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Plans (54) l03 -7 51,,7 Ce77)% K� 490 ME C 2 2 2 15 ARI CeV' •v eb J J1 CIO k. � � A IV J2 J3 8 12 A 10 J5 J6 J7 R I V1 J6 J5 A 8 12 J3 '2 TO GR1 (6) [i U82 11 J1 I N IR 8:12 GJ 12 8:12 1 YI WW (5) mum (e) 8:12 12 VC GJ 6.12 Lq iw4r T-T GARAGE RIGHT ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LACEMENT ONLY REFER TO LENNAR 02/04/15 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT LTITLE: REVISION-1: DRGNER/E GINEERFOR FECFURTHER umber INFORMATION.BUILDING LENNAR 2664-E3C BURLINGTON ENG SH DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY. LARRY M REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNEW AND NEEROFRECORD TO & TR U S S LEN NAR 2664 / E D BY: REVIEW AND APPROVEFROF ECO L COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r s C-5 � 9 9525 19� J1 A J2 J2 J3 ; -- J3 A X e: A J5 J5 J8 J8 J7 R J8 J5 0001 A 1a-0' 14 8: 2 J2 J1 HU BA Il) GJ1 8:12 GJ2 GJ3 0:lie (8) GAM U326 D3 (5j04M GA GJ3 GJ2 GA 7FIN Mr 8 12 1a ' 19'x' T-0' GARAGE LEFT ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLYREFER TO LENNAR 02/04/15 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT LTITLE: REVISION-1: DRAWINGS GINEERFOR FURTHER umber INFORMATION.BUILDING LENNAR 2664-E3C BURLINGTON ENGLISH DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY. LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS Pa TO TRUSS CONNECTIONS.BUILDING DE REVIEW AND NEEROFRECORD TO K TRUSS S LENNAR 2664 / E DBY: REVIEWANDAPPROVE FRECOALL R COMPANY DELIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. t a r M!Tek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction Is the respormbility of the erector.Additional permanent bracing of the overall structure is the responsibility of Use builder designer. 4. No bad should be applied to any component mG atter all bracing and fe sl vers are complete and at no time should any bads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and instollation of components. 6. This design is famished subject to the limitations set forth by TPUWTCA in SCSI,copies of which will be furnished upon request. GENERAL NOTES,unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be tater t braced at 7 o.c.and at 10'o.c.respectively unless braced throughout their Ieng1h by continuous sheathing such as plywood sheathing(TC)anWw drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss Is the responsli ty of the respective contreMor. 5. Design assumes trusses are to be used in a non-come environment, and are for"may condution"of use. 6. Design assumes fur bearing at all supports shown.Shim or wedge if rmxxwmy- 7. Design assumes adequate drainage is provided. 8. Planes shall be located on both faces of truss,and placed so their center Cones coincide with joint center lines_ 9. DigUs indicate size of plate in inches_ 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). D PRO ��S��NB NEFq 610 E OREGON1'A �¢ � �O M y 14, 2�0P+ � '� crs�8� FR R 10- ct IST FNC EXPIRES �.,5 111111 IN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 271- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-186) 1296 3- 8=(-380) 302 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1575) 353 8- 9=( -97) 832 8- 4=(-173) 683 WEBS: 2x4 DF STAND 3- 4=(-1391) 426 9- 6=(-207) 1202 4- 9=(-173) 684 LOADING 4- 5=(-1391) 426 9- 5=(-3B1) 302 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1575) 353 BC LATERAL SUPPORT <= 12"OC. UON. 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 BRG REQUIRED BRG AREA LOCATIONS REACTICNS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -201/ 1248V -221/ 221H 5.50" 2.00 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 271- 0.0" -201/ 1248V 0/ OH 5.50" 2.00 DF ( 625) 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 LL DEFL = -0.048" @ 91- 1.7" Allowed = 1.304" MAX LL DEFL = -0.002" @ 281- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 281- 0.0" Allowed = 0.133" 13-06 13-06 MAX BC PANEL TL DEFL = -0.142" @ 41- 1.4" Allowed = 0.568" 6-11-07 6-06-09 6-06-09 6-11-07 MAX HORIZ. LL DEFL = 0.022" @ 261- 6.5" MAX HORIZ. TL DEFL = 0.036" @ 261- 6.5" 12 12 8.00 F7 M-4x6 Q B 00 Design conforms to main windforce-resisting 9.0" system and components and cladding criteria. 4 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 U PRO o CV 2 o -- 7o 92 P E 9r o M-3x5 80.25" M-3x4 M-3x5 0 M-5x8(S) OREGON�� 9-01-10 8-08-12 9-01-10 G 2! 14, 1-oo 27-00 1-06 MFRRIL�- JOB NAME : LENNAR 2664-E3C BURLINGTON - A4 EXPIRES:12/31/2015 Scale: 0.2196 WARNINGS: GENERAL NOTES, unless otherwise noted: _ j,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: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,1� 4 WASN', 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. O �' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L J 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(rC)and/or drywall(BC). �' 0. DATE: 2/4/2015 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. : 6176660 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. T RAN S I D: 416785 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.Comp tion,has no control over and assumes no responsibility for the necessary. 51398 tp� fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. Q +� 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center IIIIII IIII IIII IIII VIII VIII I IIII IIII TPIANfCA in SCSI copies of which will be famished upon request lines coincide with joint center lines. ssr C1 9.For b indicate size p plate in inches. QNAI, MiTek USA,In C./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-00-00 HIP 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) 63 2-10=( -890) 3174 3-10=( -112) 212 2x6 DF SS T2 2- 3=(-4016) 1203 10-11=(-1293) 4150 10- 4=( -115) 1043 BC: 2x6 OF SS LOADING 3- 4=(-3926) 1220 11-12=(-1293) 4150 10- 5=(-1168) 542 WEBS: 2x9 OF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-3245) 1058 12- 8=( -890) 3174 11- 5=( 0) 355 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 81- 0.0" V 5- 6=(-3245) 1058 5-12=(-1168) 542 TC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 19- 0.0" V 6- 7=(-3926) 1220 6-12=( -115) 1043 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 19'- 0.0" TO 271- 0.0" V 7- 8=(-4016) 1203 12- 7=( -113) 212 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 27- 0.0" V 8- 9=( 0) 63 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 191- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ----------------- ------------------- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -712/ 277BV -127/ 127H 5.50" 4.45 DF ( 625) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 271- 0.0" -712/ 2778V 0/ OH 5.50" 4.45 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP COND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc s acro . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -l'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -11- 0.0" Allowed = 0.133" MAX LL DEFL = -0.122" @ 13- 6.0" Allowed = 1.304" MAX TL CREEP DEFL = -0.282" @ 13- 6.0" Allowed = 1.739" MAX LL DEFL = -0.002" @ 28- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 281- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.044" @ 261- 6.5" MAX HORIZ. TL DEFL = 0.072" @ 261- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 11-00-10 7-11-11 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-00-02 3-07-12 5-10-02 5-06-05 3-11-09 4-00-02 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 597.30# 597.30# load duration factor=1.6, Truss designed for wind loads 12 Q 6 00 in the plane of the truss only. 8.00 F7 M-5x8 M-6x8 M-5x8 9 5 6 T2 M-1.5x3 M-1.5x3 3 + + / p PROFFss/o � 2 1 Io ii zo 92 PE 9� o M-4x8 M-3x8 0.25" M-3x8 M-4x81 0 M-7X8(S) - OREGON 06-02 5-11-19 5-11-19 7-06-02 L �Lj N � '�- 1-00 27-00 �1-oo MFRRILL 0P JOB NAME : LENNAR 2664-E3C BURLINGTON - AH1 Scale: 0.2321 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ORRI1, 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 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q• 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T is the responsibility of erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). DATE• 2/4/2015 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. SEQ. : 6176661 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: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrn, has no control over and assumes no responsibility for the ry. 51398 Ql� fabrication,handling,shipment and installation of components. ne sign 7.Design assumes adequate drainage is provided. �' 6.This design is fumished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so their center �,C(, CISTEg IIII II I III III I I I I IIII VIII I IIII TPI/N/rCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSI �n1G B.Digits indicate size of plate in inches. 01Vp1,,Gv_ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-247) 1229 3-10=(-229) 211 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1582) 405 10-11=(-149) 1128 10- 4=( -88) 448 WEBS: 2x4 DF STAND 3- 4=(-1341) 362 11- 8=(-279) 1214 10- 5=(-1B6) 110 LOADING 4- 5=(-1091) 354 5-11=(-1B6) 110 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5- 6=(-1091) 354 6-11=( -88) 448 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1341) 362 11- 7=(-229) 211 TOTAL LOAD = 42.0 PSF - 8=(-1582) 405 ------------------------------------- NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0) ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0" -183/ 1296V -161/ 161H 5.50" 2.00 DF ( 625) 27- 0.0" -183/ 1248V 0/ OH 5.50" 2.00 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 = -0.002" @ -1- 0.3" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.097" @ 13'- 6.D" Allowed = 1.304" MAX TL CREEP DEFL = -0.106" @ 13- 6.0" Allowed = 1.-39" MAX LL DEFL = -0.002" @ 28- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 281- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.024" @ 261- 6.5" 9-11-11 7-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.039" @ 261- 6.5" 5_ Design conforms to main windforce-resisting 01-02 4-10-09 3-06-05 3-06-05 4-10-09 5-01-02 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 F7 M-4x6 M-4x6 Q 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 4 5 6 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 7 PROFFS 920D�E s/o?yr o M-3x5 00.25" M-30M-3x51 9 o M-5x8(S) --� 9-0--10 7-08-12 9-07-10 y` OREGON�b, �lV� i-oot 27-00 01 �O qr 14, 20 P} �FRRlk�Q' JOB NAME : LENNAR 2664-E3C BURLINGTON - AH2 Scale: 0.2321 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: A.H 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. , OF w 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction ,4 DES. BY: LJ 2'continuous and s 10'sheathing respectively unless braced throughout their length by ;r 0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). DATE: 2/4/2015 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. : 6176662 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. T RAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. �Q +Q�` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �� CISTER III II II I III VIII I I VIII VIIII III 7PI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSj G 9.Digits indicate size of plate in inches. 1_. �Nf1L 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 IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 271- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-12=(-346) 1235 3-12=(-219) 186 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1582) 523 12-13=(-284) 1128 12- 4=(-115) 455 WEBS: 2x4 DF STAND 3- 4=(-1341) 488 13-10=(-373) 1214 12- 6=(-197) 148 LOADING 4- 5=( 0) 0 6-13=(-197) 148 TC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6-(-1041) 449 8-13=(-115) 455 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1041) 449 13- 9=(-219) 186 TOTAL LOAD = 42.0 PSF 8=( 0) 0 _____________________________________ 8- 9=(-1341) 488 NOTE: 2x4 BRACING AT 24"OC PON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1582) 523 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 63 _____________________________________ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -255/ 1248V -161/ 161H 5.50" 2.00 OF ( 625) 271- 0.0" -255/ 1248V 0/ OH 5.50" 2.00 OF ( 625) COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . 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 LL DEFL = -0.047" @ 131- 6.0" Allowed = 1.304" 11-11-11 3-00-10 11-11-11 MAX TL CREEP DEFL = -0.108" @ 13'- 6.0" Allowed = 1.739" MAX LL DEFL = -0.002" @ 28'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 281- 0.0" Allowed = 0.133" 5-01-02 4-08-04 2-02-05� J'-0 6-0 4-08-04 5-01-02 �1-6 2- MAX HORIZ. LL DEFL = 0.024 @ 26'- 6.5" MAX HORIZ. TL DEFL = 0.039" @ 26'- 6.5" 10-00 Support top chord at joint 5 and 7 10-00 Design conforms to main windforce-resisting 12 5 7 12 system and components and cladding criteria. 8.00 M-4x6 M-4x6 Q 8.00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y M-3x4 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 9 0 PRO 92 PE T. 0 1 13 iiM-3x5 20.25" M-3x8 M-3x5 1 0 M-5x8(5) 9-07-10 7-08-12 9-07-10 OREGON 9L � N t` � 14, 2��P+ �1-o0 27-00 l-oo-o0 27-00 1-oo RR10- JOB NAME : LENNAR 2664-E3C BURLINGTON - AH3 EXPIRES:12/31/2015 Scale: 0.2182 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: AH 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,19 f W� 8A- 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 LJ 3.Additional temporary bracing to insure stabil ty during construction p y g 9 y Q S T is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively pl unless braced throughout their length). continuous sheathing such as plywood wired here s own+drywall(BC). DATE: 2/4/2015 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. : 6176663 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. T RAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 5.CompuTrus has no control over and assumes no responsibility for the neoessa 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 6.Plates shall be located on both faces of truss,and placed so their center �� 'ifS`•I•EQ IIIIII II II VIII IIII VIII VIII II II IIII IIII TPI WlCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. SSI 9. Dig is sic con size of ate d s inches. NAI MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 271- 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- 7=(-217) 1288 3- 7=(-380) 302 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1575) 353 7- 8=( -97) 824 7- 4=(-173) 683 WEBS: 2x4 DF STAND 3- 4=(-1392) 425 8- 6=(-213) 1205 4- 8=(-173) 689 LOADING 4- 5=(-1394) 445 8- 5=(-386) 301 TC LATEP.AL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1577) 369 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) For hanger specs. - See approved plans 01- 0.0" -204/ 1253V -209/ 217H 5.50" 2.00 IF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 271- 0.0" -159/ 1133V 0/ ON 5.50" 1.81 IF ( 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 "Dc 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" @ -11- O.J" Allowed = 0.133" MAX LL DEFL = -0.048" @ 9- 1.7" Allowed = 1.304" MAX TL CREEP DEFL = -0.113" @ 9- 1.7" Allowed = 1.739" MAX HORIZ. LL DEFL = 0.022" @ 26- 6.5" 13-06 13-06 MAX HORIZ. TL DEFL = 0.036" @ 26- 6.5" Design conforms to main windforce-resisting 6-11-07 6-06-09 6-06-09 6-11-07 system and components and cladding criteria. 