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Plans (54) 1a� 3a-0" � DEC 9w ?o,5 OARKIE WOF1i 14'x' C All #2rn r N(6) e 12 4 Imp � m 142 r r g� r —I 17$ T-0' W0 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENTREFER TO LENNAR 12/12/13 TRUSS CALCOULATIDNS AND ENGINEERED STRUCTURAL PROJECT ECT TAR REVISION-1: DRAWINGS GINEERFOR FURTHER PadflALumher LENNAR-MULBERRY AMERICAN 2571 OF ATION.ROFING PLAN DRAWN BY: JP REVISION-2.' RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2571 A / MULBER H DERIEVIEWNEER ANDIAPPROVEOFALLOr & TRUSS COMPANY DELIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 411W W4r 1V4T 14 r CaARAtiE LEFT m 4012 �PI r r AS 194r e:12 E 4 Ib r r 4 4 „r g � m m 6'41r W41r r4r 174r ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE. ABOVE PLAN PROVIDED FOR TRUSS OLY.REFER TO LENNAR 12/12/13 PLACEMENTTRUSSCALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PacMiLumber INFORMATION.BUILDING LENNAR-MULBERRY AMERICAN 2571 DES IGNER/ENGINEEROFRECORD PLAN: DRAWN BY. JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS,BUILDING 2571 A / MULBER H DESIGNER/ENGINEER DAPPOEOFALDTO TRUSS REVIEW AND APPROVE OF ALL C O M P A N Y DELIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. l MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIMITCA in SCSI,copies of which will be furnished upon request. 7. Refer to ANSI/TPI-1 Section 2.3 for RESPONSIBILITIES WHERE LEGAL REQUIREMENTS MANDATE A REGISTERED DESIGN PROFESSIONAL FOR BUILDINGS. GENERAL NOTES,unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). F f�04 61 PALL �! `^`�` �NGItiE�cfi JJv 82E'E ija7b ` � ,� 9,y(OiZEGON�� Q. ��'• E''S i ERS} t;,C� � '�RY �5 CLQ` yA L f' V` PAL L t1�J EXPIRFS Job Transmittal MiTek USA Inc. IIIIIII�I�I�IIIIIIIIII�IIII�IIIIIIIII��I 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951) 273-0040 Transaction ID: 428056 TO: PACIFIC LUMBER & TRUSS DATE: 5/2212015 ATT: Bob Cairns Drawings Repairs Sequence Ws Description 27 0 6273454-6273480 LENNAR 2571-A MULBERY AMERICAN5 -LEI Transmittal Notes: Design Notes: FTP:428056.zip 5/22/2015 4:02:04 PM Page 1 11111111111111 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 401- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4DF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-10=(-527) 3816 3-10=(-395) 230 2x4 DF 240OF T1, T4 SPACED 24.0" O.C. 2- 3=(-4119) 589 10-11=(-403) 3185 10- 4=( 0) 563 BC: 2x4 OF #1&BTR 3- 4=(-3751) 391 11-12=(-403) 3185 4-11=(-944) 169 WEBS: 2x4 OF STAND LOADING 4- 5=(-2622) 316 12- 8=(-527) 3816 11- 5=( -69) 1275 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2622) 316 11- 6=(-944) 169 TC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3751) 391 6-12=( 0) 563 BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4119) 589 12- 7=(-395) 230 8- 9=( 0) 72 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 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" -218/ 1908V -110/ 110H 5.50" 3.05 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 40- 0.0" -218/ 1908V 0/ OH 5.50" 3.05 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.309" @ 201- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.727" @ 201- 0.0" Allowed = 2.606" MAX LL DEFL = -0.036" @ 421- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 421- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.105" @ 391- 6.5" MAX HORIZ. TL DEFL = 0.174" @ 391- 6.5" 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 20-00 20-00 in the plane of the truss only. 7-02-08 6-04-12 6-04-12 6-04-12 6-04-12 7-02-08 12 12 4.00 E-,- M-4x6 a 4.00 4.0" 5 h M-5x8(S) M-3x44 3.0" M-3x4 M-5x8(S) PRO q'9' 0.25" 0.25" �� , 2Y 0 3 + + 7 92 PE r It 1 o z 9 0 2 o M-3x10 M-3x9 V•25' M-3x4 M-3x10 0 9 OREGON M-5x8(S) L�O'Ligy 74, 29� 10-04-14 9-07-02 9-07-02 6 10-04-14 SER RILL 0P 2-00 40-00 2-00 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A4 Scale: 0.1484 SIL 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 �, QD Truss• A4 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. hT O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA s the res onsibil' of the erector.Addit Additional permanent bradn of 2'o.c.and at 10•o.c.respectively unless braced throughout their len44th by responsibility Pe 9 continuous sheathing such as plywood sheathing PC)and/or drywall$C). DATE• 5/22/2015 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. : 6273454 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, S 1398 design loads be applied to any component. and are for"dry condition'of use. "� pQ'1 TRANS I D: 428056 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 O Acts rER� 1 fabrication,hantlling,shipment and installation of components.s. 7,Design assumes adequate drainage is provided. aS'S+jO G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center AL IIII I VIII IIIA VIII IIII I II VIII III III TPIM?CA in SCSI copies of which will be furnished upon request lines coincide with joint center lines. 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) 1111 IIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 401- 0.0" COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 OF #1&BTR. LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12110C. 00N. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHDRD = 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHARD = 10.0 PSF in the plane of the truss only. Unbalanced live loads have been TOTAL LDAD = 42.0 PSF Gable end truss on continuous bearingwall UON. considered for this design. M-lx2 or equal typical at stud verticals. LL = 25 PSE Ground Snow (Pg) Refer to CompuTrus gable end detail for LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 20-00 20-00 10-06-03 9-05-13 9-05-13 10-06-03 12 IIM-4x4 12 4.00 F-- 3 a 4.00 i M-3x6(5) M-3x6(5) o IN 2 o� PERM 7 0 M-3x6(S) o M-3x4 OREGON�tK �lV� 20-00 20-00 MyL 14, 2-00 40-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Al EXPIRES:12/31/2015 Scale: 0.1990 X11 j WARNINGS: GENERAL NOTES,unless otherwise noted: J� �F 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual Q wns Truss: Al 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 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at x DES. BY: LA is the responsibility of the erector.Additional permanent bracing of rant.ous shand at eathing o.c. respectively unless braced throughoutnd/or heir length by plywood g(T ) rywall(eC). DATE: 5/22/2015 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. : 6273455 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. 51398 .4- TRANS I D: 428 056 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. ss G 6.This design is furnished subject to the limitations set forth by B.plates shall be located on both faces of truss,and placed so their center fONAL� L IIII VIII VIII(IIII VIII I III I I IIII IIII TPI WfCA in SCSI,espies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 19- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-239) 1462 3-7=(-454) 229 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-1614) 281 7-8=(-116) 773 7-4=( 0) 606 WEBS: 2x4 DF STAND 3-4=(-1218) 108 4-8=(-956) 172 LOADING 4-5=( -134) 76 8-5=(-183) 85 TC LATERAL SUPPORT <= 12110C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 0 BC LATERAL SUPPORT <= 12110C. CON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -182/ 1064V -84/ 254H 5.50" 1.70 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 191- 5.5" -102/ 817V 0/ OH 5.50" 1.31 IF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -21- 0.0" Allowed = 0.267" MAX LL DEFL = -0.052" @ 61- ll.B" Allowed = 0.927" MAX TL CREEP DEFL = -0.119" @ 6'- ll.B" Allowed = 1.236" MAX HORIZ. LL DEFL = 0.016" @ 191- 0.0" MAX HORIZ. TL DEFL = 0.027" @ 19- 0.0" Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-00-05 5-11-11 6-01-12 0-03-12 load duration factor=1.6, Truss designed for wind loads 12 in the plane of the truss only. 4.00 F_- M-1.5x3 6 5 M-5x6(S) 0.25" N m � O i M-1.5x3 0 3 r 0 O IN Zz 92 PE r i e O M-3x9 M-3x9 M-3x9 a y OREGON 10-01-10 