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Plans (5) , 67-0).-0[S---00/5> I� �' � S' SGv L CXtt r,S 2' 574 - - r 101-0' I 301-0' GARAGE IQFT OCT 262015 1 144 Al LI OFTIGAh0 �� 13lJiL ll f G DIVISION 4:12 il Z ro /0(5) L 1. \ A A4 .. 4.14 a f a 12 I 19'4' Si As(a) m it as I& rt IY HI AC.rni : . 4 ��∎IN__!�ai.•-m� !c�lI �!!�_ ■aTIL�!■ 1111111=1111111111=11111r. r . ; a n E3 e:FWI= ItEl 4 r... = wi wi I.mi MO ' RI t? WI I II'-O• 174' Olir T-0" 406 201-0' 1 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 12/12/13 TRUSS CALCULATIONS NS AND ENGINEERED STRUCTURAL M PROJECT TITLE: REVISION-1: DRAWINGS FOR INE ALL ROFRECER pacif umber LENNAR-MULBERRY AMERICAN 2571A INFORMATION. BUILDING RD PLAN: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2571.A I MULBERRYHAMERICAN DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVE•LOCATION: SCALE: REVISION-3: DESIGNS PRIOR To coNSrRUCTION. 3/32"= 1' All Assigns are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r. 40'-0' 901-0" I 10'-0' 14'$ GARAGE LEFT — 1 • Veil,NV m(3) 6a to 4:12 iiii pil A3(5) I* t AL. 1 a1A4 - — r — ■ 194' I weal z 6:12 RI 4 M� m OD 1121 III m 'pill!! iFil I�'1 .i I ra ■I q l ter- a L �1=;1 r — I ei g� 20'4' 40I r-0" Olir 1 z 1 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 12/12/13 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING LENNAR-MULBERRY AMERICAN 2571A OESIONSIBLEF FOR NON-TRUSS RECORD pa r RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 2571 A / MULBER H DESIGNER/ENGINEER S EWANDEEROFRE ORDTO O TRUSS COMPANY " DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. L 1 IC V•S - - 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. .. 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 TPIIWTCA in BCSI, 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). n p P R OFF_ PAUL ,�` ' �`�� NGINE � sio9 0% :9 82PE OREGON ',4' -cys- ti 9R a R y 15• J� sS/ONALtCi °* ff PAUL R\ EXPIRES. __ ,�c! 'l1_,(c. 1_ Y Job Transmittal MiTek USA, Inc. II Iii II I 11111111 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax (951) 273-0040 Transaction ID: 428056 TO: PACIFIC LUMBER & TRUSS DATE: 5/22/2015 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 27 0 6273454-6273480 LENNAR 2571-A MULBERY AMERICANS -LEI Transmittal Notes: Design Notes: FTP:428056.zip 5/22/2015 4:02:04 PM Page 1 1 siiiii This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BCC c r_ 7 .. LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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 2-10=(-527) 3816 3-10=(-395) 230 2x4 SF 2400F Ti, T4 SPACED 24.0" O.C. 2- 3=(-4119) 589 10-11=(-403) 3185 10- 4=( 0) 563 BC: 2x4 DF #1&BTR 3- 4=(-3751) 391 11-12=(-403) 3185 4-11=(-944) 169 WEBS: 2x4 DF 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 <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3751) 391 6-12=( 0) 563 BC LATERAL SUPPORT <= 12"0C. 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) 0'- 0.0" -218/ 1908V -110/ 110H 5.50" 3.05 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 40'- 0.0" -218/ 1908V 0/ OH 5.50" 3.05 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "or sparing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.309" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.727" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = -0.036" @ 42'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 42'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.105" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.174" @ 39'- 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 1' 1 1' 1 1 1 • 12 12 4.00 c - M-4x6 a 4.00 4.0" 5 .rte' M-3x4 3.0” M-3x4 Ep PROF M-5x8(S) 4 6 M 5x8(S) ��Q. Fss 0.25" 0.25" �C� ' 9 Q + ± 92IIPE r Ale, 1 10 1 '( 12 P. =GD o o M 3x10 M-3x4 M 5 8(S) M 3x9 M-3x10 o yG.o,�,OREGON +A__' y 10-04-14 1 9-07-02 9-07-02 y 10-04-14 y MFR RILL Q�Q .1 1 2 2 2-00 40-00 2-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A4 EXPIRES:12/31/2015 Scale: 0.1484 e,RRILL B WARNINGS: GENERAL NOTES, unless otherwise noted: ,1� 4 WA Ji 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual $ l� �' Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper OP .S4' C� �,� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. y _ �,',V 0 2.Design assumes the top and bottom chords to be laterally braced at r, •-, 3.Additional temporary bracing to insure stability during construction y '� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout their length by jj continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �t((��� r, 1- 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. w i' SEQ. : 6 2 7 3 4 5 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �; 51398 design loads be applied to any component. and are for"dry condition"of use. '� t{1 T N S I D: 4 2 8 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 �l�C �GISTER� fabrication,handling,shipment and installation of components. Decessary. s G 7.Design assumes adequate ed on drainage is provided. truss,a. 