12 12 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.0017 M-4x6 Q 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 End vertical(s) are exposed to wind, Truss cesigned for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 PR�OFFssi 92 PE 0 1 M-3x5 70.25" M-3 x4 M-3x46 0 M-5x8(S) 9-01-10 B-08-12 9-01-10 �` ,�OREGON�� lV 14, 1-00 27-00 �ERRIk�L 0P JOB NAME : LENNAR 2664-E3C BURLINGTON - B4 EXPIRES:12/31/2015 Scale: 0.2164 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 individualWA 2. Truss: B 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 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. : 6176665 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, antl are for"dry condition"of use. T RAN S I D: 416785 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. '� ,� 51398 ta✓ 7.Design assumes adequate drainage is provided. Q P 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +�L(, CIST'ER II III I III III I III I IIIIIII IIIIIIITPINVECA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. ssr NAL g. Digds indicate size of plate in inches. Q Fi MiTek USA,In C./COmpuTfuSSoftware+7.6.6-$P2(1L)-E 10.For basiccennectorplatedesgnvaluesseeESR-1311,ESR-1868(MiTek) 11111111111111 IIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-00-00 MONO HIP SETBACK B-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF #I&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 63 2- 8=(-1034) 3124 3- 8=( -111) 216 2x6 DF SS T2 2- 3=(-3953) 1218 8- 9=(-1475) 3961 B- 4=( -82) 949 BC: 2x6 DF SS LOADING 3- 4=(-3660) 1235 9-10=(-1128) 2872 8- 5=( -969) 593 WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) 4- 5-(-3192) 1071 5- 9=( -677) 519 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 01- 0.0" TO B'- 0.0" V 5- 6=(-3592) 1249 9- 6=( -123) 1323 TC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF B'- 0.0" TO 271- 0.0" V 6- 7=( -79) 94 6-10=(-3644) 1429 BC LATERAL SUPPORT <= 1211OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 27- 0.0" V 10- 7=( -452) 309 -------------------=========--------- TC CONC LL( 466.7)+DL( 130.7)= 597,3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -72B/ 2733V -100/ 197H 5.50" 4.37 DF ( 625) _-__- --_=------------ ------------- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 271- 0.0" -1061/ 2865V 0/ OH 5.50" 4.62 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND.-2- Design checked for net(-5 sf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. " For hanger specs. - See approved plans 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 LL DEFL = -0.117" @ 141- 0.1" Allowed = 1.304" MAX TL CREEP DEFL = -0.270" @ 14'- 0.1" Allowed = 1.739" MAX HORIZ. LL DEFL = 0.041" @ 261- 8.5" MAX HORIZ. TL DEFL = 0.067" @ 261- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11 19-00-OS load duration factor=1.6, Truss designed for wind loads 9-00-02 3-11-09 6-00-06 6-09-03 6-07-11 in the plane of the truss only. 12 597.30# 8.00M-9x10 � 4 =M-6x6 M-6x6 M-3x6 5 6 7 T2 M-1.5x3 + 3 + o I _D PROFFS oe Q ra 92 PE o M-4x8 M-3x8 0.25 M-5x8 M-7x8(5) y 7-06-02 9-08-01 9-09-13 G �Lj OREGOIL N 1-00 27-00 JOB NAME : LENNAR 2664-E3C BURLINGTON - BH1 Scale: 0.2376 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 1. Binder 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: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �T P dY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 the overall stmdure 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 ail bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6176666 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: 416785 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �, 51398 {yam necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SIC` �E'CjS1'6R� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I II III IIII VIII II I VIII III IIII TPIMlTCA in BCSI,espies of which will be famished upon request. lines coincide with joint center lines. �Ss+tO 0.Digits indicate size of plate in inches. RTpI,Gv_ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I 1111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 271- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 9=(-286) 1221 3- 9=(-229) 210 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1583) 413 9-10=(-154) 1129 9- 4=( -88) 448 WEBS: 2x4 DF STAND 3- 4=(-1342) 370 10- 8=(-278) 1218 9- 5=(-188) 109 LOADING 4- 5=(-1091) 360 5-10=(-186) 104 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5- 6=(-1092) 353 6-10=(-101) 449 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1393) 375 10- 7=(-233) 211 TOTAL LOAD = 42.0 PSF 7- 8=(-1565) 417 ------------------------------------ ------------------------------------ NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA ------------------------------------- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0- 0.0" -185/ 1253V -149/ 157H 5.50" 2.00 OF ( 625) OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. 271- 0.0" -142/ 1133V 0/ OH 5.50" 1,81 OF ( 625) For hanger specs. - See approved plans COND. 2: Desicln checked for net(-5 sf) uplift at 24 "oc s acro . 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 LL DEFL = -0.047" @ 13- 6.0" Allowed = 1.304" MAX BC PANEL TL DEFL = -0.194" @ 4- 8.2" Allowed = 0.585" MAX HORIZ. LL DEFL = 0.024" @ 261- 6.5" MAX HORIZ. TL DEFL = 0.039" @ 261- 6.5" Design conforms to main windforce-resisting 9-11-11 7-00-10 9-11-11 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-01-02 4-10-09 3-06-05 3-06-05 4-10-09 5-01-02 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 8.00M-4x6 M-3x9 M-4x6 8.00 in the plane of the truss only. � 4 6 Q 5 M-1.5x3 M-1.5x3 3 7 �tg PROFFss G��/179 /�2y o -- lg 8 o 92 PE o M-3x5 X0.25" M-3xB M-3x5 0 M-5x8(S) y REG (vim 9-07-10 ,-08-12 9-07-10 OON� L �lj R 14, 213 Q-E- 1-00 27-00 �FRRIL�- JOB NAME : LENNAR 2664-E3C BURLINGTON - BH2 Scale: 0.2289 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: •�"`�L 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B H 2 and Warnings before construction commences. building component.Applicability of design parameters and proper M 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 0 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 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. : 6176667 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. T RAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.Comp tion,has no control over and assumes no responsibility for the necessary. 51398 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 �'�. CjSR III I I II III (IIII VIII I I VIII III IIII TPI/NlfCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. `s'stONALG 9. Digits indicate size plate in inches. MiTek USA,InC./COrn puTrus Software 7.6.6(1 L)-E 10.For basic ic connector p plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIII )III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-11=(-362) 1227 3-11=(-219) 185 BC: 2x4DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1583) 531 11-12=(-283) 1129 11- 4=(-115) 456 WEBS: 2x4 DF STAND 3- 4=(-1392) 496 12-10=(-372) 1218 11- 6=(-198) 14B LOADING 4- 5=( 0) 0 6-12=(-196) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1041) 455 8-12=(-128) 456 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1042) 448 12- 9=(-223) 197 TOTAL LOAD = 42.0 PSF B=( 0) 0 _____________________________________ 8- 9=(-1343) 495 NOTE: 2x4 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1585) 533 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 OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0 -257/ 1253V -150/ 157H 5.50 2.00 DF ( 625) For hanger specs. - See approved plans 27'- 0.0" -213/ 1133V 0/ OH 5.50" 1.81 DF ( 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 = -0.002" @ -1- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1- 0.0" Allowed = 0.133" MAX LL DEFL = -0.047" @ 13- 6.0" Allowed = 1.304" MAX TL CREEP DEFL = -0.108" @ 131- 6.0" Allowed = 1.739" 11-11-11 3-00-10 11-11-11 MAX HORIZ. LL DEFL = 0.024" @ 261- 6.5" MAX HORIZ. TL DEFL = 0.039" @ 261- 6.5" 5-01-02 4-08-04 2-02-05t ]-06-015 4-08-04 5-01-02 Design conforms to main windforce-resisting �1-0� 2- 2 0 system and components and cladding criteria. 10-00 Support top chord at joint 5 and 7 10-00 Wind: 190 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 12 load duration factor=l.6, 6.00 M-4x6 M-9x6 Q 8.00 Truss designed for wind loads 4 M-3x4 6 in the plane of the truss only. 6 M-1.5x3 M-1.5x3 3 9 �Ep PROFFS r � 2 92 PE r o M-3x5 110.25° M-3x8 M-3x50 0 M-5X8(S) y y 9-07-10 7-08-12 9-07-10 9Li �q REGONtK �lv Y14, 1-06 27-00 �ERRIk�`Ii- JOB NAME : LENNAR 2664-E3C BURLINGTON - BH3 EXPIRES:12/31/2015 Scale: 0.2165 WARNINGS: GENERAL NOTES,unless otherwise noted: - RRML 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 C��" Truss: B H 3 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 twftom chords to be laterally braced at DES. BY: LJ is the res onsibil of the erector.Additional g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q' p nY permanent bra of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �.� DATE: 2/4/2015 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. : 6176668 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: 416785 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. ,� 51398 <{7 7.Design assumes adequate drainage is provided. Q 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I )III)III I I VIII III)III)III TPIANTCA in BCS)copies of which will be furnished upon request lines coincide with joint center lines.r b SSI 9. oindicate size of plate in inches. �NAL� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10- 2.8" 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=(D) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-224) 210 3-4=(-116) 45 TC LATERAL SUPPORT c= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12110C. 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 BEG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -30/ 443V -80/ 236H 5.50" 0.71 OF ( 625) LL = 25 PSF Ground Snow IPg) 71- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 71- 11.2" -249/ 482V 0/ ON 1.50" 0.62 IF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 4 101- 2.B" -65/ 24V 0/ ON 1.50" 0.04 DF ( 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 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- O.D" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX TC PANEL LL DEFL = 0.292" @ 3'- 10.7" Allowed = 0.598" 12 MAX TC PANEL TL DEFL = -0.246" @ 3'- 11.3" Allowed = 0.897" 8.00 MAX HORIZ. LL DEFL = -0.003" @ 7- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 71- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. n Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cn load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. - 5 D PROFt M-3x4 � �10 /O2 929,QP E v� 1-00 8-00 IPROVIDE FULL BEARING;Jts:2,5,3,9 2-C2-12 yL OREGON�� O qy 74, �FRRI��- JOB NAME : LENNAR 2664-E3C BURLINGTON - BJ4 EXPIRES:12/31/2015 Scale: 0.4670 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 J� WAS Truss: B 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 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. : 6176669 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. T RAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the '� �4 fabrication,handling,shipment and installation of components. 7,necessary. 51398 Design assumes adequate drainage is provided. C, �.� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II II II I III IIII VIII 11111111111111 I VIII I III TPI WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. s G 9.Digits indicate size of plate in inches. SIOlYfAI,E� MiTekUSA,Inc./CompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111111111 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 131- 0.0" ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1 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, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads 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. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-06 6-06 IIM-4x4 3 12 12 8.00 Q S.00 r 2 4 - 5 'D PROFFS M-3x4 M-3x4 92 PE 1-00 13-00 1-00 OREGONN%b, 14, MFRRIL. - JOB NAME : LENNAR 2664-E3C BURLINGTON - C1 Scale: 0.4726 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 B Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper , f `Vv`••j' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,� �4' �i� `•,�1 DES. BY: LJ 2'ox,and at 10'o.c.respectively unless braced throughout their length by T O� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 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. : 6176670 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. T RAN S I D• 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTrus has no control over and assumes no responsibility for the ry +p 51398 Qr� necessary.fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III III VIII' I IIID III IIII IIIITPI VJfCA in BCSI copies of which will be furnished upon request lines coincide with joint center lines. asst B.Digits indicate size of plate in inches. �I�T MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) AL IIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13- 0.0" IBC 2012 MAX MEMBER FORCES 4rd R/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-19) 365 6-3=(0) 299 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-567) 115 6-4=(-19) 365 WEBS: 2x4 DF STAND 3-4=(-567) 115 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. UON. 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 REACTIONSREACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -110/ 660V -106/ 106H 5.50" 1.06 DF ( 625) 131- 0.0" -110/ 660V 0/ OH 5.50" 1.06 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc s acro . 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" @ -1- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.9" Allowed = 0.133" MAX LL DEFL = -0.002" @ 14'- 0.3" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 141- 0.3" Allowed = 0.133" MAX TO PANEL LL DEFL = -0.059 @ 3'- 5.B" Allowed = 0.476" 6-06 6-06 MAX TC PANEL TL DEFL = 0.367" @ 3'- 5.6" Allowed = 0.?14" 12 12 MAX HORIZ. LL DEFL = 0.003" @ 121- 6.5" 8.00�7 IIM-4X4 Q 8.00 MAX HORIZ. TL DEFL = 0.006" @ 121- 6.5" 3 4•�,� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, 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 o - _ 6 � E0 PROFFS M-3x9 M-1.5x3 M-3x9f. 9 0� 920.0 PE G � � 6-06 6-06 1-00 13-00 1-00 yL ,�ORE ON P-E- MFRRII.L� JOB NAME : LENNAR 2664-E3C BURLINGTON - C2 Scale: 0.4073 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ""�� jj,L q L i.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 ,y' Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper wArN 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: LJ is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o.c,respectively unless braced throughout their length by �P 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). t• DATE: 2/4/2015 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. : 6176671 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. T RAN S I D: 416 7 8 5 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the '� fabrication,handling,shipment and installation of components. 