9-03-19 2-00 19-05-08 �IcRR�L�• JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A5 EXPIRES:12/31/2015 Scale: 0.2700 WARNINGS: GENERAL NOTES,unless otherwise noted � 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 W Truss• AS and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their Iegh by continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 5/22/2015 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. : 6273456 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, 51398 design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 428056 6.Design assumes full bearing at all supports shown.Shim or wedge if Oy 5.CompuTrus has no control over and assumes no responsibility for the GISTER �` fabrication,handling,shipment and installation of components. necessary. s G 7.Design assumes adequate drainage is provided. s 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 IDNAL IIIIII I(�IIII VIII III)VIII VIII IIII IIII TPVWlCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 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) IIII111 1�IIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( O) 72 2-11=(-1005) 7101 2- 3=(-7507) 1068 2x4 OF 240OF T4 SPACED 24.0" O.C. 2- 3=(-7507) 1068 11-12=( -555) 4135 3-11=( -119) 191 BC: 2x4 OF #1&BTR; 3- 4=(-7306) 879 12-13=( -375) 3053 11- 4=( -336) 3477 2x4 OF 240OF B1 LOADING 4- 5=(-3260) 408 13-14=( -410) 3179 4-12=(-1445) 232 WEBS: 2x4 DF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2606) 310 14- 9=( -513) 3830 12- 5=( -2) 462 2x4 DF #1&BTR A DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2620) 317 5-13=( -865) 146 TOTAL LOAD = 42.0 PSF 7- 8=(-3796) 394 13- 6=( -76) 1295 TC LATERAL SUPPORT <= 12110C. UON. 8- 9=(-4133) 574 13- 7=( -938) 176 BC LATERAL SUPPORT <= 12110C. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 72 7-14=( 0) 591 14- 8=( -378) 221 OVERHANGS: 24.0" 24.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 01- 0.0" -218/ 1908V -110/ 110H 5.50" 2.85 OF ( 670) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 401- 0.0" -218/ 1908V 0/ OR 5.50" 3.05 OF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -21- 0.0" Allowed = 0.267" MAX LL DEFL = -0.538" @ 10'- 11.3" Allowed = 1.954" MAX TL CREEP DEFL = -1.255" @ 10'- 11.3" Allowed = 2.606" MAX LL DEFL = -0.036" @ 421- 0.)" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 421- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.212" il 391- 6.5" MAX HORIZ. TL DEFL = 0.352" @ 391- 6.5" 20-00 20-00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-07-15 5-03-15 3-07-14 5-04-04 6-04-12 6-04-12 7-02-08 load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 c-- M-4x6 a 4.00 4.0" 6 „sr M-7x10(S) M-3x9 M-3x9 0.25" 4 o M-6x16 M-4x63 + OB 25\ 0E0 PR(0)FFs M-1.5X3 - t`��5 � ZZ9 s/O2 M-3x6 - ii 9 1 M-10x14 92 PE f 0 2 1 M-3x4 M-3x10 14 10 � M18HS-5x16 U.25" o 2.00 2.00 M-5x8(S) lz 12 , y` ,�OREGONI\tK 7-05-12 6-10-08 5-07-12 10-00 10-00 �� '9Y 14, 213 P+ 2-00� 7-05-12 7-00-04 25-06 2-00� MFR RI�1.0 2-00 40-00 2-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A3 EXPIRES:12/31/2015 Scale: 0.1984 WARNINGS: GENERAL NOTES unless otherwise noted ,� f WAS.,- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 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.Add tonal temporary bracing to insure stability during construction 'G DES. BY: LA continuous and et 10'o.c,respectively unless braced(TC)and/or their lengyth by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). DATE: 5/22/2015 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. : 6273457 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, S 1398 C design loads be applied to any component. and are for"dry condition"of use. '� w TRANS I D: 428056 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 O�� ACISTER� fabrication,handling,shipment and installation of components. necessary. s G 7.Design assumes adequate drainage is rovided. S 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 IONAL� IIII VIII IIII IIII VIII I III I I IIII IIII TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits initiate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 401- 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) 72 2-11=( -633) 4058 2- 3=(-4306) 675 BC: 2x4DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4306) 675 11-12=( -296) 2021 3-11=( -289) 212 WEBS: 2x4 DF STAND 3- 4=(-3985) 472 12-13=( -158) 1284 11- 4=( -175) 2158 LOADING 4- 5=(-1397) 187 13-14=( -315) 65 4-12=( -990) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -739) 135 14- 9=(-1387) 124 12- 5=( -4) 486 BC LATERAL SUPPORT <= 12110C. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -754) 133 5-13=( -895) 150 TOTAL LOAD = 42.0 PSF 7- 8=( -356) 1975 13- 6=( 0) 219 OVERHANGS: 24.0" 24.0" 8- 9=( -172) 1561 13- 7=( -78) 1145 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 72 7-14=(-2433) 475 14- 8=( -561) 244 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 01- 0.0" -172/ 1319V -110/ 110H 5.50" 2.11 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 301- 0.0" -308/ 2512V 0/ OH 5.50" 3.76 DF ( 625) 401- 0.0" -231/ 84V 0/ OH 5.50" 0.13 DF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -21- 0.0" Allowed = 0.267" MAX LL DEFL = -0.264" @ 7'- 5.8" Allowed = 1.454" MAX TL CREEP DEFL = -0.614" @ 7'- 5.8" Allowed = 1.939" MAX LL DEFL = 0.012" @ 321- 10.1" Allowed = 0.477" MAX LL DEFL = -0.036" @ 421- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 42'- 0.0" Allowed = 0.267" MAX BC PANEL TL DEFL = -0.258" @ 351- 6.3" Allowed = 0.596" 20-00 20-00 MAX HORIZ. LL DEFL = 0.091" @ 301- 0.0" 5-07-15 5-03-15 3-07-14 5-04-04 6-04-12 6-04-12 7-02-08 MAX HORIZ. TL DEFL = 0.150" @ 301- 0.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 2 9.00 M-4x6 4 0O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 6 M-6x16(S) in the plane of the truss only. 0 M-3x9 3.0" �M-4x8 M-5x8(5) .25" 5 M-5x16 4 0.25" o ,M-9x9 3 + 9 _ C`�ED PROFS M-1.5x3 _ C�� IN 2Z ° M-3x9 i �� 9 2 I M-6x8 1210 10o 92 PE 9� o M-5x8 �.25" M-5x6 M-3x4 0 02.00 2.00- M-5x8(S) G 12 12 9L ,�OREGON1%tK lV�z 7-05-12 6-10-08 5-07-12 10-00 10-00 �4 14. 2� P'E 2-00 7-05-12 7-00-04 25-06 2-00 SER RILE-� 2-00 IPROVIDE FULL BEARING;Jts:2,14,9 40-00 2-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A2 Scale: 0.1365 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted. W•A�.o.t'�'�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper O� 0. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �T O 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LA 3.Additional temporary bracing to insure stability during construct on 2'o.c.and at 10'o.c.respectively unless braced throughout their len4qth by x is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). DATE: 5/22/2015 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. : 6273458 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, S 1398 4 design loads be applied to any component. and are for"dry condition"of use. '� sq TRANS I D: 428056 6.Design assumes full bearing at ail supports shown.Shim or wedge if O� 8 5.CompuTrus has no control over and assumes no responsibility for the Cif$'pFR fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. ssG 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center ZONAL IIIIII I II VIII VIII VIII VIII VIII IIII IIII TPIANlCA in BCSI,copies of which will be furnished upon request. lines coincide wjoint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,IncdCOmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111111111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 31- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 01 101 2- 7=(-227) 1889 7- 3=( 0) 339 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2233) 299 7- 8=(-230) 1886 3- 8=(-749) 165 WEBS: 2x4 DF STAND 3- 4=(-1507) 257 8- 9=(-231) 1889 8- 4=( -92) 873 LOADING 4- 5=(-1507) 259 9- 6=(-228) 1892 8- 5=(-753) 194 TC LATERAL SUPPORT <= 12"DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2234) 300 5- 9=( 0) 339 BC LATERAL SUPPORT <= 12"DC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) For hanger specs. - See approved plans 01- 0.0" -258/ 1542`! -161/ 174H 5.50" 2.47 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 311- 0.0" -168/ 1302`! 