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 J0NALE HI' I I mil I II I I I III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. Mifek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II II This design prepared from computer input by PACIFIC LUMBER AND TRUSS—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF #1&BTR SPACED 24.0" D.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"0C. DON. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12"CC. 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. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. considered for this design. 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. 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 T T 'f 10-06-03 9-05-13 9-05-13 10-06-03 T T T T T 12 iii1I1iiiiiii . , 400 ----.14.00 M-3x6( ♦M MM-3){6(S)2 � • y Z 9 tr �:5<C4;PR IO�9 s s� rD , • r ee . .. o o -- M 3x6(S) o M-3x9 , 460111" , OREGON\� Alves 20-00 20-00 • A Y 14, 2° Q} 2-00 90-00 .. JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Al Scale: 0.1990 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: Al��v 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 S G�r � Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 4� k O tt 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �Q• — . 7, 3.Additional temporary bracing to insure stability doting construction 2.Design assumes the top and bottom chords to be laterally braced at r,- 1, DES. BY LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `nr 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++ 1 ,,trl- 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. Z/Y° SEQ. : 6 2 7 3 4 5 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, �� 51398 design loads be applied to any component. and are for"dry condition"of use. '� tV 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.4 �GI$TER. � fabrication,handling,shipment and installation of components necessary. •s G 7.Design assumes adequate ed o both is provided. truss,and sl - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,antl placetl so their center �NALE III 1 111 1 I IIII I II I II I II TPIANrCA in SCSI,copies of which will be furnished upon request. lines con-icicle with join;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) y t III III 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 <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 0 EC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -182/ 1064V -84/ 2548 5.50" 1.70 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 5.5" -102/ 817V 0/ OH 5.50" 1.31 DF ( 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" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.052" @ 6'- 11.8" Allowed = 0.927" MAX TL CREEP DEFL = -0.119" @ 6'- 11.8" Allowed = 1.236" MAX HORIZ. LL DEFL = 0.016" @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.027" 0 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, l' f 1' T f Truss designed for wind loads 12 in the plane of the truss only. 4.00c M-1.5x3 s 5 6 - M-5x6(5) 0.25" to N m o O M-1.5x3 ioilrr' 0 3 o in 1 r- 5���Vp P R OFFS kn mac' ..„1?Z IN ZiR s/�'Ly 00 �IPE r M y 1 �- 7 R=te 8 o M-3x4 M-3x9 M-3x9 A- ---"? II -le CC y 10-01-10 y 9-03-19 y �Gi ,�9yREGON�Nb' 4, O 14, 2 P+ y 2-00 y 19-05-08 y ' RRIL1- EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - AS Scale: 0.2700 10,RRILL, e WARNINGS: GENERAL NOTES,unless otherwise noted: ,<° O WAS/44/14>' 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, w es Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper Q A, C) ,P incorporation of component is the responsibility of the building designer. T 2.2x4 compression web bracing must be installed where shown ti („ - . v:J,, !7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v �, DES. BY• LA is the responsibility onsibili of the erector.Additional permanent bracin of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by r� , P ty P bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). G DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !f--k, 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. a r,�� SEQ. : 6273456 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment. / 51398 w4k- TRANS design loads be applied to any component. and are for"dry condition"of use. A, ID: 4 2 8 0 5 6 5.CompuTms has no control over and assumes no responsibil ty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �A FCISTER� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - s5' G TONAL 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �� II I I 1101 MI I III I I III TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines.11 11 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II DI II 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 DF @16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-11=(-1005) 7101 2- 3=(-7507) 1068 2x4 DF 2400F T4 SPACED 24.0" O.C. 2- 3=(-7507) 1068 11-12=( -555) 4135 3-11=( -119) 191 BC: 2x4 DF #1&BTR; 3- 4=1-7306) 879 12-13=( -375) 3053 11- 4=( -336) 3477 2x4 DF 2400F 81 LOADING 4- 5=(-3260) 408 13-14=( -410) 3179 