51398 s. 7,necessary. Q 6.This design is famished subject to the limitations set forth nh by Design assumes adequate drainage is provided. by 6.plates shall be located on both faces of truss,and placed so their center IIII I I II VIII IIII(IIII VIII(IIII IIII IIII TPI/WfCA in SCSI,copies of which will be famished upon request, lines coincide with joint center lines, ssl N �G 9. oindicate size plate in inches. AL Q L" MiTek USA,Inc./Com puTrus Software 7.6.6(1 L)-E 10.For r b basic connector p plate design values see ESR-1311,ESR-1988(MiTek) 1111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 201- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TO: 2x4DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-117) 92 B- 3=(-355) 149 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=( -56) 224 8- 9=( -94) 315 8- 4=(-594) 210 WEBS: 2x4 IF STAND 3- 4=( -43) 103 9-10=( -94) 315 4-10=( 0) 217 LOADING 4- 5=(-430) 208 10- 6=( -51) 430 10- 5=( -16) 131 TO LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 5- 6=(-632) 155 BC LATERAL SUPPORT <= 12110C. 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 BRG REQUIRED BRG 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" -90/ 334V -103/ 103H 95.00" 0.53 IF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 3.4" -195/ 821V 0/ OH 95.00" 1.31 DF ( 625) OVERHANGS: 12.0" 12.0" 71- 11.0" 0/ 216V 0/ OH 95.00" 0.35 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 201- 5.5" -132/ 695V 0/ OH 5.50" 1.11 DF ( 625) M-1.5x.4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (uon). COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 21- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21- 5.5" Allowed = 0.133" MAX TO PANEL LL DEFL = -0.048" @ 171- 1.0" Allowed = 0.447" MAX TO PANEL TL DEFL = 0.072" @ 161- 10.4" Allowed = 0.671" MAX HORIZ. LL DEFL = 0.004" @ 20'- 0.0" 6-05-11 7-06-02 6-05-11 MAX HORIZ. TL DEFL = 0.006" @ 201- 0.0" Design conforms to main windforce-resisting 6-03-06 3-11-06 3-11-06 6-03-06 system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, B.00�7- M-4x6 M-4x6 Q 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 M-3x4 6 load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. PR I OF '9 RFs A- o 1 B 9 10 _ 7 o CV�\� v � !I✓� /O-!� 0 0.25" M-4x6 M-3x4 0 Q2 PE M-3x9 M-5x12(S) 6-03-06 1-00-12 6-10 6-03-06 _ y` OREGON�a �lV 1-00� 20-05-08 0 �O qy 14, MFR R10- JOB NAME : LENNAR 2664-E3C BURLINGTON - D1 EXPIRES:12/31/2015 Scale: 0.2912 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: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,1� �WASp., 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: LJ 3. is the res temporary bracing to insure stability during construction 2'o.c.and at lo'o.c.respectively unless braced throughout their length by Q� T is the responsibility of the erector.Additional permanent bracing of 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 617667 2 fasteners are complete and at no time should any loads greater then 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. T RAN S I D: 416785 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 51398 C{r 7.Design assumes adequate drainage is provided. 6.This design is fumishetl subject to the limitations set forth by S,plates shall be Ionated on both faces of truss,and placed so their center IIIIII II I III IIII II 11111111111111 II (IIII I III TPIANfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines, ssr 9.For b indicate size p ate d in inches. AL MiTek USA,In C./CompUTrus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) III III II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 201- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 9=(-181) 869 3- 9=(-187) 184 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2- 3=(-1=49) 311 9-10=( -69) 724 9- 4=( -25) 259 WEBS: 2x4 DF STAND 3- 4=( -948) 271 10- 7=(-212) E70 9- 5=( -60) 67 LOADING 4- 5=( -726) 273 5-10=( -29) 255 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -952) 273 10- 6=(-1B6) 183 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PEP 6- 7=(-1150) 310 TOTAL LOAD = 42.0 PEP 7- 8=( 0) 63 ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PEP Ground Snow (Pg) ALL FLAT TOP CHORD .AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ------------------------------------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0- 0.0" -147/ 973V -133/ 133H 5.50" 1.56 OF ( 625) OVERHANGS: 12.0" 12.0" 201- 5.5" -147/ 973V 0/ OH 5.50" 1.56 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j 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 LL DEFL = -0.027" @ 11- 11.5" Allowed = 0.977" MAX TL CREEP DEFL = -0.059" @ 11- 11.5" Allowed = 1.303" MAX LL DEFL = -0.002" @ 21- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.013 @ 20'- 0.0" 8-OS-11 3-06-02 8-OS-11 MAX HORIZ. TL DEFL = 0.021° a 20'- 0.0" 4-02-06 4-03-05 3-08-074-01 4-02-06 Design conforms to main windforce-resisting system and components and cladding criteria. 12 8.00 M-4x6 M-6x6 Q B.00 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 4 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 \ M-1.5x3 3 6 Q/PR�JOyrc�FFss r � �\J v�l !! r✓� /OA _ I M-3x4 9 0.25" M-3x4 M-3x9 a � �� 92 PE 9r M-5x8(S) 8-01-10 9-04 7-11-14 yL OREGON�� 1-00 20-05-08 1-00 4, 213 SFR R 10- JOB NAME : LENNAR 2664-E3C BURLINGTON - D2 Scale: 0.2789 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: RRMI 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �A SH 8 Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 1Y wA �`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 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 2/4/2015 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. : 6176673 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: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the '� �q fabrication,handling,shipment and installation of components. 7,necessary. 51398 Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I II III III I VIII I 111111111 III I II IIII TPI/WTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. ssG , 9. Digits indicate size of plate ZONAL inches. � MiTek USA,Inc./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 1111 IIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 201- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF #I&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-156) 846 3- 8=(-289) 246 BC: 2x4 DF #1dBTR SPACED 24.0" O.C. 2- 3=(-1124) 287 8- 6=(-175) 845 4- 8=(-117) 570 WEBS: 2x4 DF STAND 3- 4=( -846) 239 8- 5=(-2B8) 246 LOADING 4- 5=( -847) 239 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1123) 287 BC LATERAL SUPPORT <= 12"OC. UON. 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -153/ 973V -164/ 164H 5.50" 1.56 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 201- 5.5" -153/ 973V 0/ OH 5.50" 1.56 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND.-2-. Design checked for net(-5 sf) uplift at 24 "oc s acro . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL TEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.025" @ 101- 2.9" Allowed = 0.977" 10-02-13 10-02-11 MAX LL DEFL = -0.002 @ 21'- 5.5 Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 5.5" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.166" @ 4'- 6.9" Allowed = 0.625" 5-03-14 4-10-15 4-10-15 5-03-12 MAX HORIZ. LL DEFL = 0.013" @ 201- 0.0" 12 12 MAX HORIZ. TL DEFL = 0.021" @ 20'- 0.0" lM-4x4 8.00� Q 8.00 Design conforms to main windforce-resisting 4 4.0" system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 Ep P�vR�OFFs 0 0 M-3x4 0.25" 92 r M-3x40 PE 9 14-5x10(S) 10-02-13 10-02-11 9L OREGON�� lV� 1-00' 20-05-08 1-00 44FRRI<.L JOB NAME : LENNAR 2664-E3C BURLINGTON - D3 EXPIRES:12/31/2015 Scale: 0.2789 WARNINGS: GENERAL NOTES,unless otherwise noted: Cf_`'"V'"az 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,q� Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,1� WASN,. 7 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 4' G DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2,o.c.and at 10'o.c.respectively unless braced throughout their length by 4 Q� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 DATE: 2/4/2015 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. : 617667 4 fasteners 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. T RAN S I D: 416785 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bea ng at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 51398 7.Design assumes adequate drainage is provided. �� + 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I II IIII II I IIII II IIII I I III TPI/WrCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. CsG 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) stONAL IIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 GIRDER SUPPORTING 27-00-00 FROM 9-00-00 TO 19-05-08 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6H78) 1482 1- 8=(-1154) 5484 8- 2=( 0) 184 11- 6=(-1669) 462 BC: 2x6 OF SS 2- 3=(-6706) 1524 8- 9=(-1154) 5482 2- 9=( -180) 204 6-12=( -488) 2164 WEBS: 2x4 IF STAND; LOADING 3- 4=(-5462) 1300 9-10=(-1112) 5410 9- 3=( -596) 2746 2x6 IF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5466) 1302 10-11=(-1099) 5342 3-10=(-2384) 582 2x6 OF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 ELF 0- 0.0" TO 201- 5.5" V 5- 6=(-6608) 1498 11-12=(-1974) 6736 10- 4=(-1400) 5878 BC UNIF LL( D.0)+DL( 20.0)= 20.0 PLF 0'- 0.0 TO 9'- 0.0 V 6- 7=(-8500) 1896 12- 7=(-1486) 6786 10- 5=(-2202) 532 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 312.51+DL( 232.51= 545.0 PLF 9'- 0.0" TO 19'- 5.5" V 5-11=( -534) 2476 BC LATERAL SUPPORT 12"OC. UON. BC UNTF LL( O.D)+DL( 20.0)= 20.0 PLF 19- 5.5" TO 201- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BR.G AREA ( 2 ) complete trusses required. ADDL: BC CONIC LL+DL= 2885.0 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) together ogether 2 ply with 3"x.131 DIA GUN I 0'- 0.0 -911/ 9274V -148/ 198H 5.50 6.89 OF ( 625) nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 5.5" -1273/ 5820V 0/ OH 5.50" 9.31 OF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" on in 2 row(s) throughout 2x6 bottom chords, COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . 9" oc in 1 row(s) throughout 2x4 webs, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.068" @ 12'- 7.3" Allowed = 0.977" MAX TL CREEP DEFL = -0.229" @ 12'- 7.3" Allowed = 1.303" MAX HORIZ. LL DEFL = -0.020 'y 20'- 0.0" 10-02-12 10-02-12 MAX HORIZ. TL DEFL = 0.044" @ 20'- 0.0" 4-04-13 3-08-15 2-01 2-01 3-08-15 4-04-13 Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-5x6 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 Q 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 3 3, 5 M-3x5 B M-3x6 2 6 o M-5x10M-5x10 0 ED/PRO A A 8 9 10 11 12 7 92 P E M-1.5x3 M-6x8 (S M 11-7 X8(S -9x6 M-3x6 ) *2885# 11 4-03-01 3-07-03 2-04-08 2-04-08 3-07-03 4-03-01 yL OREGON01, �lv� 20-05-08 WEDGE REQUIRED AT HEEL(S). Q 14. 2oAP� JOB NAME : LENNAR 2664-E3C BURLINGTON - D-GIRD EXPIRES:12/31/2015 Scale: 0.2778 WARNINGS: GENERAL NOTES,unless otherwise noted: O"aL 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 J" S 4? Truss: D-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 1Y WAili,[� 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: LJ 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). 'r" O•t+ DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 617667 5 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: 416785 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 C . t fabrication,handling,shipment and installation of components. 7,necessary 51398 1Design assumes adequate drainage is provided. Q �A 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Imss,and placed so their center III II II I I IIII(IIII I IIII I II IIII TPI/WlCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 5'st G 8.Digits indicate size of plate in inches. ONF1L1. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E ig.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111111111 IIIIIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x9 DF #11BTR LOAD DURATION INCREASE = 1.15 1-2=(-1305) 357 1-6=(-277) 1102 2-6=(-376) 251 BC: 2x9 OF #11BTR SPACED 24.0" O.C. 2-3=( -947) 238 6-5=(-242) 995 6-3=( -81) 535 WEBS: 2x9 OF STAND 3-4=( -944) 238 6-4=(-259) 215 LOADING 4-5=(-1222) 331 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 1211OC. CON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -98/ 821V -86/ 86H 5.50" 1.31 OF ( 625) 19'- 6.5" -98/ 821V 0/ OH 5.50" 1.31 OF ( 625) 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 29 "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 = -0.033" @ 5'- 4.7" Allowed = 0.931" MAX BC PANEL TL DEFL = -0.177" @ 4'- 6.3" Allowed = 0.591" MAX HORIZ. LL DEFL = 0.016" @ 19- 1.0" MAX HORIZ. TL DEFL = 0.025" @ 19'- 1.0" Design conforms to main windforce-resisting 10-01-08 9-05 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-05-08 4-06 4-08 4-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 I1M-4x4 Q 6.00 in the plane of the truss only. 4.0" 1. M-1.5x3 M-1.5x3 2 4 M-3x4 M-4x6 PR QFFss u 6 5+* o M-3x8 92 PE � 10-01-08 9-05 y OREGON b, ((/� 19-06-OB L/O�9r 14, ? Q}� SFR R I O- JOB NAME : LENNAR 2664-E3C BURLINGTON - E3 Scale: 0.3220 EXPIRES:12/31/2015 IN WARNINGS: GENERAL NOTES,unless otherwise noted RRML 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 ,� wASI{',A,�, Truss: E 3 and Warnings before construction commences. building component.Applicability of design parameters and proper "N 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer, Q•. �� A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T 0 • is the responsibility of the erector.Additional permanent Gracing of continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). �' �• DATE: 2/4/2015 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. : 617667 6 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. T RAN S I D 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. +� 51398 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �A��CISTER� _�C+ 8.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center SC IIII I I I III IIII IIII'I IIII II II TPI/WfCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. asst r,wl�1 g. Digits indicate size of plate in inches. OIVAL, MiTek USA,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-00-00 HIP SETBACK B-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=( -36) 43 B- 9=(-703) 3212 1- 8=( -161) 93 5-11=( -32) 625 BC: 2x6 DF SS 2- 3=(-3362) 949 9-10=(-712) 3205 8- 2=(-3598) 825 11- 6=(-279) 98 WEBS: 2x4 IF STAND LOADING 3- 4=(-3034) 882 10-11=(-865) 3144 9- 2=( 0) 240 6-12=( 0) 218 LL = 25 PSE Ground Snow (Pg) 4- 5=(-2934) 842 11-12=(-669) 3034 2-10=( -294) 71 TC LATERAL SUPPORT <= 12"OC. UON. TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8- 0.0" V 5- 6=(-3302) 912 12- 7=(-664) 3038 10- 3=( 0) 531 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 121- 0.0" V 5- 7=(-3515) 789 10- 4=( -206) _65 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 121- 0.0" TO 201- 0.0" V 4-11=( -393) 244 ------------------------------------- BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 201- 0.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 81- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ------------------------------------= TO CONC LL( 466.7)+DL( 130.7)= 597,3 LBS @ 121- 0.0" 01- 0.0" -360/ 1915V -106/ 62H 5.50" 3.06 OF ( 625) ( '* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -366/ 1944V 0/ OR 5.50" 3.11 OF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 ]2sf) uplift at 24 "oc s acro . BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/lBO AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.096" @ 12'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.218" @ 10'- 1.5" Allowed = 1.272" MAX HORIZ. LL DEFL = 0.028" @ 191- 6.5" MAX HORIZ. TL DEFL = 0.046" ? 191- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 4-10-10 3-04-01 3-09-10 7-11-11 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 4-07-02 3-07-09 1-10-13 1-10-13 3-08-03 4-03-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 97.30# 597.309 12 Truss designed for wind loads in the plane of the truss only. 6.00 p Q 6.00 M-6x8 M-6xB 3 M-3x4 5 4 M-1 5x3 M-5x16 M-3x4 � 1 z 6 o T i / t;-D PROFFssi 8 ** 9 10 11 12 - 7o M-4x10 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x10 920PPE 9r 4-08-14 3-00-14 4-07-08 3-05 4-01-12 y OREGON ((� R 20-00 LSO -9y 14 MFR RIO-� JOB NAME : LENNAR 2664-E3C BURLINGTON - EK EXPIRES:12/31/2015 Scale: 0.3123 WARNINGS: GENERAL NOTES,unless otherwise noted: ` 1OULL 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 ,^ f WAS 6� Truss: EH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 1Y 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 be laterally braced DES. BY: LJ s the responsibility of the a ec or.Additional permanent bracing of 2'o.c.end at 16'o.c.respectively unless braced throughout their lee ngth by �P O continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). DATE: 2/4/2015 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. : 617667 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if +p 51398 w� 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. Q & ,Cts 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 +�� Cl$']'$R �1?� III I I II III IIII I I I IIII III III TPI/WTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines, sS. G 9.Digits indicate size of plate in inches. ONAL MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 70.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) VIII IIII 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 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 IF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BP.G 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" -61/ 286V -6/ 43H 5.50" 0.46 DF ( 625) 11- 10.9" -125/ 133V 0/ OH 1.50" 0.21 DF ( 625) LL = 25 PSE Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 IF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND.-2- Design 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/160 ' 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 = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" 1-11-11 MAX BC PANEL TL DEFL = -0.100" @ 41- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1- 10.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 6.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE -1-10, (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. 3 0 rn m 0 0 1 4 M-3x4 92 PE r 1-00 PROVIDE FULL BEARING;Jts:2,3,9 8-00 9L ,�OREGON�� lV� MFRRi��0 JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ1 Scale: 0.6385 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ,t1 11R 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 y' WASfI,, 'i�, Truss: E 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. wQF Cf 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at Q Cr DES. BY: LJ s the responsibility ty of the erector.Atlditional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �T 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 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. : 617667 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. r, TRANS I D 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTrus has no control over and assumes no responsibility for the ry /+ 51398 4;r� necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �iC+ �l'CI$•['ER� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II I III III I VIII I VIII I III TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �ssj NA 9. Dig its indicate size of plate in inches. 0 L� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 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 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-591 61 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 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" -34/ 357V -13/ 71H 5.50" 0.57 DF ( 625) 3'- 10.9 -136/ 136V 0/ OH 1.50 0.22 DF ( 625) LL = 25 PSE Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 IF ( 625) 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'- 0.7" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" 3-11-11 MAX TC PANEL TL DEFL = -0.032" @ 21- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.148" @ 4'- 4.8" Allowed = 0.467" 12 MAX HORIZ. LL DEFL = -0.000" @ 31- 10.9" 6.00 p MAX HORIZ. TL DEFL = -0.000" @ 31- 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, 0 N M O 0 4 M-3x4 PR�FFss 929,01 E r 4 r I PROVIDE FULL BEAR 8-00 8-00 OREGON�� (V� 14, 243 P+ �FRRlk- JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ2 EXPIRES:12/31/2015 Scale: 0.6010 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 S^ P WAS Truss: E J 2 and Wamings before construction commences. building component.Applicability of design parameters and proper 1l+ 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 �4 C 3.Additional temporary bracing to insure stability during construction DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout their length). �� 0 continuous sheathing such as plywood shed in ere s and/or tlrywall(BC). DATE: 2/4/2015 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. : 617667 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition"of use. T RAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 5.CompuTrus has no control over and assumes no responsibility for the necessary '� fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. .rQ '�� 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 +Z' LISTER VIII II I III VIII I I VIII III III II TPI/VJICA in BCSI,copies of which will be furnished upon request. lines coincide wjoint center lines. �ss NAL G 9.Digits indicate size of plate in inches. 10 MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) VIII IIII 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 IF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 72 TC LATERAL SUPPORT '= 12"DC. 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" -38/ 422V -20/ 99H 5.50" 0.67 DF ( 625) 51- 10.9" -113/ 170V 0/ OH 1.50" 0.27 IF ( 625) LL = 25 PSF Ground Snow (Pg) 81- 0.0" 0/ 82V 0/ OH 5.50" 0.13 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND.-2-. Design checked for net(-5 sf) uplift at 24 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR IOPSF 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 = 0.078" MAX TL CREEP DEFL = 0.000" @ 01- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" MAX BC PANEL TL DEFL = -0.180" @ 41- 1.4" Allowed = 0.467" 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 6.00 �7' MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 r� M 0 o - - 0 1 4 M-3X4 -.0 PROFFss 1-00 PROVIDE FULL BEARING;Jts:2,3,9 8-00 yG ,�OREGID b, 14, �FRRIL�- JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ3 Scale: 0.5635 EXPIRES:12/31/2015 _.Q WARNINGS: GENERAL NOTES,unless otherwise noted: T�'" �•L e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,19 W,4$f{r• 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• LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by C Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 2/4/2015 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. : 6176680steners are complete and at no time should any loads greaterthan 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. T RAN S I D 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.Comp tion,has no control over and assumes no responsibility for the ry vp 51398 9 necessary fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. �.o�'�PcrsTER� l�U 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I II I IIII VIII I I IIII II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSrO B.Digits indicate size of plate in inches. NA1+ MiTek USA,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 11111111111111 IIIIIIIII 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 DF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( O� 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-1271 91 TC LATERAL SUPPORT 12110C. PON. 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" -45/ 480V -27/ 126H 5.50" 0.77 DF ( 625) 7'- 9.2 0/ 101V 0/ OR 5.50" 0.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 218V 0/ OH 1.50" 0.35 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/lB0 BOTTOM CHORD CHECKED FOR IOPSF 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 = 0.270" @ 4'- 9.1" Allowed = 0.544" 7-11-11 MAX TC PANEL TL DEFL = -0.401" @ 4'- 5.9" Allowed = 0.817" 3 MAX HORIZ. LL DEFL = -0.001 ? 7'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" ? 7'- 10.9" 6.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,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 M m o _ _ � 1 4 0 M-3x4 r,0 PROFFIS 92 PE yr 1-00 PROVIDE FULL BEARING;Jts:2,9,3 8-00 OREGON�� 1v4 14, SER MIA- JOB NAME : LENNAR 2 6 6 4-E 3 C BURLINGTON - E J4 Scale: 0.5385 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: -x RRMI 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 Cf�" q' Truss: E J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,19 WASfI.,` f 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �M 2.Design assumes the top and bottom chords to be laterally braced at �V C 3.Additional temporary bracing to insure stability during construction 4 J, rp DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout their length). �� Ox continuous sheathing such as plywood meed where s and/or drywall(BC). DATE: 2/4/2015 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. : 6176681 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: 416785 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.necessary. '� 51398 C{7 QIC` �FCIS'I'ER� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �i IIII I I I III IIII I I VIII II I IIII II TPIANTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. ssf G g. Digits indicate size of plate in inches. O1VA1+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1886(MiTek) 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-149) 126 3-4=(-101) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT r- 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 BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -33/ 153H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 DF ( 625) 7'- 11.2" -193/ 495V 0/ OR 1.50" 0.63 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 91- 10.9" -100/ 27V 0/ OH 1.50" 0.04 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO 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 = 0.179" @ 31- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.222" @ 3'- 10.9" Allowed = 0.820" 4 MAX HORIZ. LL DEFL = -0.002" @ 71- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 71- 11.2" 12 6.00 Design conforms to main windforce-resisting 3 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 I ("1 O M FIR pFFSS M-3x4 92 PE 1-00 B-00 IPROVIDE FULL BEARING;Jts:2,5,3,4 1-10-15 •yG OREGON�� !(� JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ5 Scale: 0.9675 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: E 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. Q, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by T O • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' j• DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++b / 4.No ad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6176682 fasteners are complete and at no time should any loads greaterthan 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. T RAN S I D 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTrus has no control over and assumes no responsibility for the necessary '� 51398 w4 fabrication,handling,shipment and installation of components. rte sign 7.Design assumes ca equate drainage is provided. �C 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I I III IIII IIII'I I IIII IIII TPI/WTCA in BCSI,espies of which will be furnished upon request. lines coincide with joint center lines. ssrE�G 9. oindicate size of plate inches. OAj MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For r b basic connector plate design values see ESR-1311,ESR-1988(MiTek) AL IIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 15 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" -68/ 301V -6/ 43H 5.50" 0.48 DF ( 625) 1'- 9.2 -29/ 24V 0/ OH 5.50 0.04 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ ON 1.50" 0.07 DF ( 625) 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- O.D" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- O.D" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000 @ 1'- 10.9" 6.00 p 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 cesigned for wind loads 3 in the plane of the truss only. 0 I Ct 0 m O M-3x4 PR 1-00 2-00 92,9,01 E r PROVIDE FULL BEARING;Jts:2,9,3 yL ,�OREGON�� lV� �O 9y 14, SFR R 10-� JOB NAME : LENNAR 2 664-E3C BURLINGTON - ESJ1 Scale: 0.6953 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: .(�_ RRM1 8.9' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,y' Truss: E S J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper WAN 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 �4 C 3.Additional temporary bracing to insure stability during construction DES. BY: LJ 2'continuous 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(IC)and/or tlnywall(BC). DATE: 2/4/2015 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. : 6176684 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. T RAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398�c1 w4 5.CompuTms has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. Q �v 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 IIII I II I III(IIII I I VIII II IIII III TPI/WfCA in BCSI,espies of which will be furnished upon request. lines coincide with joint center lines. ss. G 9.Digits indicate size of plate in inches. AI. N , MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) IIII III)II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 31- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 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 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 DF ( 625) 11- 9.2" -3/ 60V 0/ OH 5.50" 0.10 OF ( 625) LL = 25 PSF Ground Snow (Pg) 31- 11.7" -44/ 94V 0/ OH 1.50" 0.15 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND,-2-. Design checked for net(-5 sf) uplift at 24 "oc s acro . 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 31- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 31- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p (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 N O O O M-3 x 4 ED F RSO 92 PE r 2-00 1-11-11 yL OREGID �((� PROVIDE FULL BEARING. �O .9y 14, 2� A� �FRRILX-�[ JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ2 EXPIRES:12/31/2015 Scale: 0.9503 WARNINGS: GENERAL NOTES,unless otherwise noted: 8 1.Bui der 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 WAS 5. . Truss: E S J 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. 2.Design assumes the top and bottom chords to be laterally braced at 4' C 3.Additional temporary bracing to insure stability during construction DES. BY: LJ 2'continuous and at 10'o.c.respectively unless braced throughout their length). Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(IC)and/or tlrywall(BC). DATE: 2/4/2015 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. : 6176685 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 condhion"of use. T RAN S I D: 416785 8.Design assumes full bearing at all supports shown.Shim or wedge if ` 51398 5.CompuTrus has no control over and assumes no responsibility for the necessa ,tet fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. .r0 +�<0 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1%, Cjs'f'g$ IIIIII II I III VIII VIII 11111111111111 III(IIII II III p TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. ssr (} 9. Digits indicate size plate in inches. OMAI. MiTek USA,Ino./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 1111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41- 2.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 31 1-3=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12 OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -35/ 141V -14/ 57H 5.50" 0.23 DF ( 625) TOTAL LOAD = 42.0 PSF 21- 0.2" -11/ 67V 0/ OH 5.50" 0.11 DF ( 625) 4- 2.7" -48/ 103V 0/ OH 1.50" 0.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) 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 MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.3" Allowed = 0.051" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.003" @ 1'- 1.3" Allowed = 0.068" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 MAX HORIZ. LL DEFL = -0.000" @ 4'- 1.9" MAX HORIZ. TL DEFL = -0.000" @ 41- 1.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss cesigned for wind loads in the plane of the truss only. 0 N I V O - - 0 3 M-3x4 P R}�0 2-03 OREGON a �� 2-00-08 1-11-11 n 14, Q PROVIDE FULL BEARING;Jts:1,3,2 �`R RILL V JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ2X EXPIRES:12/31/2015 Scale: 0.9172 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 a^ 8 Truss: E S J2 X and Warnings before construction commences. building component.Applicability of design parameters and proper WAS•ti(� 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: LJ 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: 2/4/2015 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. : 617668 6 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: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. Q lJ 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces oftruss,and placed so their center +fit(, ClSR III I I II III IIII VIII I I(IIII IIII IIII TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines, ssr N g.Digits indicate size of e in inches. O Fi MiTek USA,Inc./C OR1pUTfUS Software 7.6.6(1 L)-E 10.For basic ic connector plate design values see ESR-1311,ESR-1986(MiTek) AL 111 I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 51- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12110C. CON. LOADING BC LATERAL SUPPORT <= 12110C. 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" -42/ 311V -20/ 99H 5.50" 0.50 DF ( 625) 1'- 9.2" -46/ 152V 0/ OR 5.50" 0.24 DF ( 625) LL = 25 PSF Ground Snow (Pg) 51- 11.7" -67/ 144V 0/ OH 1.50" 0.23 IF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND.-2-. Design checked for net(-5 sf) uplift at 24 "oc s acin . 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6.00 p VERTICAL DEFLECTION LIMITS: LL=L/290, 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 BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Esp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 M M v' O O M-3x9 PR�O S/02 L L 2-00 IPROVIDE FULL BEARING. 3-11-11 OREGON��, �lv� 14. 213 �ERRILN- JOB NAME : LENNAR 2 664-E3C BURLINGTON - ESJ3 Scale: 0.7331 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted -�F"at 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 S J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper WAj 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• L J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6176687 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. T RAN S I D: 416785 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if cess513 7.Design 98 4 fabrication,handling,shipment and installation of components. neign +� 'w assumes adequate drainage is provided. Q AC 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II II II III IIII l I I IIIII II I Ii�l IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssrG 9.Digits indicate size plate in inches. R MiTek USA,Ino./CompuTfuS Software 7.6.6(1 L)-E 10.For basic connector pplate design values see ESR-1311,ESR-1968(MiTek) MAL 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 61- 2.7" IB� 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-101) 47 1-3=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12 OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 01- 0.0" -34/ 139V -22/ 87H 5.50" 0.22 OF ( 625) TOTAL LOAD = 42.0 PSF 2'- 0.2" -49/ 148V 0/ OH 5.50" 0.24 DF ( 625) LL = 25 PSF Ground Snow (Pg) 61- 2.7" -71/ 151V 0/ OH 1.50" 0.24 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.005 @ 1'- 1.3 Allowed = 0.051" 6.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.008" @ 1'- 1.3" Allowed = 0.068" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 MAX HORIZ. LL DEFL = -0.001" 2 61- 1.9" MAX HORIZ. TL DEFL = -0.001" @ 61- 1.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 7 m 1 - N O - - i 0 M-3x4 3 Eo PRO 2-03 92 PE 9r 2-00-08 3-11-11 PROVIDE FULL BEARING;Jts:1,3,2 9L ,�OREGON�� lv� MFR R I t-L� JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ3X Scale: 0.6239 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of at[General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E S J 3 X and Warnings before construction commences. building component.Applicability of design parameters and proper ,� 4 WASf�., 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 w C 3.Additional temporary bracing to insure stability during construction DES. BY: LS is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'hin respectively unless braced throughout their length). h� 0 continuous sheathing such as plywood r aired in ere s and/or drywall(BC). DATE: 2/4/2015 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. : 617668 8 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: 416 7 8 5 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 t{ 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. Q S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I� �CIg'pgR� IIII I I II IIII IIII I I VIII II I IIII IIII TPI/WTCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. �s G 9. Dig aSID s indicate size of plate in inches. NALFi`� MiTek USA,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) VIII iIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 61- 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) 54 2-4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 37 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -80/ 496V 0/ 77H 5.50" 0.79 OF ( 625) 6'- 3.2 0/ 80V 0/ OH 5.50 0.13 OF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -73/ 176V 0/ OR 1.50" 0.28 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND,-2-. Design checked for net(-5 sf) uplift at 24 "oc spacinq. 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.085" @ 31- 8.1" Allowed = 0.395" MAX TC PANEL TL DEFL = -0.146" @ 3'- 8.2" Allowed = 0.592" 12 4.00 u--- MAX HORIZ. LL DEFL = -0.000" @ 61- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 61- 5.2" Design conforms to main windforce-resisting 3 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 0 N M m O 0 2 4 M-3x4 7 Ep PRO 9 d/o2 ( 92 PE r 1-06 IPROVIDE FULL BEARING;Jts:2,4,3 6-06 OREGON�� O �Y 14, MFRRi0-� JOB NAME : LENNAR 2664-E3C BURLINGTON - F2 EXPIRES:12/31/2015 Scale: 0.6412 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: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 19 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. WAS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L J 2'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). 0 DATE: 2/4/2015 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. : 617668 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 416785 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 fabrication,handling,shipment and installation of components. necessary. ,1. 51398 �cv1 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 VIII II II IIII IIII I IIIIII 111111111 IIIITPIA%TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssr G 0.Digits indicate size of plate in inches. OIVAL MiTek USA,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) 1111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-46) 35 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -72/ 409V 0/ 45H 5.50" 0.65 DF ( 625) 2'- 10.9 -93/ 96V 0/ OH 1.50 0.15 DF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 6.0" 0/ 55V 0/ OH 5.50" 0.09 DF ( 625) 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/lBO BOTTOM CHORD CHECKED FOR ICPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.153" MAX TC PANEL LL DEFL = 0.006" @ 1'- 3.3" Allowed = 0.147" 2-11-11 MAX TC PANEL TL DEFL = -0.015" @ 1'- 8.2" Allowed = 0.220" MAX BC PANEL TL DEFL = -0.049" @ 3'- 7.0" Allowed = 0.352" MAX HORIZ. LL DEFL = -0.000" @ 21- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 21- 10.9" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. 0 I 0 M I m O 0 1 2 ++ 4 M-3x4 PR�OFFssi 92 PE 1-06 IPROVIDE FULL BEARIIlG;Jts:2,3,4 6-06 9L ,�OREGON�� O 14, SFR R I t.L JOB NAME : LENNAR 2664-E3C BURLINGTON - FJl EXPIRES:12/31/2015 Scale: 0.6497 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 ,� SIJ., Truss: F J 1 and Warnings before construction commences. building component.Applicability of desgn parameters and proper WA 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 4' G 3.Additional temporary bracing to insure stability during construction DES. BY: LJ 2'continuous and at 10'hin respectively unless braced throughout their length). Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 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. : 6176690 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. T RAN S I D: 416 7 8 5 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrn,has no control over and assumes no responsibility for the necessary. 51398 w� fabrication,handling,shipment and installation of components. sign 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 bothoth faces 1 es of truss,and placed so their center It'�, CS'PF.R III I I II(IIII VIII VIII I I III IIII IIII TPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. s G 9.Digits indicate size of tin inches. SIO MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plaatee design values see ESR-1311,ESR-1966(MiTek) IVALEl� IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 34 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12 OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -77/ 482V 0/ 72H 5.50" 0.77 DF ( 625) 51- 10.9" -65/ 163V 0/ OH 1.50" 0.26 DF ( 625) For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 61- 6.0" 0/ 75V 0/ OH 5.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [CON , 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/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -11- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000 @ 0'- 0.0 Allowed = 0.003" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" MAX TC PANEL LL DEFL = 0.056" @ 31- 4.7" Allowed = 0.358" MAX TC PANEL TL DEFL = -0.105" @ 3'- 2.2" Allowed = 0.536" 12 4.00 D MAX HORIZ. LL DEFL = -0.000" @ 51- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 51- 10.9" Design conforms to main windforce-resisting 3 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. !I 0 0 N M rn O - 1 Z 4 O M-3x4 � Ep PROpe,s/0. 92 PE < 1-06 JPKVIDE FULL BEARING;Jts:2,3,9 6-06 yL ,�OREGID �lv� 14, 20 P} �FRRI��- JOB NAME : LENNAR 2 6 6 4-E 3 C BURLINGTON - FJ2 Scale: 0.6242 EXPIRES:12/31/2015 _l�7 WARNINGS: GENERAL NOTES,unless otherwise noted: 1ARR •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 ,•� 4 WAS 6P Truss: F J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper V' 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: LJ is the responsibility of the erector.Additional permanent bracing of 2'continuous end at 1g'hin respectively unless braced throughout their length). �T O continuous sheathing such as plywood meed sheathing(TC)s and/or drywall(BC). DATE• 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6176691 fasteners are complete and at no time should any loads greaterthan 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. T RAN S I D 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTms has no control over and assumes no responsibility for the ry +� 51398 Qr� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �w �t�Crs„ RY, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I II IIII(IIII VIII I I VIII IIII IIII TP I/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssr G 8.Digits indicate size of plate in inches. OIV MiTek USA,In C./CompuTruS Software 7.6.6(1 L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) AL III IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-69) 31 TC LATERAL SUPPORT �- 12110C. DON. LOADING BC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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" -78/ 318V -4/ 34H 5.5D" 0.51 DF ) 625) 1'- 2.9 -54/ 20V 0/ OH 1.50" 0.03 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -26/ 24V 0/ OH 5.50" 0.04 IF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO 1-03-10 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -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 = 0.012" MAX BC PANEL LL DEFL = 0.001 @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 6.00 p MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.067" MAX HCRIZ. LL DEFL = -0.000" @ 11- 2.9" MAX HCRIZ. TL DEFL = -0.000" @ 1'- 2.9" 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, 3 Truss designed for wind loads in the plane of the truss only. c M i O M-3x4 P�`R�OFsI 1-00 2-00 92 PE PROVIDE FULL BEARING;Jts:2,3,4 OREGON�tK �lv� �O 14, 2(Zt P-E SFR R10- JOB NAME : LENNAR 2664-E3C BURLINGTON - FSJ1 Scale: 0.7338 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: F S J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1Y i.Z•(_� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 drywall(BC). DATE: 2/4/2015 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.Inslellation of truss is the responsibility of the respective contractor. SEQ. : 6176693 fasteners are complete and at no time should any loads greeter 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. T RAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. �O '��+ 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 IIII I I III VIII IIII VIII VIII VIII I II IIII TPI WTCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. s G 9.Digits indicate size of plate in inches. SIDIVAL+EN MiTek USA,In C./CorrlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) 1111111111111 IIIII)II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-37) 17 1-3=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12110C. UON. 12 DL ON BOTTOM CHORD = 10.0 PSF 01- 0.0" -17/ 91V -6/ 26H 5.50" 0.15 DF ( 625) 6.00 p TOTAL LOAD = 42.0 PSF 1'- 3.2" -1/ 27V 0/ OH 5.50" 0.04 DF ( 625) 21- 1.6" -27/ 48V 0/ OH 1.50" 0.08 OF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.000" @ 0- 9.6" Allowed = 0.029" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.000" @ 01- 10.0" Allowed = 0.039" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 21- 0.9" MAX HORIZ. TL DEFL = -0.000" @ 21- 0.9" Design conforms to main windforce-resisting System and components and cladding criteria. 