0/ OH 5.50" 2.08 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DE^LECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.094" @ 15'- 6.0" Allowed = 1.504" MAX TL CREEP DEFL = -0.224" @ 15'- 6.0" Allowed = 2.006" MAX HORIZ. LL DEFL = 0.043" @ 30'- 6.5" MAX HORIZ. TL DEFL = 0.072" @ 30'- 6.5" Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 15-06 15-06 Truss designed for wind loads n the plane of the truss only. 8-02 7-04 7-04 8-02 12 12 6.00 p M-4x6 Q 6.00 4.0" 4 3. M-3x4 M-3x4 3 5 0 0 PROIN ZZ9 92 PE 9r M M O �(O 7 8 9 **6 0 1 M-3x6 M-1.5x3 M-5x M-1.5x3 M-3x6 io -9 OREGON fy� � l � 14. 13N2 'E- tK 8-00-04 7-05-12 -05-12 8-00-04 MFRRIU-0P 2-00 31-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B2 Scale: 0.1880 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ,1" WAsf/.,''i• 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 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. O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'D.C.and at 10'D.C.respectively unless braced throughout their lenBC).by continuous sheathing such as plywood sheathing(TC)and/or drywall 2' DATE: 5/22/2015 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. : 6273459 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. '� 51398 w TRANS I D: 428056 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their Center ZONAL IIII I II I III IIID I I III I IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. IMiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) \ IIIIIII VIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 311- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16BTR SPACED 24.0" O.C. Wind: 140 mph, h=23ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12110C. UON. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12110C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Gable end truss on continuous bearing wall UON. M-lx2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-06 15-06 12 IM-4x4 12 6.00 p 3 Q 6.00 i o o rn � PRO 2FFssi " o 9 1 M-3 6( S) 1592. PE M-3x4 x4 OREGON 15-06 15-06 i� -4? 4, P 2-00 31-00 RRILL JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B1 EXPIRES:12/31/2015 Scale: 0.2600 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: B 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 rs the responsibility of the building designer. �T O 2.Design assumes the top and bottom chords to be laterally braced at 3.Add tonal temporary bracing to insure stability during construction DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 2'continuous and at 1P o.c.respectivelyly unless braced throughout their length by continuous sheathing such as plywood meed in ere s and/or drywall C). DATE: 5/22/2015 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. : 6273460 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, S 139H design loads be applied to any component. and are for"dry contlRion"of use. '� T RAN S I D: 428056 6.Design assumes full bearing at all supports shown.Shim or wedge if O 8 5.CompuTrus has no control over and assumes no responsibility for the necessary. C1S�A fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. ss � 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 ZONAL IIIIII III I III VIII 111111111111111 III I III VIII IN IIII TPVWFCA in SCSI,copies of which will be furnished upon request. lines coincide wjoint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII VIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 331- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 1-3-(-920) 191 5-1=( -61) 62 3-6=(0) 347 2x6 OF SS T1 SPACED 24.0" O.C. 2-3=( 0) 0 1-6=(-138) 741 BC: 2x4 OF #1&BTR WEBS: 2x4 DF STAND 3-9=(-931) 216 6-9=(-135) 799 LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _____________________________________ 121- 2.9" -57/ 377 -60/ 62H 0.00" 0.00 "999 ( 0) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 15- 0.4" -596/ 820V 0/ OH 185.50" 1.31 IF ( 625) ALL TOP CHORD AREAS NOT SHEATHED 311- 0.0" -126/ 680V O/ OH 5.5D" 1.09 DF ( 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 24 "oc s acro . M-1.5x.4 or equal at non-structural BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = 0.000" @ 0'- O.D" Allowed = 0.267" Unbalanced live loads have been MAX LL DEFL = -0.017 @ 22'- 10.3 Allowed = 0.754" considered for this design. MAX TC PANEL TL DEFL = 0.084" @ 18'- 11.6" Allowed = 0.799" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.006" �2 301- 6.5" GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX HORIZ. TL DEFL = 0.01411 30'- 6.5" Wind: 140 mph, h=22ft, 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 15-06 15-06 in the plane of the truss only. 19-06 3-06 B-00 12 12 6.00 p -M-4x4+ D 6.00 2 M-4x6 n 3 'aEp PROIN Zz9 io29 92 PE M (h O I O o M-3x4+(s) M-3x6 M-165x3 M-3x9 4 o +� OREGON M-,3x4+ ,y� 1% 12-02-15 10-09-01 B-00 �y 14, 20 Q+ 2-00 31-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B3 EXPIRES:12/31/2015 Scale: 0.1999 ALL WARNINGS: GENERAL NOTES,unless otherwise noted ,� f cops,_ 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 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 bottom chords to be laterally braced at .� DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywall?.C). DATE: 5/22/2015 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. : n a non-corrosive environment, S 13TH 4 design loads be applied to any component. and are for"dry condition"of use. '� � �cv1 T RAN S I D: 428056 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 �A�, �'V+IS•LER" necessary. fabrication,handling,shipment and instalWtion of components. 7,Design assumes adequate drainage is provided. 6.This desgn is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ONAL 111111 II II VIII VIII I 11111111111111 III VIII III III TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) VIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 16- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-33) 621 6-3=(0) 374 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-819) 92 6-4=(-33) 621 WEBS: 2x4 DF STAND 3-4=(-819) 92 LOADING 4-5=( 0) 101 TO LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -161/ 900V -88/ 88H 5.50" 1.44 DF ( 625) 16'- 0.0" -161/ 900V 0/ OH 5.50" 1.44 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CON D. 2: Design checked for net(-5 sf) uplift at 24 "o c s p acro . BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/lBO AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -21- 0.0" Allowed = 0.267" MAX TL CREEP DEFL = -0.042" @ B'- 0.0" Allowed = 1.006" MAX LL DEFL = -0.036" @ 18'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 18'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.070" @ 4'- 2.8" Allowed = 0.545" MAX HORIZ. LL DEFL = 0.007" @ 151- 6.5" MAX HORIZ. TL DEFL = 0.012" @ 151- 6.5" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, B-00 B-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 p IIM-4x4 Q 6.00 in the plane of the truss only. 4.0" 3 f 1. u� i 0 ED PROFS IN s 1 M-3x4 M-1.5x3 M-3x4 5 9 2 PQP E N lv� 8-00 8-00 OREGO '9L � qy 14, z-oo 16-00 z-oo MERRII.L 0P JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C1 EXPIRES:12/31/2015 Scale: 0.3337 RRII.L WARNINGS: GENERAL NOTES,unless otherwise noted: ,� WAs,. 