4-12=(-1445) 232 WE3S: 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 81&BTR A DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2620) 317 5-13=( -865) 146 TOTAL LOAD = 42.0 PSF 7- 8=1-3796) 394 13- 6=( -76) 1295 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-4133) 574 13- 7=( -938) 176 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=1 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 0'- 0.0" -218/ 1908V -110/ 110H 5.50" 2.85 DF ( 670) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 40'- 0.0" -218/ 1908V 0/ OH 5.50" 3.05 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 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" @ 42'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 42'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.212" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.352" @ 39'- 6.5" 20-00 20-00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T (All 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=l.6, T T T T T T T T Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 7 M-4x6 'm 4.00 4.0" 6 W. M-7x10(S) Imfte M-3x4 M-3x4 0.25" 5 3.0" 7 M-5x8(S) I 4 PR ' 0.25" Q. OFF o M 6x16 M 4x63 + ,` S' M-1.5x3 �1l. �5 p _ � iz9 s� M-3x6 • ieo -� t, , V' 1/!•�'M-10x14 --_7- 14 i\0 o '9�•PE 9r M18HS-5x16 0.25" M-3x4 M-3x10 'o 12 2.00 2.00 12 M-5x8(S) `,-,; �_ 1, y .6 y 1, 1, yG ,,OREGON�Ix A(v/ 7-05-12 6-10-08 5-07-12 10-00 10-00 /0 '4Y 14 20 �b y y y MRRIU-VP 2-00 7-05-12 7-00-04 25-06 2-00 � y ). 2-00 40-00 2-00 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A3 Scale: 0.1484 1,0,RRILL& WARNINGS: GENERAL NOTES,unless otherwise noted: ,1� v WA k 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual S Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 3- �w C 7' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �Q TO 2.Design assumes the top and bottom chords to be laterally braced at „ 3.Additional temporary bracing to insure stability during construction '�. DES. BY: 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(BC). I s' DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �"; l. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S ,�i' SEQ. : 6 2 7 3 4 5 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ...-" 4 design loads be applied to any component. and are for"dry condition"of use. '�f+ 51398 Cqr T RAN S ID: 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 0� SCI R� ... fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. �ss $TE G ti 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�� II I I I EMI ill I II I II III TPIANTCA in SCSI,copies of which will be furnished upon request, lines ccide with joins center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. rrnFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) r II III This design prepared, from computer input by PACIFIC LUMBER AND i'RUSS-BC' 4- , LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DE #1&BTP. LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-11=( -633) 4058 2- 3=(-4306) 675 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4306) 675 11-12=( -296) 2021 3-11=( -289) 212 WEBS: 2x4 DE STAND 3- 4=(-3985) 472 12-13=( -15B) 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 <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) -754) 133 5-13=1 -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=1 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 lOPSF LIVE LOAD. TOP 0'- 0.0" -172/ 1319V -110/ 110H 5.50" 2.11 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 30'- 0.0" -308/ 2512V 0/ OH 5.50" 3.76 DE ( 625) 40'- 0.0" -231/ 84V 0/ OH 5.50" 0.13 DE ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 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" @ 32'- 10.1" Allowed = 0.477" MAX LL DEFL = -0.036" @ 42'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 42'- 0.0" Allowed = 0.267" MAX BC PANEL TL DEFL = -0.258" @ 35'- 6.3" Allowed = 0.596" 20-00 20-00 MAX HORIZ. LL DEFL = 0.091" @ 30'- 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" @ 30'- 0.0" '1 '1 T T 1' 1' T T Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 4.00 o M 9x6 2 9 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 6 „X in the plane of the truss only. M-6x16(S) M 3x45 3.0" 7M-4x8 M 5x8(S) 0.25" M-5x16 9 ;M-4x9 °�_ 08 2511 PR 3 M 1.5x3 �� ~� 5����D INOFE�,s/ .yes - T� � Z�l I9 �?' M 3 x 9 l I X44, 9 1 0.0%-'''''.-- .�`" M-6x8 12 3 19 100 M-5x8 10.25" M-5x6 I M-3x4 ' ���PE r 2.00 2.00 M-5x8(5) /�-to I 12 12 1 1 1 1 1 1 /2- 4i OREGON 1.4i lv 1 1 7-05-12 1 6-10-08 1 5-07-12 10 00 10-00 1 1 O 14, e- �QN' 2-00 7-05-12 7-00-04 25-06 2-00 MRR11.\- 1 1 1 1 2-00 PROVIDE FULL BEARING;Jts:2,14,91 40-00 2-00 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A2 Scale: 0.1365 VERRILL B WARNINGS: GENERAL NOTES,unless otherwise noted. 4 1� WAS 1.�- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q. �� liy �� Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q i 0u , 2.2x4 compression web bracing must be installed where shown v, incorporation of component is the responsibility of the building designer. A. -K.,� O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Fdr'-= DES. BY: LA is the res onsibil of the erector.Additional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P nY P 9 continuous sheathing such as plywood aired ing(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. : 6 2 7 3 4 5 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,.01.t. 3 51398 w' 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 FC R� • 5.CompuTrus has no control over and assumes no responsibility for the �` ISTE necessary. l4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SSI�IYA1.ti�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 I I I I I 11111 1111 I I I I 11111111 TPIANTCA 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./Com puTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111 1111 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: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 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 B- 4=( -92) 873 LOADING 4- 5=(-1507) 259 9- 6=(-228) 1892 8- 5=(-753) 194 TC LATERAL SUPPORT <= 12"0C. 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) " For hanger specs. - See approved plans 0'- 0.0" -258/ 1542V -161/ 174H 5.50" 2.47 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 31'- 0.0" -168/ 1302V 0/ OH 5.50" 2.08 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -- -AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 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 f f in the plane of the truss only. 8-02 7-09 7-04 8-02 T 1' '1 '1 T 12 12 6.00 p M-9x6 Q 6.00 9.0" 4 h M-3x4 5M-3X4 ,� 3 o .<<. .p PROF eLS o O 0 . AO�•PE r 0 0 I r i it - II- 6 °, ` A_ o - 7 8 '� 9 **6 0 / �- /- 1 M-3x6 M-1.5x3 M-5x8(S) M-1.5x3 M-3x6 o yL ,�OREGON�� �((, qy 20 -1- y y 8-00-09 1 7-05-12 y 7-05-12 y 8-00-09 l ' R R�`'-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: 4'0 o'WA /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 ,-Zr �� 3 � �� T r u s s• B2 and Warnings before construction commences. building component.Applicability of design parameters and proper CT ., 2.2x4 compression web bracing most be installed where shown+, incorporation of component is the responsibility of the building designer. AT _ �, 0 2.Design assumes the top and bottom chords to be laterally braced at N �, 3.Additional temporary bracing to insure stability during construction• '� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7/ P tY P 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ; y ,•/ 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. : 6 2 7 3 4 5 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �t' design loads be applied to any component. and are for'dry condition'of use. R 51398 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 oA ' c31s I ERs,c) �V necessary. F �C fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SS`O . 3 J 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 III I I I I I I VIII I I II I I I II TPINJfCA in BCSI,copies of which will be furnished upon request. lines cyncide with join,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) l II III This design prepared from computer input by PACIFIC LUMBER AND 1RUSS-BCC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 190 mph, h=23ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC: 2x9 DF #100T0 SPACED 29.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"OC. UON. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12"OC. 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. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. 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 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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. 15-06 15-06 T 1' 4 12 IIM-4x9 12 6.00 3 Q 6.00 I.' V 0 0 o 2 III , �'`RO iIiiIIIIIIi, SS/ o � im L . a �9 a'y 0 1 M-3x6(S) if 6(S) '92•1PE M-3x4 i r�"�x4 `,�, - /4. ilk 15-06 15-06 9 yR14G 2.0'` -�A., P y 2-00 y 31 00 RRIL�-0 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B1 EXPIRES:12/31/2015 Scale: 0.2600 �c3 RILL WARNINGS: GENERAL NOTES,unless otherwise noted ,"� WAS/4;14> 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,. tip ,� Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Q 0. ,,y 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �T .r. 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'o.c,and at to o.c.respectively unless braced throughout their length by 7 P ur P 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). f r L.�—^"-� 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. 'C 4 7r-�.