2 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x5 W 0 o i r 0 i 0 1 3 PR�OF�s/o2 yG ,�OREGON�� 1-06 0-07-10 P PROVIDE FULL BEARING;Jts:1,3,2 SER JOB E- JOB NAME : LENNAR 2 664-E3C BURLINGTON - FSJ2 Scale: 0.9858 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: �t�""i1•I,e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual WAsf�., Truss: F S J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper N 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �Q� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,fj DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T p is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 2/4/2015 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. : 6176694 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 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTms has no control over and assumes no responsibility for the D, 51398 w� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O1n +�ACIS•LERCi_ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center t(+ssl G VIII")I III VIII VIII VIII VIII IIII III 7PI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size plate in inches. Al,, ON MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basic ic connector p plate design values see ESR-1311,ESR-1988(MiTek) IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 19-09-00 FROM 6-00-00 TO 21-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IT: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-1664) 8114 8- 3=( -526) 2594 BC: 2x6 OF SS 2- 3=(-9104) 1922 8- 9=(-1646) 8033 3- 9=(-2988) 672 WEBS: 2x4 OF STAND; LOADING 3- 4=(-6036) 1308 9-10=(-1492) 7512 9- 4=(-1008) 4710 2x6 OF 42 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6026) 1306 10- 6=(-1504) 7573 9- 5=(-2902) 49B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0 TO 21'- 0.0 V 5- 6=(-8506) 1744 5-10=( -364) 2042 TC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 0.0)+DLI 20.0)= 20.0 PLF 0'- 0.0" TO 6'- 0.0" V 6- 7=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 221.9)+DL( 170.9)= 392.8 PLF 61- 0.0" TO 211- 0.0" V OVERHANGS: 13.1" 13.1" ADDL: BC CONIC LL+DL= 1915.0 LBS @ 51- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0 -911/ 4403V -90/ 90H 5.50" 7.04 DF ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 21'- 0.0" -1077/ 5116V 0/ ON 5.50" 8.19 DF ( 625) nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 2 row(s) CON D. 2: Design checked for net(-5 sf) uplift at 29 "oc s acin . throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" cc in 1 row(s) throughout 2x.4 webs, VERTICAL CEFLECTION LIMITS: LL-L/240, TL=L/IBC 9" cc in 2 row(s) throughout 2x.6 webs. MAX LL DEFL = 0.001" @ -1'- 1.1" Allowed = 0.109" MAX TL CREEP DEFL = -0.001" @ -1'- 1.1" Allowed = 0.145" MAX LL DEFL = -0.088" @ 10- 5.9" Allowed = 1.004" MAX TL CREEP DEFL = -0.293" @ 10- 5.9" Allowed = 1.339" MAX LL DEFL = 0.001" @ 22- 1.1" Allowed = 0.109" MAX TL CREEP DEFL = -0.001" @ 221- 1.1" Allowed = 0.145" MAX HORIZ. LL DEFL = 0.027" @ 201- 6.5" 10-06 10-06 MAX HORIZ. TL DEFL = 0.060" @ 20'- 6.5" Design conforms to main windforce-resisting 5-10-07 4-07-09 4-07-09 5-10-07 system and components and cladding criteria. 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.50 D M-5x6 Q 5.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 9 5.0" Truss designed for wind loads �� in the plane of the truss only. 3.3" M-3x8 M-3x6 3 5 A M-5x10 M-5x10 �0 PROFFss r, 10 M-3x8 0.25" M-3x6 0 92 PE 9r 1M-7x10(S) ♦ 915# -^^"7 5-08-11 4-09-05 4-09-05 5-08-11 yL OREGON, �!(� 1-01-01 21-001-01 O1 �O Y 14, 2� Q�' MFRRI�L JOB NAME : LENNAR 2 664-E3C BURLINGTON - G-GIRD Scale: 0.2913 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES, unless otherwise noted: •� ER' L 8.9, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Sy' f fI'4 Truss: G-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper W 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. WAS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2o.c,and at 10'o.c.respectively unless braced throughout their length by �� 1p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 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. : 6176695 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. T RAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.Comp tion,has no control over and assumes no responsibility for the necessary. 'P 51398 w� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Q �A 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I II VIII IIII VIII IIII(IIII I II IIII TPI WfCA in SCSI,espies of which will be famished upon request lines coincide with joint center lines. s Cy 9. Digits indicate size ofplate in inches. SIOIVAL MITek USA,InC./COfTlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 111 I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 21-00-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 51 2-12=(-795) 3355 3-12=(-146) 233 BC: 2x6 OF SS 2- 3=(-3801) 949 12-13=(-891) 3526 12- 4=( -7) 653 WEBS: 2x4 OF STAND LOADING 3- 4=(-3682) 945 13-10=(-795) 3355 12- 6=(-382) 245 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 6-13=(-382) 245 TC LATERAL SUPPORT <= 12110C. CON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 01- 0.0" TO 81- 8.7" V 4- 6=(-3320) 886 8-13=( -7) 653 BC LATERAL SUPPORT <= 12110C. CON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 81- 8.7" TO 121- 3.3" V 6- 8=(-3320) 886 13- 9=(-147) 233 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 121- 3.3" TO 211- 0.0" V 7- 8=( 0) 0 ---------------------------_--------- BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 211- 0.0" V 8- 9=(-3682) 945 NOTE: 2x4 BRACING AT 24"OC CON. FOR 9-10=(-3802) 949 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 509.2)+DL( 142.6)= 651.8 LBS @ 8'- 8.7" 10-11=( 0) 51 ---------__-------------------------- TC CONC LL( 509.2)+DL( 142.6)= 651.8 LBS @ 121- 3.3" OVERHANGS: 13.1" 13.1" 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) 01- 0.0" -404/ 2143V -72/ 72H 5.50" 3.43 OF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 211- 0.0" -404/ 2143V 0/ OH 5.50" 3.43 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX LL DEFL = -0.112" @ 12- 4.1" Allowed = 1.004" MAX TL CREEP DEFL = -0.245" @ 121- 4.1" Allowed = 1.339" MAX LL DEFL = 0.004" @ 22'- 1.1" Allowed = 0.109" MAX TL CREEP DEFL = -0.004" @ 221- 1.1" Allowed = 0.145" 0-04-05 0-04-05 MAX HORIZ. LL DEFL = 0.033" @ 201- 6.5" 8-08-05 3-07-06 8-08-05 MAX HORIZ. TL DEFL = 0.052" @ 20'- 6.5" Design conforms to main windforce-resisting 4-05-15 3-10-02 1-09-11 1-09-11 3-10-02 4-05-15 system and components and cladding criteria. 651.80# 1.804 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.50 p M-6xB M-6x8 Q 5.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 5 M-3x4 7 load duration factor=1.6, 6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 9 .0 o PRO R OFFss/ 12 13 - 1 �o ��\� v!/I 1�✓� O_v-S7 M-3x10 0.25" M-3x6 M-3x10 o Q 9 2 P E M-7x8(5) 8-02-05 4-07-07 B-02-05 y OREGON (rJ� i-01-61 21-00 i�-01-01 �FRRI��- - - JOB NAME : LENNAR 2664 E3C BURLINGTON GH1 Scale: 0.2924 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• GH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L J2'o.c.and at to'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)andlor drywall(BC). DATE• 2/4/2015 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. : 6176696 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. T RAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the ry +p 51398 Qr� necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate face B provided. Q� �FCISTER� 6.This design is furnished subject to the limitations set forth by 8.Plates shall he located on bothoth faces of truss,and placed so their center VIII I�)III III" I VIII ll I'll)IlliTPI/WrCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. AL G 9.Digits indicate size of plate in inches. 0 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) III IIIIII 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 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(0) 65 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" D.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -69/ 280V -6/ 41H 5.50" 0.45 OF ( 625) 1'- 8.9" -118/ 138V 0/ OH 1.50 0.22 OF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/lBO BOTTOM CHORD CHECKED FOR IOPSF 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 = 0.002" @ 0'- 11.3" Allowed = 0.084" MAX TC PANEL TL DEFL = -0.006" @ 1'- 0.6" Allowed = 0.126" MAX BC PANEL LL DEFL = 0.010 @ 3'- 6.6 Allowed = 0.350" 1-09-11 MAX BC PANEL TL DEFL = -0.099" @ 4'- 8.2" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000 @ 1'- 8.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 8.9" 6.00 p 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 3 in the plane of the truss only. M O r7 0 1 4 M-3x4 D PROF,,- 2 PE r 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 E-00 yL ,�OREGON�b, �lV� �O �y 14, �FRRI�L JOB NAME : LENNAR 2664-E3C BURLINGTON - Gil Scale: 0.6510 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: RRXr 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual ,^ WA Truss: GJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1Y 2.2x4 compression web bracing must be installed whereshown+, 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: L J 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by T� 15 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6176697 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. end are for"dry condition"of use. TRANS I D: 416 7 8 5 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 w4 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 1,Plates shall be located on both faces oftruss,and placed so their center IIIIII II I III VIII I I VIII II (III(III TPIM?CA in BCS(,copies of which will be furnished upon request lines coincide with I. joint center lines. 9.Digits indicate size of plate in inches. s`rIONAG MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 986(MiTek) s 11111111111111 IIIIIII 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 DF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12 DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG 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" -35/ 346V -12/ 66H 5.50" 0.55 DF ( 625) 31- 6.9" -138/ 132V 0/ OH 1.50" 0.21 DF ( 625) LL = 25 PSF Ground Snow (Pg) 81- 0.0" 0/ 69V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desin checked for net(-5 sf) uplift at 24 "oc s acro . 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" @ 01- 0.0" Allowed = 0.195" MAX TC PANEL LL DEFL = -0.006" @ 2'- 1.6" Allowed = 0.221" MAX TC PANEL TL DEFL = -0.025" @ 1'- 10.9" Allowed = 0.332" 3-07-11 MAX BC PANEL TL DEFL = -0.137" @ 41- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 31- 6.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 31- 6.9" 6.00 p 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 (Ali 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 N M rn O _ - O 1 4 M-3x9 <rD PROF 2 PE � y � 1-00 IPROVIDE FULL BEARING;Jts:2,3,9 8-00 yL ,�OREGON�a 4,f JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ2 Scale: 0.6010 EXPIRES:12/3112015 WARNINGS: GENERAL NOTES,unless otherwise noted: TLL, 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• GJ2 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 LJ s the responsibility of the erector.Additional permanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �Q P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 2/4/2015 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. : 6176698steners 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: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.Comp tion,has no control over and assumes no responsibility for the ry +f+ 51398 Qf� necessa .c1 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 �C III II II I III III I VIII 11111111111111 III TPI WTCA in BCSI copies of which will be furnished upon request lines coincide with joint center lines. �ssf .n1G 9. Digits indicate size of plate in inches. ON MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) AL 1111 IIII 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 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-841 68 TC LATERAL SUPPORT <= 12110C. 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 0'- 0.0" -36/ 406V -18/ 92H 5.50" 0.65 DF ( 625) 5'- 4.9 -119/ 159V 0/ OH 1.50" 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 78V 0/ OH 5.50" 0.13 DF ( 625) 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'- 0.9" Allowed = 0.103" 5-05-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.138" MAX TC PANEL LL DEFL = 0.071" @ 21- 11.2" Allowed = 0.358" 12 MAX BC PANEL TL DEFL = -0.172" @ 41- 1.4" Allowed = 0.467" 6.00 p MAX HORIZ. LL DEFL = -0.000" @ 51- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 51- 9.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 M C O 0 1 4 M-3x9 PR My 92 PE r 1-00 PROVIDE FULL BEARING;Jts:2,3,9 8-00 yL ,�OREGON�� 14, SFR R10- JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ3 Scale: 0.5885 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ""��ORRML q 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 ,y' P'_ SIJ.B'7 Truss: G J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper WA 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. O �' 2.Design assumes the top and bottom chords to be laterally braced at �4 G 3.Additional temporary bracing to insure stability during construction ,Q ), DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibilay of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6176699 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. T RAN S I D: 416785 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 vA 51398 w4 . fabrication,handling,shipment and installation of components. 7.Design assumes sumes adequate drainage is provided. Q �� 6.This design is furnished subject to the limitations at forth by 8,plates shall be located on both faces of truss,and placed so their center +t'� CIsTER IIII I I II III IIII VIII VIII II I IIII IIII TPIM/TCA in BCSI,espies of which will be furnished upon request. lines coincide wjoint center lines. s (y + g. Digits Indicate sae of plate in inches. SJOIVAI MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) III IIIIIIII 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: 2x4DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-115) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12 DC. UON. LL( 25.0)iDL( 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 0- 0.0" -42/ 462V -24/ 117H 5.50" 0.74 DF ( 625) 71- 2.9" -93/ 202V 0/ OH 1.50" 0.32 DF ( 625) LL = 25 PSF Ground Snow (Pg) 81- 0.0" 0/ 94V 0/ OH 5.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc s acro REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF 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" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" 7-03-11 MAX TL CREEP DEFL = 0.000" @ 01- 0.0" Allowed = 0.016" MAX TC PANEL LL DEFL = 0.184" @ 31- 10.1" Allowed = 0.495" MAX TC PANEL TL DEFL = -0.288" @ 3'- 10.3" Allowed = 0.742" 12 3 6.00 MAX HORIZ. LL DEFL = -0.001" @ 71- 2.9" MAX HORIZ. TL DEFL = -0.001" @ 71- 2.9" 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 o in the plane of the truss only. 0 M rn o - - 0 1 4 M-3x9 -D PROFFss 92 PE r 1-00 IPROVIDE FULL BEARING;Jts:2,3,9 B-00 OREGON�� lv� MFR R its-� JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ4 Scale: 0.5510 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise notetl: RRII,L,e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: GJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where show . incorporation of component is the responsibility of the building designer. 4• �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by C Ox • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / • 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6176700steners are complete and at no time should any loads greeter then 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. T RAN S I D 416785 8.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �ACISTER �C' IIII I I II III III VIII III VIII IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide wjoint center lines. SSIO 9.Dig its indicate size of plate in inches. NAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIII I I�I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 91- 1.7" IBO 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-133) 128 TO LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-148) 72 PC 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 BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 439V -31/ 143H 5.50 0.70 DF ( 625) LL = 25 PSF Ground Snow (Pg) 71- 9.2" 0/ 89V 0/ OH 5.50" 0.14 DF ( 625) 7'- 11.2 -227/ 604V 0/ OH 1.50" 0.77 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 1.7" -255/ 83V 0/ OH 1.50" 0.13 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc spacing] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.149" @ 31- 7.3" Allowed = 0.546" 4 MAX TO PANEL TL DEFL = -0.210" @ 3'- 10.9" Allowed = 0.820" 12 MAX HCRIZ. LL DEFL = -0.002" @ 71- 11.2" 6.00 p 3 MAX HCRIZ. TL DEFL = -0.002" @ 71- 11.2" 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 in the plane of the truss only. i M o 1 5 M-3x9 PR 929 s/o2 92 P E 9r 1-00 B-00 1-01-11 OREGON PROVIDE FULL BEARING;Jts:2,5,3,4 �L 1� 14, 2r) vl- �FRRlk�0 JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ5 Scale: 0.5033 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: _�p, 1LL 8 uilder 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.B ,^ F WA Truss: GJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 11 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: L J 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: 2/4/2015 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. : 6176701 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. T RAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 5.CompuTrus has no control over and assumes no responsibility for the necessary. ,,e � fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. .r0 6.This design B famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and paced so their center VIII I II III IIII VIII III VIII I III TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. mssG a g.Digits indicate size plate in inches. p fOIVAL'� MiTek USA,IDC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 r TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 51 2-4=(0) 0 BC: 2x4 IF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 15 TC LATERAL SUPPORT <= 12110C. CON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. 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: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 323V -4/ 43H 5.50" 0.52 DF ( 625) 1'- 9.2 -35/ 26V 0/ OH 5.50 0.04 DF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 2'- 1.9" -21/ 47V 0/ OH 1.50" 0.08 DF ( 625) 5.50 p 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.048" MAX TC PANEL TL DEFL = -0.001" @ 1'- 4.1" Allowed = 0.159" MAX HORIZ. LL DEFL = -0.000" @ 21- 1.1" MAX HORIZ. TL DEFL = -0.000" @ 21- 1.1" Design conforms to main windforce-resisting 3 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 rh 0 a 0 - 0 2 4 1 M-3x4 S��D P R�FFssi 92 PE r 1-01-01 2-00 0-01-14 y OREGON ((� L� 'tiq PROVIDE FULL BEARING;Jts:2,4,3 O r1 ()1 4, 2 Al �FRRIU-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - GSJ1 EXPIRES:12/31/2015 Scale: 1.0000 WARNINGS: GENERAL NOTES,unless otherwise noted: -OR1Z Z 8 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual C��'" q� Truss• G S 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. O �' 2.Design assumes the top and bottom chords to be laterally braced at w C 3. is the res temporary bracing to insure stability during construction ,J. ;P DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of c ntin and at 10'hin respectively unless braced throughout their length). �C Ox continuous sheathing such as racingplywood meed in ere s own drywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building tlesigner. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6176703steners 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. T RAN S I D: 416785 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 398 'Air 7.Design assumes adequate drainage is provided. P 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 I III VIII VIII VIII VIII II III TPVWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. ONAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ssl 111 IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41- 4.1" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 IF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 51 2-4=(0) 0 BC: 2x4 IF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 31 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: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 0- 0.0" -69/ 343V -9/ 71H 5.50" 0.55 OF ( 625) 11- 9.2" -9/ 73V 0/ OH 5.5)" 0.12 OF ( 625) LL = 25 PSF Ground Snow (Pg) 41- 9.1" -48/ 104V 0/ OR 1.53" 0.17 OF ( 625) 12 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. 5.50 p VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.004" @ -1- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.048" MAX BC PANEL TL DEFL = -0.002" @ 1- 0.1" Allowed = 0.064" 3 MAX HCRIZ. LL DEFL = -0.000" @ 91- 3.3" MAX HORIZ. TL DEFL = -0.000" @ 4'- 3.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph., h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss cesigned for wind loads oI in the plane of the truss only. N r+l O m O T 2 4 M-3x4 PRIN 1 OFFS 14 92 PE r 1-01-01 2-00 2-04-01 PROVIDE FULL BEARING;Jts;2,9,3 yL ,�OREGID �O )114, MFRRIU-� JOB NAME : LENNAR 2664-E3C BURLINGTON GSJ2 EXPIRES:12/31/2015 Scale: 0.7839 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: G S J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper , `1tfAN f 2.20 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. O �' 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� T Ox is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 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. : 617670 4 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. T RAN S I D: 416785 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. 51398 7.Design assumes adequate drainage is provided. Q A 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II I III(IIII I IIII IIID IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssr G 4 9.Digits indicate size of plate in inches. OVA MiTek USA,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) L i IIIIIIIIIIIIII This design prepared from computer input by 4 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 61- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 51 2-4=(0) 0 BC: 2x4 DF H1&BTR SPACED 24.0" O.C. 2-3=(-104) 48 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: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -46/ 320V -14/ 99H 5.50" 0.51 OF ( 625) 1'- 9.2 -61/ 184V 0/ OH 5.50 0.29 OF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.2" -74/ 157V 0/ OH 1.50" 0.25 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . 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 = 0.004" @ -11- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NDN-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" @ -1- 1.1" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.048" 12 MAX BC PANEL TL DEFL = -0.006" @ 1- 0.1" Allowed = 0.064" 5.50 p 3 MAX HORIZ. LL DEFL = -0.001" @ 61- 5.5" MAX HORIZ. TL DEFL = -0.001" @ 6- 5.5" 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. 0 M M O m lii`--- O I 1 4 O M-3x4 PR Ott, �2�! 1-01-01 2-00 4-06-04 PROVIDE FULL BEARING;Jts:2,4,3 OREGONI%bl �lv� �O y 14, '�FRR10- JOB NAME : LENNAR 2664-E3C BURLINGTON - GSJ3 EXPIRES:12/31/2015 Scale: 0.6195 WARNINGS: GENERAL NOTES,unless otherwise noted: _itij>;RMI 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 T�� Truss• GS J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper a1� 4 WAs�` " 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 C DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2'O.C.and at 10'o.c.respectively unless braced throughout their length by Q Q� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). �� DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6176705 fasteners are complete and at no time should any loads greeter 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: 416785 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 51398 Q! 7.Design assumes adequate drainage is provided. Q A 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 , CJS'('trlg IIIIII II I III IIII III IIII VIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. Sst CS 9.For b indicate size p aplated in inches. ONAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) III IIIb III 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 IF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(0) 72 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12110C. DON. 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" -65/ 287V -16/ 63H 5.50" 0.46 OF ( 625) 11- 10.9" -145/ 154V 0/ OH 1.50" 0.25 DF 1 625) LL = 25 PSE Ground Snow (Pg) 8'- 0.0" 0/ E4V 0/ OH 5.50" 0.10 IF 1 625) 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 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'- 0.0" Allowed = 0.114" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.171" MAX BC PANEL LL DEFL = 0.012" @ 31- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.102" @ 41- 4.8" Allowed = 0.472" 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 8.00 system and components and cladding criteria. Wind: 140 mph, h=19.8ft, 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 3 in the plane of the truss only. 0 m 0 o rn 0 0 4 1 4M-3x4 7 � pc^'P ROFs/O 92 PE r 1-00 IPROVIDE FULL BEARING;Jts:2,3,9 B-00 OREGONINN �O 9y 14, �FRRIL�- JOB NAME : LENNAR 2664-E3C BURLINGTON - Jl EXPIRES:12/31/2015 Scale: 0.6010 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• J1 and Warnings before construction commences. building component.Applicability of desgn parameters and proper �N 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. O WA 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction DES. BY: LJ T continuous end at 10'o.c.respectively unless braced CrC)and/or their length). Q' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or tlrywall(BC). DATE: 2/4/2015 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. : 617670 6 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. T RAN S I D: 416785 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 4 fabrication,handling,shipment and installation of components. necessary. 51398 4y 7.Design assumes adequate drainage is provided. '�Q A 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +�L(, GISTER IIIIII II I III IIID VIII IIID III IIIb TPI/WTCA in BCSI,copies of which will be famished upon request. lines cindcitle with joint center lines. s G + 9.For b indicate size of plate in inches. SI01VAL MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) IIIIII IIII 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 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 OF #16BTR SPACED 24.0" O.C. 2-3=(-72) 74 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12 DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 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 0'- 0.0" -33/ 357V -31/ 104H 5.50" 0.57 DF ( 625) 3'- 10.9 -162/ 158V 0/ OR 1.50 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2:-Design checked for net(-5 sf) uplift at 24 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.178" 3-11-11 MAX BC PANEL LL DEFL = -0.015 @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.035" @ 2'- 2.2" Allowed = 0.413" MAX BC PANEL TL DEFL = -0.152" @ 4'- 4.8" Allowed = 0.472" 12 MAX HORIZ. LL DEFL = -0.000" @ 31- 10.9" 8.00 �7 MAX HORIZ. TL DEFL = 0.000" @ 31- 10.9" 3 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 I O i O I� O� - c O 0 4 M-3x4 p P R 0 92 PE r L L 1-00 IPROVTDE FULL BEARING;Jts:2,3,9 8-00 yL ,�OREGIO �lv� �O �Y 14, MFRRI�L 0 JOB NAME : LENNAR 2664-E3C BURLINGTON - J2 EXPIRES:12/31/2015 Scale: 0.5885 WARNINGS: GENERAL NOTES,unless otherwise noted _iA.Rmt 8 1.Buikder 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 C��'" Truss: J2 and Warnings before construction commences, building component.Applicability of design parameters and proper ,19 WASjI., 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 bohom chords to be laterally braced at k' C 3.Additional temporary bracing to insure stability during construction 4 DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q" a the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �.� DATE: 2/4/2015 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. : 6176707 fasteners are complete and at no time should any loads greater then 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: 416785 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. +f+ 51398 [(✓ 7.Design assumes adequate drainage is provided. 0 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII II II III IIII I IIII 11111 Jill IIII TPVWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SslG g.Digits indicate size of plate in inches. AN MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) AL 1111 III 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 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-119) 97 TC LATERAL SUPPORT <= 12110C. 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 BEG 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" -34/ 422V -46/ 146H 5.50" 0.68 DF ( 625) 51- 10.9" -143/ 186V 0/ OH 1.50" 0.30 DF ( 625) LL = 25 PSF Ground Snow (Pg) 81- 0.0" 0/ 83V 0/ OH 5.50" 0.13 DF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 12sf) uplift at 29 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/lBO 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 = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.120" @ 31- 2.1" Allowed = 0.436" 3 MAX BC PANEL TL DEFL = -0.182" @ 41- 1.4" Allowed = 0.472" 12 8.00 F7 MAX HCRIZ. LL DEFL = -0.001" @ 5'- 10.9" 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=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 in the plane of the truss only. 0 I r o� - o - 4 M-3x4 7 �,D PR�OFFss 14 92 PE 1-00 IPROVIDE FULL BEARING;,Its:2,3,9 8-00 yL ,�OREGID �lv� �O I' 14, MER R ILS- JOB NAME : LENNAR 2664-E3C BURLINGTON - J3 EXPIRES:12/31/2015 Scale: 0.5385 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 3 and Warnings before construction commences, building component.Applicability of design parameters and proper ,�� f WAsfl., 'T 2.2x4 compression web bracing must be installed whereshown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3. is the res temporary bracing to insure stability rm ng construction 4 DES. BY: L J s the responsibility of the erector.Additional permanent bracing of 2'Win and at 10'hin respectively unless braced throughout their length). �( O� continuous sheathing such as plywood meed where s own tlrywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building tlesigner. 