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 Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �Q' O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at x DES. BY: LA s the responsibility of the erector.Additonal permanent brat ng of 2'o.c.and at 10'o.c.respectively unless braced throughout their leth by continuous sheathing such as plywood sheathing(TC)and/or tlrywalKth DATE: 5/22/2015 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. : 6273462 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a norrconosive environment, S 1398 � design loads be applied to any component. and are for"dry condition"of use. T RAN S I D: 428056 6.Design assumes full bearing at all supports shown.Shim or wedge if 04 5.CompuTrus has no control over and assumes no responsibility for the . fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage's provided. sS' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f�NAL IIIIII III III VIII IIII 11111111111111 III TPINVECA in SCSI,copies of which will be furnished upon request lines coincide wjoint center lines. 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) II IIII III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUM3ER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-34) 622 5-3=(0) 374 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2-3=(-821) 93 5-4=(-34) 622 WEBS: 2x4 DF STAND 3-4=(-820) 92 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 01- 0.0" -170/ 923V -72/ 87H 5.50" 1.48 DF ( 625) For hanger specs. See approved plans LL = 25 PSF Ground Snow (Pg) 16'- 0.0" -80/ 671V 0/ ON 5.50" 1.07 OF ( 625) ** - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -21- 0.0" Allowed = 0.267" MAX TO PANEL LL DEFL = 0.107" @ 111- 9.3" Allowed = 0.545" MAX TO PANEL TL DEFL = 0.416" @ 111- 9.4" Allowed = 0.817" MAX HORIZ. LL DEFL = 0.007" @ 151- 6.5" MAX HORIZ. TL DEFL = 0.012" @ 15'- 6.5" 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 8-00 8-00 in the plane of the truss only. 12 12 6.00 p TIM-4x4 Q 6.00 4.0" 3 f 1. ui i 0 Eo PROIN FFs O M 5 , 4 1 M-3x4 M-1.5x3 M-3x4 o Q 92 PE f a-oo � 8-00 � � OREGON 6 � 2-00 16-00 �O Y 14, 213�P+ MFRR10- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C2 Scale: 0.3360 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: a� F 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 1A Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at x DES. B Y: LA 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(..). DATE: 5/22/2015 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. : 6273463 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, S 13TH design loads be applied to any component, and are for"dry condition"of use. !L TRANS I D: 428056 6.Design assumes full bearing at all supports shown.Shim or wedge if S1'E 5.CompuTrus 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. ss G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f�NAL IIII VIII VIII VIII ilii I I I VIII IIII IIII TPIAN CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #16BTR SPACED 24.0" 0.C. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12110C. UON. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only. TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. B-00 8-00 12 12 6.00 p I IM-4x4 Q 6.00 3 ti 0 2 4 m 0 0 IN s/0, M-3x4 92 PE 9r 2-00 16-00 L/O�9y14 01% ERRILL EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C3 Scale: 0.4605 x>z¢L WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• C3 and Warnings before construction commences. building component.Applicability of design parameters and proper Q Cl p 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.=ration the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout Meir leN by Po �' Pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywal�C). DATE• 5/22/2015 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. : 6273464 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, +fl 51398 �{r4 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 428056 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge if l�Gt gti� _l4V �C fabrication,handling,shipment and installation of componentsnecessary. . 7.Design assumes adequate drainage isprovided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center NAL IIIIII II I III VIII VIII I III VIII I I IIITPI WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111 IIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 121- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-23) 442 6-3=(0) 274 BC: 2x4 OF 416BTR SPACED 24.0" O.C. 2-3=(-590) 67 6-4=(-23) 442 WEBS: 2x4 DF STAND 3-4=(-590) 67 LOADING 4-5=( 0) 101 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12110C. CON. DL ON BOTTOM CHORD = 10.0 PSE TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZESQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -139/ 732V -69/ 69H 5.50" 1.17 DF ( 625) 121- 0.0" -139/ 732V 0/ OH 5.50" 1.17 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 acin . BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -21- 0.0" Allowed = 0.267" MAX LL DEFL = -0.036" @ 14'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 14'- 0.0" Allowed = 0.267" MAX TO PANEL LL DEFL = -0.018" @ 31- 2.8" Allowed = 0.396" MAX TO PANEL TL DEFL = 0.102" @ 31- 2.7" Allowed = 0.594" MAX HORIZ. LL DEFL = 0.003" @ ll'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 111- 6.5" 6-OC 6-00 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 IIM-4x4 Q 6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1. 0 i M fn ,ED P R OFFss M-3x4 M-1.5x3 M-3x9 s o �� ZZ9 X02 r// 92 PE 9r 6-00 6-00 OREGON�� ((� 2-00 12-00 2-00 �O '4y 14, 2� MFRRIU-0P JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D2 EXPIRES:12/31/2015 Scale: 0.4135 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 wAs � Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �� Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at D-S. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(rC)and/or drywal$C). DATE: 5/22/2015 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. : 627 3465 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. 51398 w TRANS I D: 428056 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 0 QCT hER� fabrication,handling,shipment and installation of components. necessary. c 7.Design assumes adequate drainage is provided. ss G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r�NAL VIII I II(IIII(IIII III VIII VIII I I IIII TPIIWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For For basic connector plate design values see ESR-1311,ESR-1988(MiTek) L IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 121- 0.0" ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. , TC: 2x4DF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC: 2 x 4 DF #1&BTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12110C. UON. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only. TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 6-00 12 12 6.00 L�- IIM-4x4 Q 6.00 3 M O I M 2 4 M O O �OFFs�/ M-3x4 M-3x4 92 PE yr 2-00 12-00 y oRE ON �O q r 14 �ERRI�L Q' EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D1 Scale: 0.5135 WARNINGS: GENERAL NOTES,unless otherwise noted: ,� F WASA,, '7>, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D 1 and 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. �T 0 3.Addhianal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at L, DES. BY: LA is the res nsibil' of the erector.Additional permanent bracing of c ntino.cend at 10'ox.respectively unless braced(rC)and/othroughoutr their len@@tlt by po nY ce 9 continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). DATE• 5/22/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6273466 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conoslve environment, S 13TH 4 design loads be applied to any component. and are for"dry condition'of use. '� 'w TRANS I D: 4 2 8 0 5 6 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 0A t'GIST'ER� �V necessary. fabrication,handling,shipment and installation of components. s G 7.Design assumes adequate drainage is Ir uss,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 NAL VIII I II VIII VIII VIII VIII VIII IIII IIII TPIANlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III III III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS 12-00-00 GIRDER SUPPORTING 16-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF kl&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3192) 663 1- 6=(-554) 2744 6- 2=(-148) 824 BC: 2x6 DF SS 2- 3=(-2296) 505 6- 7=(-547) 2705 2- 7=(-832) 205 WEBS: 2x4 DF STAND LOADING 3- 4=(-2296) 505 7- 8=(-547) 2705 7- 3=(-404) 1866 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3192) 663 8- 5=(-554) 2744 7- 4=(-832) 205 TO LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.3 PLF 0'- 0.0" TO 121- 0.0" V 4- 8=(-148) 824 BC LATERAL SUPPORT <= 12"OC. HON. BC UNIF LL( 175.0)+DL( 139.0)= 314.3 PLF 0'- 0.0" TO 121- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 01- 0.0" -474/ 2268V -51/ 51H 5.50" 3.63 DF ( 625) will have 1.5" mar.. nail penetration. 