ 7'- 6.5' M-1.5x3 4 Design conforms to main windforce-resisting 4-04-07 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads 8.00 in the plane of the truss only. M-3x6 0 CO 0 M-5x16 C) 1 5 6.. �o&D PROF6 M-3x10 M-6x10 \5� NGINE 1Sj0 /0 PE2yr 4-02-11 3-09-05 B-00 9L ,�OREGONNb� �lV� �O y 14, 20 P-`< MFR R I t.�-0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - C-GIRD Scale: 0.4307 EXPIRES:1D2�/73.1/2015 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 and Warnings before construction commences. building component.Applicability of design parameters and proper �QF WA �h Truss: C-GIRD 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. C 3. Add ions[temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at te'o.c.suchrespectivelyaly unless braced throughout their length). t � continuous sheathing such as prying a meed in ere s and/or drywall(BC). DATE• 10/6/2014 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. : 6079397 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �+ 51398 �4 necessary. febdcation,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. O1, A('ijs'j'Etl��?Cr 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIII TPINJTCA in BCSI,copies of which will be furnished upon request lines coincide wjoint center lines. ssIONAL✓' 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 Q-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 17-03-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2- 9=(-393) 1955 3- 9=(-145) 237 BC: 2x6 OF SS 2- 3=(-2287) 528 9.10=(-350) 1874 9- 4=( -24) 289 WEBS: 2x4 OF STAND LOADING 3- 4=(-2132) 513 10- 7=(-391) 1957 9- 5=( -96) 107 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1879) 487 5-10=( 0) 276 TC LATERAL SUPPORT <= 12'OC. UON, TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0" V 5- 6=(-2136) 512 10- 6=(-143) 234 BC LATERAL SUPPORT <= 12'OC. LION. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0' TO 9'- 3.0' V 6- 7=(-2289) 527 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 3.0' TO 17'- 3.0' V 7- 8=( O) 67 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 17'- 3.0' V NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC GONG LL( 333.3)+DL( 93.3)= 426.7 LBS @ 8'- 0.0' BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA __________________ TC GONG LL( 333.3)+DL( 93.3)= 426.7 LBS @ 9'- 3.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -288/ 1516V -78/ 78H 5.50' 2.43 OF ( 625) OVERHANGS: 16.0" 16.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 3.0" -288/ 1516V 0/ OH 5.50" 2.43 OF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Desian checked for net(-5 sf) uplift at 24 'oc spa . M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009' @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.053" @ 8'- 0.0' Allowed = 0.817' MAX TL CREEP DEFL = -0.112' @ 9'- 3.0' Allowed = 1.089" MAX LL DEFL = 0.008' @ 18'- 7.0" Allowed = 0.133' MAX TL CREEP DEFL = -0.009" @ 18'- 7.0" Allowed = 0.178' MAX HORIZ. LL DEFL = 0.015' @ 16'- 9.5' 7-11-11 1-03-10 7-11-11 MAX HORIZ. TL DEFL = 0.024' @ 16'- 9.5' Design conforms to main windforce-resisting 4-01-07 3-10-04 1-03-10 3-10-04 4-01-07 system and components and cladding criteria. 12 426.701 t2 Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00426.70# Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=1.6, M 4x6 M-6X8 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 D PROFFss o _ - - 3x 9 10 4 �`� ENGIN/E /�2 1 2 M-3x6 M-3x8 M- 4 M-3x6 C. ��� /alto/ 92 PE 9r L 7-06-12 2-03-04 7-05 yL OREGON b, �((� 1-04 17-03 1-04 �O '9y 14, �ERRI��- JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - CH1 Scale: 0.3349 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 0- •L.8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C H 1and Warnings before construction commences. building component.Applicability of design parameters and proper ,� Oa WA �+, jh 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 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by („e continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 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. : 6079398 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-cortosive environment, design loads be applied to any component. and are for'dry condition"of use. TRANS I D: 409646 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 necessary. -f- 51398 �y w fabrication,handling,shipment and installation of components. 7,Design assumes ad 011%1"�FCI RG' 6.This design is fumished subject to the limitations set forth b equate drainage is provided. IIIIII VIII VIII III I Ills IIII IIII III IIII re 1 r 8 Plates shell be located on both faces oft truss,and placed so their center TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. SSIDNALG B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate desigrlvalues see ESR-1311,ESR-1888(MiTek) IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 63 2.4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2.3=(-89) 70 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UO IN LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRIG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0' -39/ 361V -34/ 113H 5.50" 0.58 DF ( 625) 4'- 4.9" -103/ 134V C/ OH 1.50" 0.21 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 61- 0.0" 0/ 61V 0/ OH 5.50" 0.10 DF ( 625) C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi n checked for net(-5 sf) uplift at 24 'oc spa . REOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING YET. VERTICAL DEFLECTIONLIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 4-05-10AX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.054' MAXYAX TL CREEP DEFL = 0.000' @ 0'- 0,0' Allowed = 0.072' MAX TC PANEL LL DEFL = 0.027" @ 2'- 5.2" Allowed = 0.315' MAX BC PANEL TL DEFL = -0.046" @ 3'- 1.4" Allowed = 0.339" 12 8.00 MAX HORIZ. LL DEFL = -0.001' @ 4'- 4.9" MAX HORZ. TL DEFL = -0.000' @ 4'- 4.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, 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 Cl) in the plane of the truss only. 0 v 0 C13 oT v o _ 0 4 M-3x4 PROFFss c� �GIN� 92 PE T. 1-00 IPROVIDE FULL BEARING Jts:2 3 4 6-00 RE ON 14, 20 P-E MFRRI�L� JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - CJ3 Scale: 0.5934 EXPIRES:12/31/2015 _�(��I WARNINGS: GENERAL NOTES,unless otherwise noted: 9 l�'� L�8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,J1 Qf WAsflnC >, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout their length). (� Q continuous sheathing such as plywood aired in ere s and/or drywall(BC). DATE: 10/6/2014 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. : 6079401 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 409646 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 .f1 51398 Qtr fabrication,handling,shipment and installation of components. necessary. O �A 7.Design assumes adequate drainage is provided. �iIS"I'Ejl 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIII TPVWfCA in SCSI,copies of which will be furnished upon request. Tines coincide with joint center lines. SSIONALG 8. Digits indicate size plate cinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basic connector p plate design values see ESR-1311,ESR-1968(MiTek) 111 Illilll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 OF N1&BTR SPACED 24.0' O.C. 2-3=(-119) 91 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRIG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -40/ 402V -46/ 144H 5.50' 0.64 OF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -84/ 159V 0/ OH 1.50' 0.25 OF ( 625) C,CN,0I8,CN16 (or no prefix) = CompuTrus, Inc M,M20HS,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: Desian checked for net(-5 osf) uplift at 24 'oc spaci�nQ7. VERTICAL DEFLECTIONLIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.111' @ 3'- 7.2' Allowed = 0.435' 5-11.10 MAX TC PANEL TL DEFL = -0.113' @ 3'- 4.8' Allowed = 0.653" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, 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. 0 v 0 v ti 4 o C. M-3x4 4 PRGIN 92�O/PE s/o29r 1-00 6-00 OREGON PROVIDE FULL BEARING'Jts:2 4 3 �L �O Y 14, MFRRI�L 0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - CJ4 Scale: 0.5414 EXPIRES:12/31/2015 �D)1 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: CJ 4 and Warnings before construction commences. building component.Applicability,of design parameters and proper ., O� f►�.C-j� 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,tlurtng const 2.Design assumes the top and bottom chords to be laterally braced at 4 �'� DES. BY: MJ A the responsibility of the erector.insure st nal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (r O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 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. : 6079402 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 51398 k fabrication,handling,shipment and installation of components. necessary. O �A �.