3.2x Impact bodging or lateral bracing required where shown++ / 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6176708 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: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the ry. '4 51398 w� fabrication,handling,shipment and installation of components. nesign 7.Design assumes ca adequate drainage is provided. Q �C` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedd l$ onon both faces of truss,and placed so their center C1�'R III I I II III I III I VIII(IIII VIII IIII IIII TPI/V%TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ss G r 9.Digits indicate size of plate in inches. JOIVAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111111111 IIIIIII This design prepared from computer input by A PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 j TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-157) 124 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" -44/ 480V -62/ 18BH 5.50" 0.77 DF ( 625) 71- 9.2" 0/ 160V 0/ OH 5.50" 0.26 DF ( 625) LL = 25 PSF Ground Snow (Pg) 71- 11.7" -116/ 219V 0/ OH 1.50" 0.35 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE COND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc spa LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.382" @ 4'- 9.0" Allowed = 0.596" 3 MAX TC PANEL TL DEFL = -0.434" @ 41- 6.0" Allowed = 0.894" MAX HOP.IZ. LL DEFL = -0.002" @ 71- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 71- 10.9" 12 Design conforms to main windforce-resisting 8.00�z system and components and cladding criteria. Wind: 140 mph, h=21.8ft, 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 m 0 r P R OFFS,d' M-3x4 9 92 PE r 1-00 IPROVIDE FULL BEARING;Jts:2,4,3 B-00 �L ON b, 14, 2Q1 SFR R IO- JOB NAME : LENNAR 2664-E3C BURLINGTON - J4 EXPIRES:12/31/2015 Scale: 0.4736 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• J4 and Wamings before Construction commences. building component.Applicability of design parameters and proper ,19 4 WAS, WA ., `7 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 4' C DES. BY: LJ 3.Additional temporary bracing to insure stability tludng const action 2'D.C.and at 10'o.c.respectively unless braced throughout their length by 4 T� is the responsibility of the erector.Additional permanent bracing of Continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No bad should be applied to any Component until after all bracing and 4.Installation of truss is the responsibility of the respective Contractor. SEQ. : 617670 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any Component. and are for"dry condition"of use. T RAN S I D: 416785 5.CompuTrus has no Control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. '� 51398 Q! 7.Design assumes adequate drainage is provided. Q A 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 '��i CrSTER II II II II(IIII IIII IIII VIII VIII I III TPI/WfCA in SCSI,Copies of which will be furnished upon request. lines Coincide with joint center lines. ssf NAL G g. Digits indicate size of plate in inches. Q MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic Connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111111111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 91- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #11 BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 DF #11BTR SPACED 24.0" O.C. 2-3=(-216) 203 3-4=(-123) 47 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 DL 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.TN. (SPECIES) 01- 0.0" -29/ 442V -78/ 230H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 71- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 71- 11.2" -254/ 495V 0/ OH 1.50" 0.63 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 91- 11.7" -94/ 3BV 0/ OH 1.50" 0.06 DF ( 625) 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 acro 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 = 0.275" @ 31- 10.7" Allowed = 0.598" 12 MAX TC PANEL TL DEFL = -0.242" @ 31- 11.0" Allowed = O.H97" 8.00 MAX HORIZ. LL DEFL = -0.003" @ 7'- 11.2" 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=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads r in the plane of the truss only. o -7 0 PROFFS o M-3x4 s� 9 2_QQ PE r 1-00 8-00 IPROVIDE FULL BEARING. 1-11-11 OREGONNtK �!(� 14, 2ID P+ MFRR1I�� JOB NAME : LENNAR 2664-E3C BURLINGTON - J5 EXPIRES:12/31/2015 Scale: 0.4534 WARNINGS: GENERAL NOTES,unless otherwise noted: 8 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 , F wns 0 Truss: J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 1� 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 3.Additional temporary bracing to insure stability during construction DES. BY: L J a the responsibility of the erector.Additional permanent bracing of 2'continuous and s 10'sheathing respectively unless braced throughout their length). �Q O� continuous sheathing such asplywoodtl required in ere shown drywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiretl 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. : 6176710 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. T RAN S I D: 416785 8.Design assumes full bearing at all supports shown.Shim or wedge if 51398 5.CompuTms has no centro)over and assumes no responsibility for the necessary. � fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. Q '� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ICS P�j$'psR� IIIIiI II I III VIII II IIII I I IIII IIII TPI/WTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. Q � MiTek USA,Inc./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MAL r L 11111111111111 IIIIII III This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 S TC: 2x4OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 OF #I&BTR SPACED 24.0" O.C. 2-3=(-275) 259 3-4=(-112) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12 DC. 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 BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -29/ 444V -94/ 276H 5.50" 0.71 OF ( 625) LL = 25 PSF Ground Snow (Pg) 71- 9.2" 0/ 152V 0/ OR 5.50" 0.24 OF ( 625) 71- 11.2" -259/ 473V 0/ OH 1.50" 0.61 OF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 4 I1'- 11.7" -38/ 61V 0/ OH 1.50" 0.10 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 24-7- VERTICAL 9 "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" @ 41- 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'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 8.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, i Truss designed for wind loads o in the plane of the truss only. m Ep PR�OFFss/ M-3x4 92 PE 1-00 8-00 IPROVIDE FULL BEARING;Jts:2,5,3,4 3-11-11 OREGON11 �!(� �O Y 14, MFR R10- JOB 10-JOB NAME : LENNAR 2664-E3C BURLINGTON - J6 Scale: 0.4096 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 ,•� F WAs `�f� Truss: J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper V 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: L J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q 0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). DATE: 2/4/2015 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. : 6176711 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. T RAN S I D: 416785 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7,Design assumes adequate drainage is provided. �j, �ACIS•I•ER� �C! 6.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 II II III IIII I 11111111111111 IIII TPI/ArrCAin BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSI .n1G 9.Digits Indicate size of plate in inches. 011jAL Gv_ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) VIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" G.C. 2-3=(-315) 300 3-4=(-113) 65 TC LATERAL SUPPORT c= 12"OC. UON. LOADING 4-5=( -29) 28 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 SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -30/ 444V -106/ 311H 5.50" 0.71 OF ( 625) 71- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5 7'- 11.2 -263/ 477V 0/ OH 1.50 0.61 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -69/ 102V 0/ OH 1.50" 0.13 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. 13'- 4.9" -25/ 56V 0/ OH 1.50" 0.09 DF ( 625) 4 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 = 0.209" @ 41- 5.3" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.252" @ 31- 11.0" Allowed = 0.897" 12 8.00 MAX HORIZ. LL DEFL = -0.005" @ 13'- 4.2" MAX HORIZ. TL DEFL = -0.005" @ 13'- 4.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. 0 PROFFS � 1 M-3x9 6 92 PE 1 y 1-00 8-00 5-09-15 G 2j OREGON,%Dr PROVIDE FULL BEARING;Jts:2,6,3,9,5 /O '9 y 14, 20 P+ SER R I O-� JOB NAME : LENNAR 2664-E3C BURLINGTON - J7 Scale: 0.3625 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: LZ" 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 A Truss: J7 and Warnings before construction commences, building component.Applicability of design parameters and proper �Y + 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: L J 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 drywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6176712 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: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 q' 5.CompuTms has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. Q �l? 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 +��, Cl$TER VIII I II III IIII VIII IIII IIII I III TPI/VJfCA in BCSI,copies of which will be fumishetl upon request. lines coincide with joint center lines. s (y B.Dig As indicate size of plate in inches. SINAL MiTek USA,Ino./ConlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) III III)III This design prepared from computer input by t PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-5B) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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" -73/ 301V -16/ 63H 5.50" 0.48 DF ( 625) 1'- 9.2 -30/ 27V 0/ OH 5.50" 0.04 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . 1_11_11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -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" 12 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 8.00 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 11- 10.9" 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=19.8ft, 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 m 0 r` d o m o _ 0 M-3x4 G`pPR�p�F,,-s/o <c, 1.2�/ PE 2y� 2-00 PROVIDE FULL BEARING. yG ,�OREGON�� lV� �O qy 14, 20 P+ MFR R I JOB NAME : LENNAR 2664-E3C BURLINGTON - SJ1 EXPIRES:12/31/2015 Scale: 0.7786 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 Truss• S J 1 and Warnings before construction commences. building component.Applicability of design parameters and properw e 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 4' C DES. BY LJ 3.Additional temporary bracing to insure stability during const 2•o.c.and at 10'o.c.respectively unless braced throughout their length by Q �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 DATE: 2/4/2015 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 EQ. : 6176713 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: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if S.CompuTm,has no control over and assumes no responsibility for the necessary. v +� 51398 fabrication,handling,shipment and installation of components. ne sign 7.Design assumes adequate drainage is provid,an QI� L'CIS1'QR� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center c IIIIII VIII VIII IIII VIII IIII VIII IIII IIII TPI WTCA in BCSI,copes of which will be furnished upon request lines coincide with joint center lines. ssr N 8.Dig indicate size of plate cinches. Q MiTek USA,Inc./COrI1pUTNS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) AL IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 31- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 63 2-4=(0) 0 BC: 2x4 OF 41&BTR SPACED 24.0" O.C. 2-3=(-B5) 54 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 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" -58/ 322V -31/ 104H 5.50" 0.52 OF ( 625) 1'- 9.2 -4/ 62V 0/ OR 5.50 0.10 OF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -54/ 94V 0/ OR 1.50" 0.15 OF ( 625) 8.00 F7 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/lBO BOTTOM CHORD CHECKED FOR lOPSF 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 31- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 31- 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 o in the plane of the truss only. 0 0 r� 0 rn 0 0 M-3x4 ��E1) PROIN 9 y 14 -9 2 PE r 2-00 1-11-11 9G ,�OREGON�� PROVIDE FULL BEARING. /O 9Y 14 �FRRIL�-�[ JOB NAME : LENNAR 2664-E3C BURLINGTON - SJ2 EXPIRES:12/31/2015 Scale: 0.8836 WARNINGS: GENERAL NOTES,unless otherwise noted: •�9 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: S J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper WAN 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 O� ,�4' C� t, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �P 0 DATE 2/4/2015 responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the res onsibilit of the buildingdesigner. 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. : 6176714 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: 416785 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 51398 [y 7.Design assumes adequate drainage is provided. y4 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 AA GIsTER IIII II II III IIII VIII IIII IIII I I III TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssNAL 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) rQ t VIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 51- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-126) 79 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" -25/ 310V -46/ 146H 5.50" 0.50 DF ( 625) 11- 9.2" -47/ 154V 0/ ON 5.50" 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pg) 51- 11.7" -83/ 144V 0/ OH 1.50" 0.23 IF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND.-2-. Design 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX BC PANEL LL DEFL = 0.004" @ 11- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" 12 8.00 �7 MAX HORIZ. LL DEFL = -0.001 @ 5'- 10.9" MAX HORZ. TL DEFL = -0.001 @ 5'- 10.9" 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 o in the plane of the truss only. 0 o� - o _ 0 4 1 M-3x9 PRO �F�s/o2 etc, �2�! PE T. 1-00 2-00 3-11-11 PROVIDE FULL BEARING;Jts:2,4,3 OREGON�� MFRRILL� JOB NAME : LENNAR 2664-E3C BURLINGTON - SJ3 Scale: 0.5681 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: l'�_ y_RRIQ,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: S J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,V f W/�$Jy� �T 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: LJthAdditional permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T Ox is e responsibility of the erector. onal peanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** / 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6176715 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: 416785 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 Q4 necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �(�G•tS,I,ER� 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 IIIIII I II IIID III I VIII 11111111111111 III IIIIII I III TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Ss, NA G B.Digits indicate size of plate in inches. 0 L� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)