121- 0.0" -474/ 2268V 0/ OH 5.50" 3.63 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc s acro . VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.044" @ 6'- 0.0" Allowed = 0.554" MAX TL CREEP DEFL = -0.104" @ 6'- 0.0" Allowed = 0.739" MAX HORIZ. LL DEFL = 0.014" @ 11'- 6.5" 6-00 6-00 MAX HORIZ. TL DEFL = 0.023" @ 11'- 6.5" Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-OI 2-05 2-05 3-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 3 4.0,1 I I I ,M-4x4 "M- X r 2 3.1'. 4 0 i 0 i M M-5x10 M-5x10 M M O O o I 6 78 5 � QED PRpFF M-3x6 M-6x8 M-3x6 92 PE r 3-05-04 2-06-12 2-06-12 3-05-04 �I y GON lV� 12-00 L�02igORE)- 14, �'kh SFR R IO-�P JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - DGIRD EXPIRES:12/31/2015 Scale: 0.4436 BRILL WARNINGS: GENERAL NOTES,unless otherwise noted: ,,1" F WASJ�., ''i" 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 1A Truss: DGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4� �Q CT Cn� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �� 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: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their len@@ h by is Me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 5/22/2015 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. : 6273467 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. +�+ 51398 w TRANS I D: 4 2 8 0 5 6 6.Design assumes full bearing at all supports shown.Shim or wedge if O ISI'E 5.CompuTms has no control over and assumes no responsibility for the C R fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. ss C1 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�NALO IIII I I II I III VIII I VIII VIII IN IIII TPIAMCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Nits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII IIIIIIiI This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. TC: 2x4DF #16BTR LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF #1&BTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Uir), TC LATERAL SUPPORT <= 12"OC. UON, LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only. TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-06 6-06 12 12 6.00 p I i M-4x4 Q 6.00 3 0 i M 2 4 o PRQF�s I M-3x4 M-3x4 Q� 92 PE 9( a7 2-00 13-00 �O q14, 20 P+ SFy R R 10- EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - E1 Scale: 0.4867 ORRILL 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 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Gsj 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 chortls to be laterally braced at DES. BY: LA s the res nsibil' of the erector.Additional permanent brarJn of 2'o.c.and at 10'o.c.respectively unless braced throughout their len g4th by responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 5/22/2015 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. : 6273468 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, S 13TH design loads be applied to any component. and are for"dry condition"of use. T RAN S I D: 428056 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 L° fabrication,handling,shipment and installation of components. necessary. 7,Design assumes adequate drainage is provided. ss 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�NALO Ililll I II VIII VIII IIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III 111 III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 201- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 8=(-168) 1161 3- 8=(-283) 153 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1388) 220 8- 9=( -95) 771 8- 4=( -21) 451 WEBS: 2x4 DF STAND 3- 4=(-1216) 152 9- 6=(-168) 1161 4- 9=( -21) 451 LOADING 4- 5=(-1216) 152 9- 5=(-2B3) 153 TC LATERAL SUPPORT <= 12")C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1388) 220 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 101 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPY DUE TO THE SPATIAL 01- 0.0" -186/ 1089`✓ -110/ 110H 5.50" 1.74 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -186/ 1089`✓ 0/ OH 5.50" 1.74 DF ( 625) 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, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.037" @ 131- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.087" @ 131- 5.8" Allowed = 1.306" MAX LL DEFL = -0.036" @ 22'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 221- 6.0" Allowed = 0.267" 10-03 10-03 MAX HORIZ. LL DEFL = 0.016" d 20'- 0.5" MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" 5-04-12 4-10-04 4-10-09 5-04-12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 load duration factor=1.6, 6.00I� Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .1" M-1.50 M- .5x 3 5 0 I 0 4 OFFssi IN M o8 9c��' �'Ly M-3x4 M-3x9 M-3x9 M-3x9 7 01 92 P E r M-3x6(S) 7-00-03 6-05-11 7-00-03 ) yL OREGID 14-00 6-06 �� y 14 213NtK 2-00 20-06 2-00MFRRIU- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F2 EXPIRES:12/31/2015 Scale: 0.2494 7 L WARNINGS: GENERAL NOTES,unless otherwise noted: eq' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' ��WAS Truss: F 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is Me 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 x DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1o'o.c.respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/22/2015 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. : 6273469 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. '� 51398 w TRANS I D: 428056 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 5.CompuTrus has no control over and assumes no responsibility for the If C necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. ssG 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�NAL501 II II I it VIII VIII III) III III I IIII III) TPI/1NfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 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) I \ VIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 221- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-728) 125 6-1=(-43) 54 3-7=(0) 277 2x6 IF SS T1 SPACED 24.0" O.C. 2-3=( 0) 0 1-7=(-74) 584 BC: 2x4 DF #1&BTR 3-4=(-741) 160 7-4=(-69) 587 WEBS: 2x4 DF STAND LOADING 4-5=( 0) 101 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA _ __________________________________ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 5'- 0.7" -47/ 33V -53/ 44H 0.00" 0.00 yyyyy ( 0) ALL TOP CHORD AREAS NOT SHEATHED 7'- 6.4" -345/ 654V 0/ OH 95.50" 1.05 DF ( 625) ----------========_= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 201- 6.0" -198/ 810V 0/ OH 5.50" 1.30 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP cingCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spa . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 M-1.5x.4 or equal at non-structural MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.036" @ 22'- 6.0 Allowed = 0.200" Unbalanced live loads have been MAX TL CREEP DEFL = -0.046" @ 22'- 6.0" Allowed = 0.267" considered for this design. REFER TO COMPUTRUS STANDARD MAX TC PANEL LL DEFL = -0.018" @ 17'- 2.5" Allowed = 0.433" GABLE END DETAIL FOR COMPLETE MAX TC PANEL TL DEFL = 0.041" @ 10'- 8.6" Allowed = 0.632" SPECIFICATIONS. MAX HORIZ. LL DEFL = 0.005" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0,009" @ 20'- 0.5" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 10-03 10-03 Truss designed for wind loads 10-03 3-09 6-06 in the plane of the truss only. 12 2 -M-4x4+ 12 6.00 p Q 6.00 M-4x6 3 0 N T1 0 PRO'c o0 92 PE 7 M-3x4+(s) M-3x6 M-1.5x3 M-3x4 5 0 M-3x4+ 9 OREGON 9-11 9-01 6-06 L�Q�9Y 14 2-00 20-06 2-00 MFRRIL�- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F1 EXPIRES:12/31/2015 Scale: 0.2794 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractorshould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F 1 and Warnings before construction commences building component.Applicability of design parameters and proper 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: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)nless braced thuand/orhout tdeir lenggth by 9 PMr+ rywall(BC). DATE: 5/22/2015 the overall structure is the responsibility of the buildingdesgner. 