(1 7.Design assumes adequate drainage is provided. � G�S'I'$R 6,This tleslgn is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center VIII I VIII VIII VIII VIII II II IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. `s'SIONAL � B. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate designrvalues see ESR-1311,ESR-1 988(MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 4.0' COND. 2: Desion checked for net(-5 sf) uplift at24 'oc sacin , TC: 2x4 OF I!1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF kt&BTR SPACED 24.0' O.C. Design conforms to main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.4ft, 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, Ca .2, Ex B MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF ( tp' ------------------------------------= TOTAL LOAD = 42.0 PSF load duration factor=1.6, NOTE: 2x4 BRACING AT 24'OC LON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED 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. Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. considered for this design. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 6-07-11 5-00-10 8-07-11 12 12 8.Do M-4x6 M 4x6 Q a.Do rTa ti lc�ti o - - - - o C> M-W(S) M-3x4 92 PE r 10-00 12-04 yREG N �? 1-00 22-04 �� 11 40 2�1 P+� MFRRI0- JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - D1 Scale: 0.3605 EXPIRES:12/31/2015 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: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 DES. BY: MJ s the responsibifty of the erector.Add tional pe manent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 10/6/2014 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 ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6079404 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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. fabrication,handling,shipment and installationof components. 7,Design assumes adequate drainage is provided. ,'{r Cr 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andp laced so their center VIII IIID VIII VIII VIII VIII VIII IIII IIII TPIM/rCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssf�IVA1. g. 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-1 988(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-04-00 GIRDER SUPPORTING 38-00.00 FROM 9-00-00 TO 22-04-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 62 2-10=(-1854) 8650 10- 3=( -14) 198 14- 8=(-2378) 596 2x6 OF SS T2 2- 3=(-10700) 2340 10-11=(-1856) 8652 3-11=( -176) 206 8-15=( -694) 3268 BC: 2x8 OF #1&BTR; LOADING 3- 4=(-10594) 2400 11-12=(-1840) 8632 11- 4=( -634) 2964 2x8 OF #2 B1 LL = 25 PSF Ground Snow (Pg) 4- 5=( -9348) 2174 12-13=(-1796) 8472 4-12=(-1670) 312 WEBS: 2x4 OF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 22'- 4.0' V 5- 6=( -8406) 1958 13-14=(-1796) 8472 12- 5=( -870) 3720 2x6 OF SS A; BC UNIF LL( 0,0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 9'- 0.0' V 6- 7=( -8320) 1938 14-15=(-2258) 10314 12- 6=( -198) 958 2x4 DF #1&BTR B BC UNIF LL( 450.0)+DL( 326.0)= 776.0 PLF 9'- 0.0' TO 22'- 4.0' V 7- 8=(-10030) 2288 15- 9=(-2272) 10380 13. 6=( -196) 926 8- 9=(-12802) 2844 6.14=(-1016) 122 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 4056.0 LBS @ 8'- 0.0" 7-14=(-1094) 4842 BC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA '--------------------------- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC LION. FOR 0'- 0.0" -1463/ 6639V -133/ 140H 5.50' 10.62 OF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 22'- 4.0' -2114/ 9492V 0/ OH 5.50' 15.19 DF ( 625) -------------------________ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0' ( 2 ) complete trusses required. COND 2: Desion checked for net(-5 sf) uplift at 24 'oc spa . Join together 2 ply with 3'x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: nails staggered at: MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133" M,M20HS,MIBHS,M16 = MiTek MT series 9' oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.095' @ 11'- 2.0' Allowed = 1.071' 6' oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.321' @ 11'- 2.0' Allowed = 1.428' @ HANGER BY OTHERS TO APPLY 9' oc in 1 row(s) throughout 2x4 webs. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.031' @ 21'- 10.5' 9-04-11 3-06-10 9-04-11 MAX HORIZ. TL DEFL = 0.067' @ 21'- 10.5' Design conforms to main windforce-resisting 4-06-05 f 3-07-07 1-02-151-09-05 2-01-02 4-01 4-11-14 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 F7 M-6xB M-3x8 M-500 8.00 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6 Truss designed for wind loads M-3x6 T2 in the plane of the truss only. M-3x6 M-3x8 3 NB M-5x16 �, M-5x16 ��cnED PROFESS C) A A o �5 �NGI/N/F /0 1 10 11 12 13 '1 14 15 92 P E C) M-1.5x3 M-7x12 0"25° M-8x10 M-3x10 M-6x16 -M-10x10(s) L L 405 #�L I 4-04-09 3-05-11 1-00-142-02-14 2-02-14 4-01 4-10-02 ) y` ,�OREGON�R �!(� �1-06 22-04 WEDGE REQUIRED AT HEEL(S). ,O/�y 14, rL��P'E' FRRIL-�- JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - D-GIRD EXPIRES:12/31/2015 Scale: 0.2641 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is besetl only upon the parameters shown and is for an individual .(1 W.M 8A. Truss: D-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper Of j�`�N 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4� �� DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout their length). (�� O continuous sheathing such as plywood meed here s and/or drywall(BC). '�. DATE: 10/6/2014 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. : 6079405 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .p 51398 tq necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. Off. SCIS- ji� 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 II I VIII VIII VIII VIII VIII VIII IIII IIII TPIAVrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sslO � B.Digits 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-1 988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2.4=(0) 0 BC: 2x4 DF N1&BTR SPACED 24.0' O.C. 2-3=(-62) 53 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -42/ 318V -23/ 83H 5.50' 0.51 OF ( 625) 2'- 10.9' -114/ 111V 0/ OH 1.50' 0.18 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 52V 0/ OH 5.50' 0.08 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desian checked for net -5 sf) uplift at 24 'oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTIONLIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 2-11-10 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.129" MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6' Allowed = 0.254' MAX TC PANEL TL DEFL = -0.009' @ 1'- 11.3' Allowed = 0.292" 12 MAX BC PANEL TL DEFL = -0.037' @ 3'- 3.8' Allowed = 0.339' 8.00 MAX HORIZ. LL DEFL = -0.000' @ 2'- 10.9° MAX HORIZ. TL DEFL = 0.000' @ 2'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.5ft, 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. 0 v O N O.� o _ O 4 M-3x4 PRGIN 1016 �FFss 47 92 PE r 1-00 IPROVIDE FULL BEARING Jts:2 3 4 6-00 yL ,�OREGON�� �lV� 14, MFRRIU- JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - CJ2 Scale: 0.6454 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted 9_lP.auvaJ„8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Jti OF W�IJ.. J 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.2x4 compression temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q �'� j. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'0.continuous and at 10'hin respectively unless bracedsheathing(TC) throughout their length). (� O continuous sheathing such as acingplywood meed in ere s and/or drywall(BC). DATE: 10/6/2014 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. : 6079400 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 +f1 51398 Qr� necessary. fabrication,handling,shipment and installation of components. O A 7.Design assumes adequate drainage is truss,and 8.This design is furnished subject to the limitations set forth by B.plates shag be located on both feces of truss,and placed so their center Lw' IIIIII VIII VIII VIII VIII till 111111111111 III Illi I'll TPIANrCA in SCSI copies of which will be furnished upon request lines coincide with joint center lines. sstONALG `SII II'� g.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate desigryvalues see ESQ-1311,ESR-1098(MiTek) IIIIIIII VIII This design prepared from computer input by. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2.4=(0) 0 BC: 2x4 OF N1&BTR SPACED 24.0' O.C. 2-3=(-53) 54 TO LATERAL SUPPORT <= 12'00. UON. LOADING BC 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -80/ 295V -121 53H 5.50' 0.47 OF ( 625) 1'- 4.9' -87/ 104V 0/ OH 1.50' 0.17 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 61- 0.0' 0/ 48V 01 OH 5.50' 0.08 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: checked for net(-5 00uplift at 24 'oc spa . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" 1-05-10 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0° Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001' @ 0'- 10.2' Allowed = 0.073° MAX TO PANEL TL DEFL = -0.002' @ 0'- 10.7' Allowed = 0.110' MAX BC PANEL LL OEFL = 0.006' @ 2'- 8.6' Allowed = 0.254' 12 MAX BC PANEL TL DEFL = -0.026' @ 3'- 3.8' Allowed = 0.339' 8.00 MAX HORIZ. LL DEFL = -0.000' @ 1'- 4.9" MAX HORIZ. TL DEFL = 0.000' @ 1'- 4.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19ft, 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. 0 v 0 0 v 0 C, q OMU4 ��PED PR°FFs �5 GINE O � /0�O/PE 2- 1-00 IPROVIDE FULL BEARING-Jts:2 3 4 6-00 9L ,�OREGON�tK �(v� �O qy 14, MFRRIL::-0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - CJ 1 Scale: 0.7079 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: tLL 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Jti OF 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 lateragy,braced at DES. BY: MJ s the responsibility of the erector.Additional pe manenI bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� Q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 10/6/2014 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. : 6079399 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 <Ar necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L'GISTER� 6.This design is furnished subject to the limitations set forth by 8.Plates shag Placed so their center be located on both faces of truss,and IIIIII VIII III I 11111111111111111111 III VIII VIII II II III IIII TPIM/rCA in BCSI,copies of which will be furnished upon request lines indicate with joint center lines. SSIONAL G 9.Digits Intlicate 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 TRUSS SPAN 11'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 OF p1&BTR SPACED 24.0' O.C. 2-3=(-252) 236 3-4=(-108) 44 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 01- 0.0' -30/ 444V -87/ 254H 5.50" 0.71 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 152V 0/ OH 5.50' 0.24 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -244/ 465V 0/ OH 1.50' 0.59 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 2.0' -16/ 17V 0/ OH 1.50' 0.03 OF ( 625) 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 = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.210' @ 4'- 5.8' Allowed = 0.598" MAX TC PANEL TL DEFL = -0.253' @ 3'- 11.0" Allowed = 0.897" 12 MAX HORIZ. LL DEFL = -0.004' @ 11'- 1.3' 8.00 MAX HORIZ. TL DEFL = -0.004' @ 11'- 1.3' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c2 load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. PROFESS o \� -_ /GIN M-3x4 /f 0 1 5 �tV� �!nI10!11 /O2 92 PE r 1-00 8-00 IPROVIDE FULL BEARINGOJts:2 5 3 4 3-02 OREGON�`� �� OAR O Y14, 2 P�- MERRI��-� JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - DJ2 Scale: 0.4316 EXPIRES:12/31/2015 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 wAS Truss: DJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q �F 2.2x4 compression web bracing must be Installed were shown+. incorporation of component is the responsibility of the building designer. DES. BY MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q '� J• is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 19'hin such a ply unless braced throughout their length). I`. 0 continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). DATE• 10/6/2014 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. : 6079406 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if +f+ 51398 w� necessary. .� fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. O� 1'Gjg'I'git� 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 VIII VIII III I VIII IIID VIII I II IIIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. SSIONALL G 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-62) 35 TC LATERAL SUPPORT - 12"OC. LON. LOADING BC LATERAL SUPPORT - 12'OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 12 TOTAL LOAD = 42.0 PSF 01- 0.0' -55/ 299V -18/ 68H 5.50' 0.48 OF ( 625) Connector plate prefix designators: 8.00 2'- 3.2' -9/ 26V 0/ OH 5.50" 0.04 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 2'- 6.0' 25/ 57V 0/ OH 1.50° 0.09 OF ( 625) M,M20HS,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 sf) uplift at 24 'oc spa . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.003' @ 1'- 7.4' Allowed = 0.157' MAX TC PANEL TL DEFL = -0.003' @ 1'- 6.4' Allowed = 0.235' MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.2' MAX HORIZ. TL DEFL = -0.000' @ 2'- 5.2' 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 o in the plane of the truss only. N � - - O V O O 4 M-3x4 ��PEO PRGIN OFESS /0 l�ll °2 92 PE 9r OREGON�� �lV� 1-00 2-06 �� '91' 14, PROVIDE FULL BEARING•Jts:2 4 3 MFR RI1��0P JOB NAME: LENNAR 2448-E LARWOOD ENGLISH - E2 Scale: 1.0000 EXPIRES:12/31/2015 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 .f1�O W 8A.�� Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and properj�`•N j 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 +�i DES. BY: MJ 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). DATE: 10/6/2014 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. : 6079407 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 condi lon"of use. TRANS I D: 409646 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� fabrication,calion,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. 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 IIIIII VIII VIII IIII IIII IIII III III IIII TPIANfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. s 9.Digits Indicate size of plate in inches. s I�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) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC ■ LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6,0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2.4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-60) 28 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 1210C. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -58/ 293V -15/ 59H 5.50° 0.47 OF ( 625) 1'- 10.9° -32/ 104V 0/ OH 1.50" 0.17 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -10/ 22V 0/ OH 5.50" 0.04 OF ( 625) C,CN,0I8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi n checked for net -5 sf) uplift at 24 "oc spa . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1.11.11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" �11MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.003" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" MAX BC PANEL LL DEFL = 0.002° @ 1'- 2.6° Allowed = 0.079" 12 MAX BC PANEL TL DEFL = -0.002° @ 1'- 4.4' Allowed = 0.106" 8.00[7 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 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 0 co 0 r, 0 v oA 04 :0 PROr %Nl 92PE f 1-00 2-06 -� PROVIDE FULL BEARING•Jts:2 3 4 OREGON�� 14, SFR R I0-0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - EH1 Scale: 0.6951 EXPIRES:12/31/2015 ADT*. WARNINGS: GENERAL NOTES,unless otherwise noted: CW 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E H 1 and Warnings before construction commences. building component.Applicability of tlesign parameters and proper J� O4 WAS '�Fj 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'Q Q°�' J• +A DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 10/6/2014 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. : 6079408 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 +� 51398 tq 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,andp laced so their center 'l VIII II VIII ILII VIII III VIII III III TPIMrrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 'r0 AL 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(2L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) IIID II I II IIII LUMBER SPECIFICATIONS 2-06-00 MONO HIP SETBACK 2-00-00 FROM END WALL SINGLE MEMBER FORCES TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2= 0 2-4= 0 BC: 2x4 DF k1&BTR 2.3= -36 TO LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 2'- 0.0" V BEARINGS OVERHANGS: 12.0" 0.0" TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0' TO 2'- 6.0' V LOCATION REACTION SIZE REO'D AREA (SO. IN.) BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 2'- 6.0' V 0'- 0.0' 112 5.50" 0.18 OF ( 625) 11- 10.9' 104 1.50' 0.17 OF ( 625) ( TO GONG LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0' 2'- 6.0" 21 5.50" 0.03 OF 625) Max Calculated Uplift: Left = -58 Right = -10 INT. _ -32 @ 1'- 10.9" ° PRGIN °FFs lG 9zE yL ,� OREGON�� �lv� �O qy 14, RRiI- - EXPIRES:12/31/2015 �L Truss: EW 4 wnsr DES. BY: MJ This sheet shows additional load case(s)for Sequence Number 6079408. r.