�---- S E Q. : 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, /``, 51398 design loads be applied to any component. and are for"dry condition"of use. w TRANS ID: 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 �� FCIS1 ER� necessary. ZS' ' fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. `S'i9j0 14C) 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 NAT-. II I I I I 11111 I 111 I II II TPIMTCA 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) 111 ID II This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-920) 191 5-1=( -61) 62 3-6=(0) 397 2x6 DF SS Ti SPACED 24.0" O.C. 2-3=( 0) 0 1-6=(-138) 791 BC: 2x4 DF #1&BTR 3-4=(-931) 216 6-4=(-135) 744 WEBS: 2x4 DF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 12'- 2.9" -57/ 37V -60/ 62H 0.00" 0.00 yyyyy ( 0) NOTE: 2x4 BRACING AT 29"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 15'- 0.4" -596/ 820V 0/ OH 165.550" 1.31 DF ( 625) ALL TOP CHORD AREAS NOT SHEATHED 31'- 0.0" -126/ 660V 0/ OH 5.50" 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 psf) uplift at 29 "on spacing.' M-1.5x.9 or equal at non-structural BOTTOM CHORD CHECKED FOR 1OPSF 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'- 0.0" Allowed = 0.267" Unbalanced live loads have been MAX LL DEFL = -0.017" @ 22'- 10.9" Allowed = 0.759" considered for this design. MAX TC PANEL TL DEFL = 0.089" @ 18'- 11.6" Allowed = 0.799" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.006" @ 30'- 6.5" GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX HORIZ. TL DEFL = 0.014" @ 30'- 6.5" Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, Truss designed for wind loads 15-06 15-06 in the plane of the truss only. f f T 19-06 3-06 8-00 '( T 1' 1' 12 12 6.00 mM-4x4+ D 6.00 -4 2 M-9 x6 ,n 3 �,'Q' PR OFFS 0, `r ::::PE� 9f M M O O I �I M-3x9+( M 3x6 M-1.5x3 M-3x9 0 OREGON CC M,3x4+ y 9 9 74- �� 20 4. 4. 12-62-15 10-09-01 8-00 Y 14, 2 �P} 1, 1, 9 ' RRIL\- 2-00 31-00 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B3 Scale: 0.1999 BRILL WARNINGS: GENERAL NOTES,unless otherwise noted. 'S.9 f 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 Q S �' Truss: B 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4Z a$' , 0 tt 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �T k.<- O 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction v - '� DES. BY: 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(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++ " �c�` 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7ZK,./ SEQ. : 6 2 7 3 4 61 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, „..../t. 51398 design loads be applied to any component. and are for"dry condition"of use. ,(r�,y TRANS I D: 428056 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing of all supports shown.Shim or wedge d PAS, .c.Gisisyc'" .ems' 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 E II I I I I`Ill' I III,I ,I II TPI/WTCA in BCSI,copies of which will be furnished upon request lines cgncide with joins center lines. 9. Digits indicate size of plate in inches. MiTek USA,Iric./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r, III IIII This design prepared from computer input by PACIFIC LUMBER AND 'TRUSS-BCC 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) 379 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-819) 92 6-4=(-33) 621 WEBS: 2x4 DE STAND 3-9=(-B19) 92 LOADING 4-5=( 0) 101 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 29.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX TL CREEP DEFL = -0.042" @ 8'- 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" @ 9'- 2.8" Allowed = 0.595" MAX HORIZ. LL DEFL = 0.007" @ 15'- 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, 8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), T f . load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 17' IIM-4x4 Q(6.00 in the plane of the truss only. 4.0" 3 , 1. 0 o ��EO PRQp ° 1 M-3x4 M-1.5x3 M-3x4 s ° ���P E r / y 8-00 l 8-00 y yL ,�OREGON�� �t�� J• 2-00 y 16-00 y 2-00 y /�MFRRIL\-e. JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C1 EXPIRES:12/31/2015 Scale: 0.3337 1,$RRiLL B WARNINGS: GENERAL NOTES,unless otherwise noted ,\� 4 Nrps �- 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: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper Q� 4 �.) �� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding designer. Z.' c,�^ O 2.Design assumes the top and bottom chords to be laterally braced at ,3.Additional temporary bracing to insure stability during construction '�DES. BY• LA 2'o.c.and et 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y .2;� -�� 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 6 2 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 hk- design loads be applied to any component. and are for"dry condition"of use. '� 1,�tv1 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 ��� �C�S LER" fabrication,handling,shipment and installation of components. necessary. s 7.Design assumes adequate drainage t faces i of trussed. 