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. : 6273470 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. 51398 w T RAN S I D: 4 2 8 0 5 6 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. ss+ .rwlG 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 TONAL IIII I VIII VIII VIII IIII IIII VIII IIII IIII TPI WfCA in BCSI copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111 IIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUM3ER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 31-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1614) 334 1- 7=( -278) 1372 2=( -558) 2680 5-10=(-722) 3486 BC: 2x6 OF SS 2- 3=( -426) 2028 7- B=( -268) 1320 2- 8=(-3270) 762 WEBS: 2x4 IF STAND; LOADING 3- 4=( -B92) 250 8- 9=(-1618) 428 8- 3=(-5460) 1228 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -912) 232 9-10=( -856) 4058 3- 9=( -968) 4524 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.0" V5- 6=(-4784) 1040 10- 6=( -876) 4160 9- 4=( -164) 630 TC LATERAL SUPPORT <= 12110C. UON. BC UNIF LL( 362.5)+DL( 266.5)= 629.0 PLF 0'- 0.0" TO 20- 6.0" V 9- 5=(-3868) 908 BC LATERAL SUPPORT <= 12110C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0 -430/ 1984V -91/ 91H 5.50 3.17 IF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 7'- 9.8" -1820/ 8198V 0/ ON 3.50" 5.52 DF (1485) 9" cc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 6.0" -883/ 4025V 0/ ON 5.50" 6.44 DF ( 625) 7" cc in 2 row(s) throughout 2x6 bottom chords, 9" cc in 1 row(s) throughout 2x4 webs, COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" cc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.014" @ 3'- 9.5" Allowed = 0.360" MAX TL CREEP DEFL = -0.033" @ 3'- 9.5" Allowed = 0.481" MAX LL DEFL = -0.044" @ 14- 11.2" Allowed = 0.604" MAX TL CREEP DEFL = -0.105" @ 14- 11.2" Allowed = 0.806" MAX HORIZ. LL DEFL = 0.008" @ 201- 0.5" 10-03 10-03 MAX HORIZ. TL DEFL = 0.013" @ 201- 0.5" Design conforms to main windforce-resisting 3-11-05 4-01-03 2-02-08 4-06-08 5-08-08 system acd components and cladding criteria. 12 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p TIM-4x4 Q 6.00 (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 designed for wind loads M-7x8 in the plane of the truss only. 3 1. M-3x10 5 M-3x8 o p i A M-sxlc M-5x12 D PRO�FSS NL HI 7MQ 10 9 0 6 � tv� � ZG�If✓9 2y o M-3x8 M-8x10 M-3x8 0 92 PE � 3-09-09 4-00-03 2-05-04 4-08-04 5-06-12 y y � ,h y OREGON 7-07 0-05-08 12-05-08 t G/O��9cy 14' PROVIDE FULL REARING;Jts:l 8,6 20-06 MERRlk� JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - FGIRD Scale: 0.2602 EXPIRES:12/31/2015 1ARRMI 46P WARNINGS: GENERAL NOTES,unless otherwise noted. ,� `T,f •�W 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: FG I R D and Warnings before construction commences. building component.Applicability of design parameters and proper Q� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �T O 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LA 3.Additional temporary bracing to insure stability p during construction 2-o.c.antl at 10'o.c.respectively unless braced throughout their length by x is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(t3C). DATE• 5/22/2015 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. : 6273471 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. S 13TH 4 design loads be applied to any component. and are for"dry condition"of use. '� 'w TRANS I D: 4280565.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. 7,Design assumes adequate drainages rovided. �ss G 6.This design is furnished subject to the limitations set forth by 8,plates shall be located on both faces of truss,and placed so their center I�NAL IIII I IIII III VIII I 11111111111111 III IIII II IIII TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate o inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC r LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 15 TC LATERAL SUPPORT <= 12110C. 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -182/ 583V -7/ 69H 5.50" 0.93 DF ( 625) 1'- 8.8" -128/ 65V 0/ OH 5.50" 0.10 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.5" -62/ 41V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" 6.00 p AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -21- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.7" Allowed = 0.095" MAX TC PANEL TL DEFL = 0.004" @ 1'- 0.7" Allowed = 0.143" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.7" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.7" Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I 0 ,-I M ,-I O I rn("1 O O I I N O 4 M-3x4 1 DIN O'9ss�0 zz 3 �� 2-00 1-11-08 92 PE r PROVIDE FULL BEARING;Jts:2,4,3 9G ,�OREGON�� lv� �O )114, MFRRI JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G2 EXPIRES:12/31/2015 Scale: 0.7914 WARNINGS: GENERAL NOTES,unless otherwise noted: ,� f WAst, 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 e, �0 Truss• G2 and Warnings before construction commences. building component.Applicability of design parameters and proper 0CT 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �Q' 0 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing er to insure stability rmn construction DES. BY: LA 2'o.c.end at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). DATE: 5/22/2015 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. : 6273472 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, S 13TH 4 design loads be applied to any component. and are for"dry condition"of use. '� � �cr� Qr T RAN S I D: 428056 5.CompuTws has no control over and assumes no responsibility for the 6.Design assumes Lull Dearing at all supports shown.Shim or wedge if �i, �'GIS•I•ER" fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. ss1OG 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 NAL IIII I I III III IIIII IIII II IIII IIII IIIITPI VJfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 IIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-74) 14 TC LATERAL SUPPORT <= 12110C. UON. LOADING BC LATERAL SUPPORT <= 12113C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -164/ 475V -8/ 71H 23.50" 0.76 DF ( 625) 1'- 10.7" -37/ 49V 0/ OH 1.50" 0.08 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.5" -85/ 34V 0/ OH 0.00" 0.00 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -21- 0.O" Allowed = 0.200" 6.00 p AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.7" MAX HORIZ. TL DEFL = -0.000" ? 