` 0 DATE: 10/6/2014 Refer to original seq.no.for all details. SEQ. : 6079408-L1 TRANS ID: 51398 _Q� III I VIII VIII VIII VIII!IIII VIII i I IIIIIIII III IIII IIII AL MiTek USA,Inc./CompuTrus Software+7.6.6(2L)-E SSIONG IIIIIIIIIII�II This design prepared from computer input by, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS r TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N1&BTR LOAD DURATIONINCREASE = 1.15 1-2=( 0) 63 2.4=(0) 0 BC: 2x4 DF M1&BTR SPACED 24.0' O.C. 2-3=(-58) 27 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -65/ 301V -15/ 59H 5.50' 0.48 DF ( 625) 1'- 9.2' -30/ 25V 0/ OH 5.50" 0.04 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -18/ 42V 0/ OH 1.50' 0.07 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net -5 sf) uplift at 24 'oc s acin . 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 = 0.003' @ •1'- 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.001' @ 1'- 0.1' Allowed = 0.072' 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9- 8.00 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' 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 0 co 0 r` 0 v C9 _ 0 4 1 M-3x4 ED PROGINE FFss L L 92 PE �< 1-00 2-00 PROVIDE FULL BEARING Jts:2 4 3 yL ,�OREGON�� �lV� �O �Y 14, 21) MFAR10-0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - ESJ 1 Scale: 0.6995 EXPIRES:12/31/2015 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 WA 8 tel" Truss: ESJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 p�f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. V C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q �,'� DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'hitt respectively unless braced throughout their length). !„ 0 continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 10/6/2014 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. : 6079410 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 +f1 51398 fabrication,tion,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. BGj �ti� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII II II VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center nche s'SI�NAL�1G g.For b indicate con size p ate d in inches. MiTek USA,InC./COfr7puTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) IIII 1111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.0' ICOND. 2: Desian checked for net(-5 osf) uplift at 24 'oc s acin TC: 2x4 OF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF k1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 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 IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-04 5-04 12 M-4412 - 8.00 Q 8.00 3 n 4 o� o � — o 0 0 PROF �5 G1 ME �O M-3x4 M-3x4 SOW 29 92 PE r 1-00 10-08 1-00 ? OREGON�� �lV �O �Y 14, MERRILY-0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - F1 Scale: 0.5172 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 0MLZ, 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 .<1 W ? .. Truss: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper V J�� j" 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. F "N �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,0 CT v fj DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE 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. : 6079411 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 fabrication,handling,shipment and installation of components. necessary. � �F 5 5139 8 Qt Design assumes caeue drainage is provided. O� 8 S 6.This tl7.esign is furnished subject to the limitations set forth by 8.Plates shall be located onon both faces of truss,and placed so their center VIII VIII VIII IIII IIII IIII IIII II IIII TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONALL�G B.FrDigits indicate size p ate d s inches. MiTek USA,InC./COf11pUTfUS 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 10'- B.O. IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-15) 287 6-3=(D) 241 BC: 2x4 DF M1&BTR SPACED 24.0' O.C. 2-3=(-452) 96 6.4=(-15) 287 WEBS: 2x4 DF STAND 3-4=(-452) 96 LOADING 4-5=( 0) 63 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. LON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -78/ 562V -81/ 81H 5.50' 0.90 OF ( 625) Connector plate prefix designators: 10'- 8.0' -78/ 562V 0/ OH 5.50' 0.90 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design 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 = -0.002' @ -11- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.002' @ 11'- 8.0' Allowed = 0.100" 5-04 5-04 MAX TL CREEP DEFL = -0.003' @ 11'- 8.0" Allowed = 0.133' MAX TO PANEL LL DEFL = 0.040' @ 2'- 10.7" Allowed = 0.383" 12 12 MAX TO PANEL TL DEFL = 0.171' @ 7'- 7.1' Allowed = 0.574' 8.00 M-4x4 Q B4O0 MAX HORIZ. LL DEFL = 0.002' @ 10'- 2.5' 3 4 0 MAX HORIZ. TL DEFL = 0.004' @ 10'- 2.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. r` ti II- C) 6 o M-3x4 M-1.5x3 M-3x4 ED PROFFs lIN /loll 92 PE 5-04 5-04 1-00 10-08 1-00 y OREGON a �? O 14, MFRRi�L Q'P JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - F2 Scale: 0,4797 EXPIRES:12/31/2015 p�T7> WARNINGS: GENERAL NOTES,unless otherwise noted: 0518 .8 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F 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. {r C 3.Additional temporary bracing to insure stability during const !on 2.Design assumes the top and bottom chords to be laterally braced at 4 e'� �+ DES. BY: MJ is the responsibility of the erector.Additional permanent braci of 2'o.c.and at l0'o.c.respectively unless braced throughout their length by (� O po h Pe n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 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. : 6079412 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 4� necessary. +� �cv1 fabrication,handling,shipment and installation of components. O A 7.Design assumes adequate drainage is provided. C C 6.This design is furnished subject to the limitations set forth by 8.Plates she"be located on both feces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII III IIIITPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ONALG 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-17) 158 8. 3=( -67) 65 BC: 2x4 OF k1&BTR SPACED 24.0' O.C. 2- 3=(-264) 83 8- 9=(-31) 47 8. 4=( 0) 179 WEBS: 2x4 OF STAND 3- 4=(-152) 136 9-10=(-31) 47 9- 4=(-654) 192 LOADING 4- 5=(-317) 159 10- 6=(-27) 317 4-10=( -46) 326 TO LATERAL SUPPORT <= 12'OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-476) 113 10. 5=( -61) 114 BC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 TOTAL LOAD = 42.0 PSF ------------------------------------ NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _____________________________________ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -88/ 461V -79/ 7 9 H 5.50' 0.74 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2' -72/ 738V 0/ OH 5.50' 1.11 OF ( 625) OVERHANGS: 12.0" 12.0" 18'- 1.5" -92/ 575V 0/ OH 5.50" 0.92 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (uon). ICOND. 2: Desion checked for net(-5 sf) uplift at 24 'oc s acin . Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -11- 0.0" Allowed = 0.100" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" M,M2DHS,MIBHS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.027' @ 12'- 9.5' Allowed = 0.650' MAX LL DEFL = -0.002' @ 19'• 1.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 19'- 1.5' Allowed = 0.133' MAX TO PANEL LL DEFL = -0.017' @ 2'- 9.4' Allowed = 0.354' MAX TO PANEL TL DEFL = 0.075" @ 3'- 1.7' Allowed = 0.531" MAX TO PANEL LL DEFL = -0.017' @ 15'- 4.1' Allowed = 0.354" MAX HORIZ. LL DEFL = 0.002' @ 17'- 8.0' 5-03-11 7-06-02 5-03-11 MAX HORIZ. TL DEFL = 0.003' @ 17'- 8.0° 5-03-11 2-02-13 5-05-10 5-01-06 Design conforms to main windforce-resisting system and components and cladding criteria. M 4x6 M-4X6 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x6+ M-3x6+ M-3x6+ M-3x6+ Q B.Do (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 M-3x6+ M-3x6 load duration factori M-3x6 4 Truss designed for wind nd loads in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins M-1.5x4 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. M-3x6 Ep PRO v �� NGINE 1 e s 10 M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 C. 92QQPE v� 5-01-06 2-06-14 5-03-14 5-01-06 L � I y` OREGON tK �? 1-00 E u 9 16-01-08 1-00! /�MFR14, Ri1�L�P}� JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - G1 Scale: 0.3288 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: �`vq�+�W-.t, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .f1 WAS8A. Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper J �� JJvN f 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 constriction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at t0'o.c.respectively unless braced throughout their length by �e is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 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. : 6079413steners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corosive environment, design loads be applied to any component. and are for"dry condition"of use, TRANS I D: 409646 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 wt1 51398 w4 a fabrication,handling,shipment and installation of components. 