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 10NALE II I I I I 1111 1 1 1 I I 111111 TPI/WiCA 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) II IIII 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 2-5=(-34) 622 5-3=(0) 374 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-B21) 93 5-4=(-34) 622 WEBS: 2x4 DF STAND 3-4=(-820) 92 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -170/ 923V -72/ 87H 5.50" 1.48 DF ( 625) LL = 25 PSF Ground Snow (Pg) 16'- 0.0" -80/ 671V 0/ OH 5.50" 1.07 DF ( 625) *+ For hanger specs. - See approved plans 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=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.107" @ 11'- 9.3" Allowed = 0.545" MAX TC PANEL TL DEFL = 0.416" @ 11'- 9.4" Allowed = 0.817" MAX HORIZ. LL DEFL = 0.007" @ 15'- 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 3-00 in the plane of the truss only. 12 12 6.00 p IIM-4x4 a 6.00 4.0" A- 3 -:‘ • 1. UD ���E0 PN OFFSSi v411 II' 'NY/Zirir a* ° M 3x4 M 1.5x3 M 3x9 ° ���PE A y y y - � 40 OREGON � (v8-00 8-00 \ � y y y /o P} 2-00 16-00 MRRI�L.) JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C2 Scale: 0.3360 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ,1O�V Wp1LL 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 5 �' Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q3- .L4' Q> �,P 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �C' �,4. O 2.Design assumes the top and bottom chords to be laterally braced at ": i, 3.Additional temporary bracing to insure stability during construction CCCC???? DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)required 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++ �✓� --F 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. � Pr1 r-- S EQ. : 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, �'� �' design loads be applied to any component. and are for"dry condition"of use. '� ,p 51398,.f1 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 ��, �C/STERG' necessary. F fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `S'SJp ��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 NAL III I III I fill I IIII II II TPIAMCA in BCSI,copies of which will be furnished upon request. Digits indicate with joint ate inr lines. ■ 9.Digits indicate size of late in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i III I 1111 This design prepared from computer input by PACIFIC LUMBER AND 'TRUSS-BCC .- LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1 013TR LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=21.2ft, 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(Dir), TC LATERAL SUPPORT <= l2"0C. UON. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12"OC. 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 1UPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-00 8-00 1' T 4 12 12 6.00 p M 4x9 .' 6.00 3 I I ■ u7 no 0 ro 2 4 <n o I �n‘)/Z1(13—`'OFFS o M-3x4 1 4., C s/0* 9�2��PE r OfiE6ON 4, /Ai, AIOW 2-00 16-00 17G'0 ' ' 14, `1°\�P+ MRRIL�- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C3 EXPIRES:12/31/2015 Scale: 0.4605BRRILL& WARNINGS: GENERAL NOTES,unless otherwise noted: ,�Q WA h!,� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual o S �V Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper Q� c4' CT It 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. �"r _ K:: O 2.Design assumes the top and bottom chords to be laterally braced at N L. 3.Additional temporary bracing to insure stability during construction DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f` DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a 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. ryri SEQ. : 6 2 7 3 4 6 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 51398 design loads be applied to any component. and are for"dry condition"of use. :.,'"4 � R '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 s FCISTE% 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 IDNALS II I I I 111 11111 I 111 I 111 1111 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 E5R-1371,ESR-1988(MiTek) II I II This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-23) 442 6-3=(0) 274 BC: 2x4 DF #16BTR SPACED 24.0" 0.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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -139/ 732V -69/ 69H 5.50" 1.17 DF ( 625) 12'- 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF 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" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 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 TC PANEL LL DEFL = -0.018" @ 3'- 2.8" Allowed = 0.396" MAX TC PANEL TL DEFL = 0.102" @ 3'- 2.7" Allowed = 0.594" MAX HORIZ. LL DEFL = 0.003" @ 11'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 11'- 6.5" 6-00 6-00 f 'I f 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 p IIM-4x4 Q 6.00 load duration factor=l.6, Truss designed for wind loads j 4.0" in the plane of the truss only. /A11111111111111- -/ 1 Co 0 rn (0 M o M 3x9 M 165x3 M 3x9 -,o <<- PRoFFSSO 1 5 4� JZZ(l�9 �* CC ?11PE yr Ai of Or/ b ), J, /• . Ire 6-00 6-00 0 y 2 00 b 12 00 y 2 00 y yL/O�OREGON�,.b}ki MER R 1 U-gP JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D2 EXPIRES:12/31/2015 Scale: 0.4135 WARNINGS: GENERAL NOTES,unless otherwise noted: ,�� RR S. 8 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 Q, w� ✓� Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q 4 a Cs ,,j 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v i, DES. BY: 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(BC). ;i� / DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �j-5 ( .