1'- 10.7" Wind: 140 mph, h=19.7ft, 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. I M Z O I r 1 th I I M C O O I I N O M-3x4 4 I ED O IN L J ��t. ✓Izz 29 2-00 1-11-08 92 PE yG ,� OREGON�� lV� �O Y 14, 213 P} MFRRlk - JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G1 Scale: 0.7914 EXPIRES:12/31 J2015 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: G1 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 re the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their leng8th by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/22/2015 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. : 6273473 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. '� 51398 Cir T RAN S I D: 428 056 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 OAF �CIS1 ERS fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. ss G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TONAL )III I I II VIII VIII)III III VIII)III)III TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 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) IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-32) 28 3-5=(-150) 70 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-108) 57 WEBS: 2x4 DF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 01- 0.0" -134/ 525V -35/ 102H 5.50" 0.84 IF ( 625) LL = 25 PSF Ground Snow (Pg) 41- 11.5" -22/ 199V 0/ OH 5.50" 0.32 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -21- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.033" @ 1'- 10.8" Allowed = 0.295" 4-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.039" @ 21- 6.3" Allowed = 0.442" 12 MAX HORIZ. LL DEFL = -0.000" @ 4'- 7.7" 6.00 F71 MAX HORIZ. TL DEFL = -0.000" @ 4'- 7.7" M-1.5x3 4 Wind: 140 mph, h=20.9ft, TC DL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. i 0 ti I .-1 N O M M 171 I II C O - - I 5 O M-3x4 M-1.5x3 Ep PRO 191 92 PE 4-07-12 0-03-12 2-00 4-11-08 yG ,y ORE GON�� lV� �O Y14, 213 Q'E MFRRIU-� EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G3 Scale: 0.5781 1 RRM1 WARNINGS: GENERAL NOTES,unless otherwise noted: ,V' f WASN., 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• Q� "N' ,� Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper 0 C� 2.2x4 compression web bracing must he installed where shown+, incorporation of component is the responsibility of the building designer. �Q" O 3.Adddional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords c be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'conto.cinuous and et 10'hino.crespectively unless braced throughout their allA by Po dY Pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 5/22/2015 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. : 6273474 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, S 1398 4 design loads be applied to any component. and are for"dry condition"of use. ,� Q! T RAN S I D: 428056 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 �� ACISTER� fabrication,handling,shipment and installation of components. necessary. 7,Design assumes adequate drainage is provided. ss'tO � 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 NAL IIIIII VIII III VIII IIII I IIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 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) IIII (III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 81- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-16) 293 6-3=(0) 181 BC: 2x4 OF #16BTR SPACED 24.0" O.C. 2-3=(-392) 45 6-4=(-16) 293 WEBS: 2x4 DF STAND 3-4=(-392) 45 LOADING 4-5=( 0) 101 TC :ATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTA__ LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -100/ 5641 -48/ 48H 3.5C" 0.90 IF ( 625) M-1.5:4 or equal at non-structural 8'- 0.0" -100/ 564V 0/ OH 3.5C" 0.90 OF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. BOTTDM CHORD CHECKED FOR 19PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -21- O.C" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.036" @ 10- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 10'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.008" @ 1'- 5.6" Allowed = 0.247" 4-00 9-00 MAX TC PANEL TL DEFL = 0.016" @ 21- 1.-," Allowed = 0.370" MAX HORIZ. LL DEFL = 0.002" @ 71- 8.5" 4-00 6-00 MAX HORIZ. TL DEFL = 0.003" @ 71- 8.5" 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, IIM-4x4 Truss designed for wind loads n the pane of the truss only. M-3x6 3 9 0 M-3x6 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x4 M-1.5x4 Outlookers must be cut with care and are permissible at inlet board areas only. M-3x6 M-3x6 � m m O - M-3x4 M-1.5x3 M-3x4 �P.0 PROFFs IN ZZ 92 PE r 4-00 4-00 2-00 B-00 2-00 ( �L ,�OREGON Nb, �lr✓� �O qy 14, 213 P+ MFRRI0- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H1 EXPIRES:12/31/2015 Scale: 0.9186 RRU-L WARNINGS: GENERAL NOTES,unless otherwise noted: ,� WAS,_ 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: H1 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. hP 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction `f.. DES. B]': LA is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'hin respectively unless braced throughout their len th by continuous sheathing such as plywood s iced ng(e s andn drywall�BC). DATE: 5/22/2015 Ne overall structure Is the responsibility o1 the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 6 2 7 3 4 7 5 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. 51398 Qr T RAN S I D: 4 2 B O 5 6 5.CompuTrus has no control over and assumes no responsibility for the S.Design egnassumes full bearing at all supports shown.Shim or wedge if �i �- necessary. IF LER fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage isrovided. ss G 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 ZONAL 1 IIII I I II VIII(IIII I IIII VIII IIII IN MiTek in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-394) 46 1-4=(-17) 295 4-2=(0) 181 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-394) 46 4-3=(-17) 295 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 01- 0.0" -39/ 325V -31/ 31H 2.00" 0.52 DF ( 625) 71- 10.5" -40/ 336V 0/ OH 3.50" 0.54 DF ( 625) LL = 25 PSF Ground Snow (Pg) COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.006" @ 21- 0.2" Allowed = 0.247" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.017" @ 21- 0.2" Allowed = 0.370" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.002" @ 71- 7.0" 3-10-08 4-00 MAX HORIZ. TL DEFL = 0.003" @ 71- 7.0" 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (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. IM-4x4 24.0" M O 2 O O N � M v O O 1 4 3 0 M-3x4 M-1.5x3 M-3x4 IN ZZ 29 � � y 92 PE 3-10-OB 4-00 7-10-08 yL RE ON �O �Y 14, 2" Q-1- MFRR10- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H2 EXPIRES:12/31/2015 Scale: 0.5981 �l��p'"RIZILL WARNINGS: GENERAL NOTES,unless otherwise noted ,� Wim,_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: H 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q� " 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �� 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: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their dength by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 5/22/2015 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. : 6273476 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. `� 51398 AV AV TRANS I D: 428 056 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 ��, AGIS.I•ER" fabrication,handling,shipment and installation of components. necessary. �+ 7.Design assumes adequate drainage is provided. ss G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TONAL VIII III'III IIII III I VIII III I IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=(-318) 79 1-5=(-29) 227 5-2=( 0) 158 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-280) 95 5-4=(-29) 227 3-4=(-331) 80 WEBS: 2x4 IF STAND 3-4=( -20) 38 LOADING TC LATERAL SUPPORT <= 12110C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 0-00-00 2-00-00 01- 0.0" -39/ 312V -32/ 32H 5.50" 0.50 DF 1625) LL = 25 PSF Ground Snow (Pg) 71- 5.5" -38/ 315V 0/ OH 5.50" 0.50 DF ( 625) LIMITED STORAGE DOES NOT APPY 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 IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ 5'- 8.8" Allowed = 0.327" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.011" @ 51- 8.8" Allowed = 0.436" 4-00 3-05-10 MAX LL DEFL = -0.002" @ 7'- 5.6" Allowed = 0.001" MAX TL CREEP DEFL = -0.002" @ 7'- 5.6" Allowed = 0.001" 4-00 1-07-04 1-10-06 MAX HORIZ. LL DEFL = 0.001" @ 71- 0.0" f Ir MAX HORIZ. TL DEFL = 0.002" @ 71- 0.0" 12 12 Design conforms to main windforce-resisting 6.00 Q 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TIM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, q,0" End vertical(s) are exposed to wind, 2 f- Truss designed for wind loads in the plane of the truss only. M-3x4 M 3 0 0 i N 5 4 0 o M-3x4 M-1.5x3 M-3x5 .0 