7,recess ry.Design assumes adequate drainage is provided. O�s�'CI$-j-E�i1�G 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 AN IIIIII II I VIII VIII VIII IJI III IIII III TPIfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SZONAL 9.Digits indicate size of e in inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESFj-1311,ESR-1986(MiTek) 11111111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS . TRUSS SPAN 18'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 , TC: 2x4 DF 11&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 7=(-54) 66 3. 7=(-331) 160 BC: 2x4 OF q1&BTR SPACED 24.0' D.C. 2- 3=(-137) 115 7- 8=(-28) 186 7. 4=(-374) 104 WEBS: 2x4 DF STAND 3- 4=( -81) 128 8- 5=(-25) 189 4- 8=( 0) 203 LOADING 4- 5=(-353) 109 TC LATERAL SUPPORT <= 12'OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 63 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC LON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -99/ 447V -1061 106H 5.50' 0.72 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 8.3' -551 762V 01 OH 5.50' 1.14 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 181- 1.5' -100/ 565V 0/ OH 5.50' 0.90 OF ( 625) OVERHANGS: 12.0" 12.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Desion checked for net(-5 sf) uplift at 24 'oc s acin . Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0,CN,0I8,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 = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TL CREEP DEFL = -0.061' @ 10'- 9.5' Allowed = 0.650" MAX LL DEFL = -0.002' @ 19'- 1.5' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ 19'- 1.5' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.081' @ 3'- 9.5' Allowed = 0.516' MAX TC PANEL TL DEFL = 0.066' @ 4'- 0.5' Allowed = 0.774" MAX TC PANEL LL DEFL = -0.081" @ 14'- 4.0' Allowed = 0.514" 7-03-11 3-06-02 7-03-11 MAX HORIZ. LL DEFL = 0.002' @ 17'- 8.0' MAX HORIZ. TL DEFL = 0.003' @ 17'- 8.0' 7-03-11 3-08-07 7-01-06 Design conforms to main windforce-resisting system and components and cladding criteria. 12 8.00 2 M-4x6 M-6x8 12 8.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (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. EO PROFFsGINe s o 4 �� /0/l;/ � X029 7 B o 92 PE M-3x4 M-3x47 M-1.5x3 M-3x4 7-08-05 3-05-09 6-11-10 yL ,�OREGONNb, �(V� 1-OO IPROVIDE FULL B ARING:Jts18-01-08 1-00 �P �FRR10- JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - G2 Scale: 0.3038 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: t�+E Lt 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: G2 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. "✓C (D 3.Additional temporary bracing to insure stability during consimction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY MJ s the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by /r 0 W ty Pe B continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 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. : 6079414 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: 409646 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. 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 1� VIII VIII VIII VIII VIII VIII VIII IIIIIIII TPlnvrcA in Bcsl,copies of which will be furnished upon request. Tines coincide with joint center lines. s`SIONAL O B. Digits Indicatecoincide 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 18'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-59) 170 3- 8=(-277) 221 BC: 2x4 OF N18BTR SPACED 24.0" O.C. 2- 3=(-221) 97 8- 9=(-86) 152 8- 4=(-497) 126 WEBS: 2x4 OF STAND 3. 4=( -71) 143 9- 6=(-74) 291 4- 9=( -90) 302 LOADING 4. 5=(-226) 111 9- 5=(-263) 218 TO LATERAL SUPPORT <= 12"OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-427) 122 BC LATERAL SUPPORT <= 12'OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=( 0) 63 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -67/ 431V -134/ 134H 5.50' 0.69 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2' -98/ 804V 0/ OH 5.50' 1.20 OF ( 625) 181- 1.5' -77/ 554V 0/ OH 5.50" 0.89 OF ( 625) BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desi n checked for net(-5 sf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 9-00-12 9-00-12 MAX LL DEFL = -0.007' @ 13'- 5.7' Allowed = 0.488' MAX LL DEFL = -0.002' @ 19'- 1.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 19'- 1.5' Allowed = 0.133' 4-08-13 4-03-15 4-03-15 4-08-13 MAX BC PANEL LL DEFL = -0.054' @ 3'- 9.5" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.161' @ 3'- 9.5' Allowed = 0.467" 12 12 MAX BC PANEL TL DEFL = -0,069' @ 14'- 4.0' Allowed = 0.468" 8.00 M-4x6 Q 8.00 MAX HORIZ. LL DEFL = 0.003' @ 17'- 8.0' 4�' MAX HORIZ. TL DEFL = 0.004' @ 17'- 8.0' 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, 3• (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5x3 M-1.5X3 in the plane of the truss only. � D PRO R OJGINE[ ss o1 -=8 9 o ��� /0/0/ I /0 CD M-3x4 M-3x4 M-3x4 M-3x4 0 92 P E L 7-08-04 2-09 7-08-04 y` OREGON�� �lv� 1-00 P s 18-01-081-00) 14, RRILV�P+ JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - G3 Scale: 0.3057 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: RRII,L, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: G3 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 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �v�J DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'0.G.and at 10'o.c.respectively unless braced throughout their length by (�� Q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7" DATE: 10/6/2014 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. : 6079415 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Y umes full bearing at all supports shown.Shim or wedge if +f! 51398 �{!� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Q �'CISTER� �V S.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 VIII I II III VIII VIII VIII VIII IIII IIII TPI W CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. sstOG a.Digits indicate size of plate in inches. AL MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basicis connector plate tlesign,values see ESf}-t 311,ESR-1 988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • TRUSS SPAN 6'- 4.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -13) 6 5.3=(-222) 224 5-2=(-253) 236 BC: 2x4 OF #1&BTR SPACED 24.0" D.C. 2-3=(-197) 210 WEBS: 2x4 OF STAND 3.4=( 0) 63 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 0.0' 12.0' 01- 0.0' -52/ 262V -152/ 74H 5.50' 0.42 OF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.5' -58/ 409V 0/ OH 5.50' 0.65 DF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desian checked for net(-5 osf) uplift at 24 "oc s acin . M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTIONLIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 71- 4.5" Allowed = 0.100" 0-03 12 6 00-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ 71- 4.5' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.170" @ 3'- 2.0" Allowed = 0.441' MAX TC PANEL TL DEFL = -0.154' @ 3'- 1.8' Allowed = 0.662' 12 1 M-1.5X3 Q 8.00 MAX HORIZ. LL DEFL = 0.002' @ 5'- 11.0' MAX HORIZ. TL DEFL = 0.002' @ 5'- 11.0' 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. 0 ti 0 v r` �o v 0 5 0 M-1.50 M-3x4 4 ED PRO FFsGIN s 92 1016 PE /o:67 f, � L 6-00-12 6-04-08 1-00 yL OREGON"b �(V� �O qy 14, 213 P'E MFR R 10- JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - G4 Scale: 0.4917 EXPIRES:12/31/2015 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: G4 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. Q "✓C �a{+ 3.Add ional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at 4 �'� DES. BY: MJ s the es nsibil' of the erector.Addhional manent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� O po �' 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'L DATE: 10/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E:Q. : 6079416 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 Q74 .� fabrication,handling,shipment and instigation of components. necessary. O _h! 7.Design assumes adequate drainage is provided. (,ijSTER ,SC 6.This design is famished subject to the limitations set forth by B.Plates shall be located on both laces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. SSIONALG 8. Dgfts indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 63 2-4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(0) 96 TO LATERAL SUPPORT - 12"0C. LON. LOADING BC LATERAL SUPPORT <= 12'OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -102/ 266V -12/ 53H 5.50' 0.43 OF ( 625) 1'- 4.9' -109/ 183V 0/ OH 1.50' 0.29 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 63V 0/ OH 5.50' 0.10 OF ( 625) C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek IIT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desian checked for net(-5 sf) uplift at 24 °oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.002' @ 0'- 10.2' Allowed = 0.073" MAX TO PANEL TL DEFL = -0.003' @ 0'- 10.7' Allowed = 0.110' MAX BC PANEL LL DEFL = 0.010' @ 3'- 6.6' Allowed = 0.354' 1-05-10 MAX BC PANEL TL DEFL = -0.097' @ 4'- 8.2' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.000' @ 1'- 4.