PROr IN 4-00 3-05-10 92 PE � � I 7-05-OB 7-05-10 yG ,� ON 1%tK �(v� �O y 14, 213 P-E MFR R ILS- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H3 EXPIRES:12/31/2015 Scale: 0.9921 �R1uii Aq WARNINGS: GENERAL NOTES,unless otherwise noted: ,V' f WASJ4., 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 �N 'IN Truss: H3 and Warnings before construction commences. building Component.Applicability of design parameters and proper Q� �F GT t'l 2.2x4 compression web bracing must be installed where shown+. incorporation of Component is the responsibility of the building designer. �Q' O 2.Design assumes the top and bottom chords to be laterally braced at 3.Atld'Rional temporary bracing to Insure stability during construction '1+ DES. BY• LA is the responsibility of the erector.Additional permanent bracing of 2'continuous end at 10'hin respectively unless braced throughout their length by Continuous sheathing such as plywood meed here s and/or drywall C). DATE: 5/22/2015 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. : 6273477 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, S 13TH design loads be applied to any component. and are for"dry condition"of use. '�f+ 4V T RAN S I D: 428056 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. s G 7.Design assumes adequate drainage is provided. S' 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�NAL VIII EllIIIII VIII VIII 11111111111111 III VIII III III TPI/WTCA in BCSI,Copies of which will be furnished upon request. lines Coincide with joint center lines. 11 9. Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 01 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC s LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-25) 22 3-5=(-117) 55 BC: 2x9 OF #1&BTR SPACED 24.0" O.C. 2-3=(-107) 41 WEBS: 2x4 DF STAND 3-4=( 0) 0 LOADING TO LATERAL SUPPORT <= 12110C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 01- 0.0" -139/ 509V -28/ 83H 5.50" 0.81 DF ( 625) LL = 25 PSF Ground Snow (Pg) 31- 11.5" -17/ 155V O/ OH 5.50" 0.25 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -21- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.025" @ 11- 8.2" Allowed = 0.220" 3-07-12 0-03-12 MAX TO PANEL TL DEFL = 0.027" @ 11- 8.2" Allowed = 0.330" 12 MAX HORIZ. LL DEFL = -0.000" @ 31- 7.7" 6.00 p MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.7" Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1.5x3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads I in the plane of the truss only. I � o I N O I r�1 I II C o - - 5 0 M-3x4 M-1.5x3 1 EDP0 N q s�o ZZ �9 92 PE 3-07-12 0-03-12 2-00 3-11-08 yL ,�OREGON�h �lV� 14 2� RRIU- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I2 Scale: 0.5999 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ,� f Wpsr,- 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: 12 and Warnings before construction commences. building component.Applicability of design parameters and proper 4Cl .p 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �T O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their k:nr4 by po d1' Ix 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(tiC). DATE: 5/22/2015 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. : 6273478steners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a norFcorrosive environment, S 13TH design loads be applied to any component. and are for"dry condition"of use. Q! T RAN S I D: 428056 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 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. SslO 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 NAL VIII II II III I VIII VIII VIII IIII IIII IIII TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 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) 1111 IIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 31- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-23) 21 3-5=(-126) 59 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 43 WEBS: 2x4 DF STAND 3-4=(-10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 ESE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42,0 PEE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -112/ 482V -28/ BOH 3.50 0.77 DF ( 625) M-1.5:•:9 or equal at non-structural LL = 25 ISE Ground Snow (Pg) 3'- 11.5" -20/ 166V 0/ ON 5.50" 0.27 DF ( 625) ver-ical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.022 @ 1'- 6.9 Allowed = 0.220" 3-07-12 0-03-12 MAX TC PANEL TL DEFL = 0.023" @ 1'- 6.9" Allowed = 0.330" 12 MAX HORIZ. LL DEFL = -0.000" @ 3- 7.7" 6.00 p MAX HORIZ. TL DEFL = -0.000" @ 31- 7.7" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, 3 Truss designed for wind loads M-3x6 in the plane of the truss only. II Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-1.5x4 n chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. M-3x6 � I I N O � M I I II O I O 5 M-3x4 M-1.5x3 I .0 PRO INgs�o 11 11 92 PE r 3-07-12 0-03-12 4 j ►--�"� 2-00 3-11-08 �O qy 14, MFRRIU- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I1 EXPIRES:12!3112015 Scale: 0.5824 WARNINGS: GENERAL NOTES,unless otherwise noted: ,V" f WASI1r,'`7• 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: Il and Warnings before construction commences. building component.Applicability of design parameters and proper 4� eS� C�, ,fj 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. tie O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .� DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their leng9th by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC). DATE: 5/2 2/2 015 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. : 6273479 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 bads be applied to any component. and are for"dry condition"of use. +Q 51398 <q TRANS I D: 12 8 0 S 6 6.Design assumes full bearing at all supports shown.Shim or wedge if O� L? { 5.CompuTrn,has no control over and assumes no responsibility for the necessary. G�STE� •SC fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ss+ G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ZONAL IIII I I II(IIII(IIII I I III(IIII II IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC t LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-72) 49 1-4=(-25) 22 2-4=(-123) 57 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-10) 5 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12110C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 01- 0.0" -20/ 171V -27/ 69H 5.50" 0.27 DF ( 625) M-1.5::4 or equal at non-structural 31- 11.5" -25/ 161V 0/ OH 5.50" 0.26 IF ( 625) vertical members (uon). LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FON-D. 2-: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = -0.009" @ 21- 0.2" Allowed = 0.220" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.012" @ 21- 0.2" Allowed = 0.330" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0,000 @ 3'- 7.7" 3-07-12 0-03-12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.7" 12 Wind: 140 mph, h=20.2ft, 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. M-1.5x3 3 z I 1 i I O p I I N N M � II O - - O 1 4 M-3x4 M-1.5x3 ED PRO 0 Oo ��. 3-07-12 0-03-12 3-11-08 yL ,�OREGON�� O qy 14, SFR R I L\-6 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I3 EXPIRES:12/31/2015 Scale: 0.5559 - -- - - - - - -- -- --- OMLL s, WARNINGS: GENERAL NOTES,unless otherwise noted: ,� 4 WA$ 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: 13 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' p 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC)and/or drywall BC). DATE: 5/22/2015 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. : 6273480 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. 51398 C{f T RAN S I D: 428056 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 00 SCIS 1 ER� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. ss G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I�NAL IIIIII II I IIII VIII VIII I III VIII IIII IIII TPI WTCA in BCSI copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)