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 4.9" 12 8.00�7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19ft, 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. 0 v � o 0 o 4M- o q 0 PROGIN FFss 92�0/E %yy� 1-00 PROVIDE FULL BEARING•Jts:2 3 4 B-00 yL ,�OREGON�tK �lv� �O qy 14, MFR R 10-� JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - J1 Scale: 0.6501 EXPIRES:�1yy2��/��31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: +""�L 8 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 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. !G C 3.Additional temporary bracing to Insure stablily during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'hin respectively unless braced throughout their length). 0 continuous sheathing such as plywood q iced n ere s and/or drywall(BC). '1. DATE: 10/6/2014 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. : 6079417 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for'dry condition"of use. TRANS I D: 409646 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. 51398 wAr fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. OjC� FCI$'j'gR� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II I IIII VIII IIIiI VIII IN IIII TPI WTCA in SCSI copies of which will be furnished upon request. lines coincide with joint center lines. SSrONAL � 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 ES?-1311,ESR-1988(MiTek) IIIIIIIII I'I This design prepared from computer input by PACIFIC LUMBER-BC t, LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 63 2.4=(0) 0 BC: 2x4 OF 41&BTR SPACED 24.0' O.C. 2-3=(-51) 66 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -39/ 323V -23/ 83H 5.50' 0.52 DF ( 625) 2'- 10.9' -162/ 148V 0/ OH 1.50' 0.24 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 81- 0.0' 0/ 67V 0/ OH 5.50' 0.11 OF ( 625) C,CN,0I8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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: Desian checked for net -5 sf) uplift at 24 'oc s acin . VERTICAL DEFLECTIONLIMITS: LL=L/240, TL=1_/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.003' @ 1'- 9.2' Allowed = 0.194" MAX TC PANEL TL DEFL = -0.015' @ 1'- 7.2' Allowed = 0.292' MAX BC PANEL LL DEFL = 0.012' @ 3'- 6.6' Allowed = 0.354' 2-11-10 MAX BC PANEL TL DEFL = -0.119' @ 4'- 4.8' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.000' @ 2'- 10.9' 12 MAX HORIZ. TL DEFL = 0.000' @ 2'- 10.9' 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.5ft, 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. C13 0 v 0 N C. C. - V O O 4 M-3x4 EO PROGIN FFs1S 92 PE 1-00 IPROVIDE FULL BEARING Jts:2 3 4 8-00 RE ON �(V� 14, 2� MER JOB NAME : LENNAR 2448- E LARWOOD ENGLISH - J2 Scale: 0.6001 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: +""+"L 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� sJF W 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 lop and bottom chords to be laterally braced at DES. BY: MJ 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 (� O continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). 't. DATE: 10/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ It 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. S E Q eners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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. •f- Q1 fabrication,handling,shipment and installation of components. Q ��+ IS1'ER� 7.Design assumes adequate drainage istrus,provided. C 8.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both feces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII IIID IIII(III TPIM?CA in SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. SSIONAL O 8.DIgNs indicate size of plate In Inches. MfTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MITek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 OF M1&BTR SPACED 24.0' O.C. 2-3=(-82) 79 TO LATERAL SUPPORT - 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -32/ 374V -34/ 113H 5.50' 0.60 DF ( 625) 4'- 4.9' -157/ 164V 0/ OH 1.50' 0.26 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 73V 0/ OH 5.50' 0.12 OF ( 625) C,CN,C18,GN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: checked for net(-5 sf) uplift at 24 'oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000' @ O'- 0.0' Allowed = 0.154° MAX BC PANEL LL DEFL = -0.022' @ 3'- 6.6' Allowed = 0.354" 4-05-10 MAX BC PANEL TL DEFL = -0.152' @ 4'- 1.4' Allowed = 0.472' MAX BC PANEL TL DEFL = -0.058' @ 4'- 8.2' Allowed = 0.472' 12 MAX HORIZ. LL DEFL = -0.000' @ 4'- 4.9' 8.00�7 MAX HORIZ. TL DEFL = 0.000' @ 4'- 4.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 v 0 0 o� v C. 4 M-3x4 7c`�'���NGPNE �<`' 10 92 G� -9f 1-00 IPROVIDE FULL BEARING:Jts:2 3 4 8-00 OREGON�� 14, MFRRIU-0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - J3 Scale: 0.5751 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ,+��•'-f.8 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ��� Of wAs `�� Truss: J3 end 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. !v C 3.Add!one[temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ T o.c.and at 10'o.c.respectively unless braced throughout their length by �e is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. 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. : 6079419 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 7. 51398 4 necessary. �cv1 w fabrication,handling,shipment and Installation of components. Design assumes adequate drainage is provided. � C 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and pla 'ced so their center IIIIII VIII VIII VIII VIII 11111111111111 III III III III TPINYTCA in BCSI copies of which will be furnished upon request lines with joint center lines. `s'SIONAL G 0.Dgts indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design.values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII • This design prepared from computer input by y PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2.4=(0) 0 BC: 2x4 OF M1&BTR SPACED 24.0' O.C. 2-3=(-138) 64 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 16.0' 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0' -34/ 331V -30/ 145H 5.50' 0.53 OF ( 625) 1'- 9.2" -111/ 292V 0/ OH 5.50" 0.47 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8' -90/ 193V 0/ OH 1.50' 0.31 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desion checked for net -5 sf) uplift at 24 'oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTIONLIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.008' @ -11- 4.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.009' @ -1'- 4.0' Allowed = 0.178' MAX BC PANEL LL DEFL = 0.006' @ 1'- 0.1' Allowed = 0.052' MAX BC PANEL TL DEFL = -0.009' @ 1'- 0.1' Allowed = 0.070' 3 MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.0' MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.0- 12 6.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, 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. 0 a 0 v r o o 24 EO PRO�7 F M-3x4 7 92 PE 9f 1-04 2-00 5-11-12 OREGON lv� PROVIDE FULL BEARIN_'Jts:2 4 3 �`�Q2jgy 14 2I+`D` SFR R I LL 0P JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - SJ3 Scale: 0.5381 EXPIRES:1p2�/3.1/2015 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 WAS, 8 T Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper .� Of 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 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. : 6079428 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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 Qr4 +� fabrication,tion,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 6.Plates shall be located on both faces of truss,and placed so their center Q� (VIII I I VIII VIII VIII IIID VIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL 0. Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.8' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #1&BTR LOAD DURATIONINCREASE = 1.15 1-2=( 0) 67 2.4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-93) 42 TO LATERAL SUPPORT <= 12"OC. LON. LOADING BC LATERAL SUPPORT <= 12'00. LION: LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARINGMAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -86/ 397V -19/ 104H 5.50' 0.64 OF ( 625) 1'- 9.2' -29/ 116V 0/ OH 5.50" 0.19 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.8' -60/ 128V 0/ OH 1.50' 0.20 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desion checked for net -5 osf) uplift at 24 'oc spa REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.009' @ -1'- 4.0' Allowed = 0.178' 6.00 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.052' MAX BC PANEL TL DEFL = -0.004' @ 1'- 0.1' Allowed = 0.070' 3 MAX HORIZ. LL DEFL = -0.000' @ 5'- 3.0' MAX HORIZ. TL DEFL = -0.000' @ 5'- 3.0' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ur) Truss designed for wind loads o in the plane of the truss only. 0 c') 0 v - - 0 2 4 1 M-3x4 PRGIN oFFss lG� °�� L 92 PE r 1-04 2-00 3-03-12 PROVIDE FULL BEARING•Jts:2 4 D3 yL ,�OREGON�b �lV� �O �y 14, MFRRII�L JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - SJ2 Scale: 0.6771 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: LL 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ 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. 3Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ . is the responsibility of the erector.Additional permanent bracingof 2'continuous and at 1n'o.c.respectively unless braced throughout their length). Il O continuous sheathing such as plywood meed in ere s and/or drywall(BC). �. DATE• 10/6/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q steners 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: 409646 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 Qra necessary. fabrication,handling,shipment and installation of components. O 7.Design assumes adequate drainage is provided. (ijg'j'gR 8.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 VIII VIII VIII VIII VIII VIII VIII III III TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSfONA ' B.Digits indicate size plate in inches. LE�G p MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r i IIIIIIIIIIIII w This design prepared from computer input by PACIFIC LUMBER-BC I 1 0 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(0) 0 BC: 2x4 OF t!1&BTR SPACED 24.0' O.C. 2-3=(-59) 20 TC LATERAL SUPPORT <= 12'OC. LION. LOADING BC 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 OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -101/ 386V -9/ 64H 5.50' 0.62 OF ( 625) 1'- 9 2" -55/ 34V 0/ OH 5.50° 0.05 OF ( 625) Connector plate prefix designators: 12 LL = 25 PSF Ground Snow (Pg) 2'- 7.7° -27/ 60V 0/ OH 1.50' 0.10 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 14,1120HS,M18HS,M16 = MiTek MT series 6.00 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 sf) uplift at 24 'oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.008' @ -11- 4.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.009' @ -1'- 4.0' Allowed = 0.178' MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.052' MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.070' MAX HORIZ. LL DEFL = -0.000' @ 2'- 7.0" MAX HORIZ. TL DEFL = -0.000' @ 2'- 7.0' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Ln Truss designed for wind loads C� in the plane of the truss only. 0 C - - 0 v 0 0 2 4 1 M-3x4 PRO,QF,,��SS 92 Gl P7P 1-04 2-00 0-07-12 PROVIDE FULL BEARING OREGON �(v �O Y 14, MFRRIU-0 JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - SJ 1 Scale: 0.9646 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noled: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual WAS Truss: SJ 1 and Wamings before construction commences. building component.Applicability of design parameters and proper J 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q C 3. Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at F,� DES. BY: MJ . 2'o.c.and at to'o.c.respectively unless braced throughout their length by Qis the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(T(c)and/or drywall(BC). DATE: 10/6/2014 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. : 6079426 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 5.CDmpuTms 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. Qi fabrication,handling,shipment and installation of components. Q 7.Design assumes adequate drainage is truss,a AGI$I�R� 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on Doth faces of truss,end placed so their center VIII VIII II IIII VIII VIII IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ss,OG g. Digits indicate size of plate in inches. NAL MiTek USA,Inc./COnlpuTrus Soft Ware 7.6.6(1 L)-E 1D.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 13'- 5.6' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-317) 302 3-4=(-114) 67 TO LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=( -29) 29 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 OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 01- 0.0' -30/ 444V -105/ 306H 5.50' 0.71 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 7'- 9.2' 0/ 152V 0/ OH 5.50' 0.24 OF ( 625) M,M20HS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2' -257/ 476V 0/ OH 1.50' 0.61 OF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 11'- 11.2" -68/ 104V 0/ OH 1.50' 0.13 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 131- 5.6" -25/ 57V 0/ OH 1.50" 0.09 OF ( 625) GOND. 2: Desian checked for net(-5 sf) uplift at 24 'oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.209' @ 4'- 5.8' Allowed = 0.598' MAX TO PANEL TL DEFL = -0.252' @ 3'- 11.0' Allowed = 0.897' MAX HORIZ. LL DEFL = -0.005' @ 13'- 4.9- 12 MAX HORIZ. TL DEFL = -0.005' @ 13'- 4.9" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23ft, 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 o in the plane of the truss only. rn ED PROFFss CD ENGINE /0 2 o� -- lolGl� .� s � 2 P r 9 E M-3x4 OREGON�� 1-00 8-00 5-05-10 y 14 2'3 -�- PROVIDE FULL BEARING'Jts:2 6 3 4 5 MFR R IU-0P JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - J9 Scale: 0.3688 EXPIRES:12/31/2015 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: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper J QF 7 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: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 10/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SE Q steners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 409646 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 syr necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate both face is provided. 8.This desgn is famished subject to the limitations set forth by 8,plates shag be located on both faces of truss,and placed so their center IIID II II VIII VIII VIII ILII VIII IIII tuiTPIM/CA in BCSI copies of which will be furnished upon request lines coincide with joint center lines. SSrONAL 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) � r IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC . 1 • LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-275) 259 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=(-112) 48 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 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 12.0' 0.01 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -29/ 444V -93/ 271H 5.50' 0.71 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 152V 0/ OH 5.50' 0.24 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -252/ 472V 0/ OH 1.50' 0.60 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 111- 11.6' -37/ 60V 0/ OH 1.50' 0.10 OF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Desian checked for net(-5 sf) uplift at 24 "oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.211' @ 4'- 5.8' Allowed = 0.598' MAX TC PANEL TL DEFL = -0.253' @ 3'- 11.0' Allowed = 0.897' MAX HORIZ. LL DEFL = -0.004' @ 11'- 10.9- 12 MAX HORIZ. TL DEFL = -0.004' @ 11'- 10.9" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Cl) Truss designed for wind loads It in the plane of the truss only. 0 CO 0 ��PEPp R pFFsrS 5 � �NGIN � �c, /0/��l7 M-3x4 92 PE 9� 1-00 8-00 IPROVIDE FULL BEARING'Jts:2 5 3 4 y OREGON 3-11-10 '11,4 CiNb, P+ �FRRI�L� JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - J8 EXPIRES:12/31/2015 Scale: 0.4103 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: J8 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. tU C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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). DATE: 10/6/2014 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. : 6079424 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 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. 51398 Ar Q/ fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. � '�BGtg� 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 VIII VIII VIII VIII VIII VIII VIII I II IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssjO G 9.Digits Indicate size of plate in inches. 1VA1. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) VIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 5.6' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 OF q1&BTR SPACED 24.0' O.C. 2-3=(-231) 216 3-4=(-112) 44 TO LATERAL SUPPORT <- 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. LON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -30/ 443V -81/ 239H 5.50' 0.71 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 152V 0/ OH 5.50' 0.24 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -244/ 473V 0/ OH 1.50' 0.61 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10'- 5.6' -42/ 12V 0/ OH 1.50' 0.02 OF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Desi n checked for net(-5 sf) uplift at 24 'oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -11- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.307' @ 3'- 10.7' Allowed = 0.598' MAX TO PANEL TL DEFL = -0.248' @ 3'- 11.0' Allowed = 0.897' 12 MAX HORIZ. LL DEFL = -0.003' @ 7'- 11.2' 8.00 MAX HORIZ. TL DEFL = -0.003' @ 7'- 11.2° Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 PROFFS 0 1 5 GIN 19/rSj0 M-3x4 �tt,� 9/1 :0, U 1-00 L 8-00 PROVIDE FULL BEARIwJts:2 5 3 4 2-05-10 yL ,y OREGON�� 14, MFRRIU- JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - J7 Scale: 0.4519 EXPIRES:12/31/2015 vp ppT���•� 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: J 7 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 Q �,'� J• DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !� 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEMI. : 6079423 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: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 w� fabrication,handling,shipment and installation of components. 7,necessary.Design assumes adequate drainage is provided. 0 1'GISTER� IIw' II 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 IIIIII VIII VIII VIII VIII flmll VIII IIII IWI TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center cSSIONAL G g.Diggs 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(Mi7ek) , IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2.3=(-175) 129 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=( -61) 0 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0' 11.6' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -44/ 473V -66/ 218H 5.50' 0.76 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 160V 0/ OH 5.50' 0.26 DF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 81- 0.0' -178/ 331V 0/ OH 1.50' 0.42 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 4 LIVE LOAD AT LOCATIONS) 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 = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 12 MAX LL DEFL = -0.002' @ 81- 11.6' Allowed = 0.097" MAX TL CREEP DEFL = -0.003' @ 8'- 11.6' Allowed = 0.129' 8.00[;7 MAX TC PANEL LL DEFL = 0.388' @ 4'- 9.2' Allowed = 0.598' MAX TC PANEL TL DEFL = -0.437' @ 4'- 6.1' Allowed = 0.897' MAX HORIZ. LL DEFL = -0.002' @ 7'- 11.2' MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2' Design conforms to main windforce-resisting system and components and cladding criteria. co Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. ti v - CD 5 ED PROFFS M-3x4 \5� �NGIINF 19- 10161 1-00 PROVIDE FULL BEARING•Jts:2 5 3 8-00 0-11-10 9L OREGON�� �FRRIU-0 JOB NAME : LENNAR 2448- E LARWOOD ENGLISH - J6 Scale: 0.5102 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: �kSTLRMI B 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4�Q�Of W� 9 Truss: J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper �f 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 const ion 2.Design assumes the top and bottom chords to be laterally braced at .fi DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and et 10'hin respectively unless sheathbraceding(TC) throughout their length). (� Q continuous sheathing such as plywood aired here s and/or tlrywall(BC). DATE• 10/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE /� 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. : 6079422 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for'dry condition"of use. TRANS I D: 409646 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 fabrication,handling,shipment and installation of components. 7.necessary.Design assumes adequate drainage is provided. Q ��Ctg� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II VIII VIII VIII III I III III III TPI WfCA in BCSI copies of which will be furnished upon request lines coincide with joint center lines. SSIOG g.Diggs indicate size of plate in inches. NAT. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-146) 116 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12°OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.01 TOTAL LOAD = 42.0 PSF 01- 0.0' -38/ 466V -57/ 175H 5.50' 0.75 OF ( 625) 7'- 4.9' -122/ 209V 0/ OH 1.50' 0.33 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 81- 0.0' 0/ 97V 0/ OH 5.50' 0.15 OF ( 625) C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desion checked for net(-5 sf) uplift at 24 °oc s acin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -11- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 7-05-10 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.004' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.005' MAX TC PANEL LL DEFL = 0.283' @ 4'- 5.6' Allowed = 0.556' MAX TC PANEL TL DEFL = -0.337' @ 4'- 2.6' Allowed = 0.833' MAX HORIZ. LL DEFL = -0.001' @ 7'- 4.9' 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 4.9" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, 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. 0 0 o o 4 �ktO PRO C> I M-3x4 \�� �NGI/Nc s/0 /0/10�11 02 92PE r 1-00 IPROVIDE FULL BEARING:Jts:2 3 4 8-00OREGON � �!(� 14, 243'.. P} JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - J5 EXPIRES:12/31/2015 Scale: 0.4839 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder antl 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: J 5 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. Sp C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q e'� �. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'hin respectively unless braced throughout their length). („ 0 continuous sheathing such as plywood meed in ere s and/or drywall(BC). DATE• 10/6/2014 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. : 6079421 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for'dry condition"of use. TRANS I D: 409646 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 fabrication,cation,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. AGIS"I•BR� a n.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III I VIII VIII IIIII'IIII VIII IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center inches. `rSIOIVAL G N B. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ES(�-1311,ESR-1989(MTek) ` 111111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 r, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0' D.C. 2-3=(-114) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -32/ 422V -46/ 144H 5.50' 0.67 OF ( 625) 5'- 10.9' -141/ 185V 0/ OH 1.50' 0.30 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 83V 0/ OH 5.50' 0.13 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND, 2: Desi n checked for net(-5 sf uplift at 24 'oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.079' 5-11-10 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0,105' MAX TC PANEL LL DEFL = 0.120' @ 3'- 2.1' Allowed = 0.435' MAX BC PANEL TL DEFL = -0.182' @ 4'- 1.4' Allowed = 0.472' 12 MAX HORIZ. LL DEFL = -0.001' @ 51- 10.9- 8.00 F7 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, 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 Cn o in the plane of the truss only. v 0 v r` o v 0 CD M-3x4 4 0 PROFFss 'Co GINE 9 2_9,0 PE v� L 1-00 IPROVIDE FULL BEARING;Jts:2 3 4 8-00 OREGON�� 14, MFR R I JOB NAME : LENNAR 2448-E LARWOOD ENGLISH - J4 Scale: 0.5376 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 9LL 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 4 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. tU C �{+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q '� T ;PDES. BY: MJ 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). 'Z DATE: 10/6/2014 the overall structure Is the responsibility ofthe building designer. 3.2x Impact bridging or lateral bracing required where shown-- /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E:Q. 6079420 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 409646 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports necessary. shown.Shim or wedge if A 51398 -r- <{/ fabrication,handling,shipment and installation of components. Q 7.Design assumes adequate drainage is provided. 1�'j, l'CISTER� 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of dtruss,and placed so their center Cc IIIIII VIII VIII VIII VIII VIII VIII IIII III TPI WTCA in BCSI,copies of which will be furnished upon request lines coincide IONALe with joint center lines. SSG 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)