---'� 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. �- 4 10r-1-- SEQ. : 6 2 7 3 4 6 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, .t 51398 design loads be applied to any component. and are for"dry condition'of use. .r- ,� TRANS ID: 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 94, 4C1sTER�. necessary. fabrication•handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. s,S' ��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 NAL• II I I I I IIII I I I I 11 II TPIANTCA in BCSI,copies of which will be furnished upon request. lines cr:ncide with join;center lines. r 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t, II 111 This design prepared from computer input by PACIFIC LUMBER AND 'TRUSS-BC' LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=20.7ft, 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(Dir), TC LATERAL SUPPORT <= 12"OC. UON. LOADING load duration factor=1.6, BC LATERAL SUPPORT <= 12"OC. 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 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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. 6-00 6-00 '( 1' '( 12 12 6.00 I� I I M-4x4 Q 6.00 3 1 0 4. r 2 4 cn -o of '` ///IDI///////////////////// //////////////////i/7G ////i/7Z A 0 0 US M-3x4 M-3 x4 �� �� c R 29 kc 92IIPE r" ��/` 2-00 12-00 y7 ;9_OREGON it, /O -1 14, 2-° P+� MFR R I UL 0 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D1 EXPIRES:12/31/2015 Scale: 0.5135 ,RRJLL e WARNINGS: GENERAL NOTES,unless otherwise noted' a1� f WASq �-T 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual Q., �� lit. Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper Q �.a, ,'j 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �C' �,�: 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y `; DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P ty P g 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++ i Z - - 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. ter° 4 �f�.r�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. '� w TRANS ID: 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 0 . .0/STEW necessary. .� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S'i4j �� 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 ONAL� II I I I I IIII I I I I I 11111111 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-1986(MiTek) II II 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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3192) 663 1- 6=(-554) 2794 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 3=(-404) 1866 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3192) 663 8- 5=(-554) 2744 7- 4=(-832) 205 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 12'- 0.0" V 9- 8=(-198) 824 BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 175.0)+DL( 139.0)= 314.0 PLF 0'- 0.0" TO 12'- 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. 0'- 0.0" -474/ 2268V -51/ 51H 5.50" 3.63 DF ( 625) will have 1.5" max. nail penetration. 12'- 0.0" -474/ 2268V 0/ OH 5.50" 3.63 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = -0.099" @ 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" T T T Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3-07 2-05 2-05 3-07 All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), T T T 1' T load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 b.2' M-9x6 Q 6.00 in the plane of the truss only. 4.0" /- 3 .n,,= 11044% ,M 4x4 M 9x9 2 4 r"1 110 i 0 M M-5x10 M-5x10 i �, . ® r dI® ter '® ,� -,, °, 1 6 7 8 ►∎5 --,,:p . --1' ‘--619 PR OFFS M-3x6 M-6x8 M-3x6 ��<0 ,*Q(N� bs./9. /0 ?� r OPE 9 1 1' ), ), J 41.0/"' 3-05-04 2-06-12 2-06-12 3-05-04 / - 3' 12 00 3' - 4 OREGON\� ,`(V /O -9), 14, 2� P-E- RRILA- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - DGIRD EXPIRES:12/31/2015• Scale: 0.4936 140.1tILL 9 WARNINGS: GENERAL NOTES, unless otherwise noted: ,�� f WAS/44;14), - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual O Truss: DGI RD and Warnings before construction commences. building component.Applicability of design parameters and proper r " ,S' C., l.7 2.2x4 compression web bracing must be installed where shown-I-. incorporation of component is the responsibility of the building designer. �Q' r.r;d 2.Design assumes the top and bottom chords to be laterally braced at i, 3.Additional temporary bracing to insure stability during construction 't+ DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byi' continuous sheathing such as plywood sheathing(TC)required ere s and/or drywall(BC), i4"si7�'" 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. !r SEQ. : 6 2 7 3 4 6 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ..,/t 51398 4' design loads be applied to any component. and are for"dry condition"of use. 'P 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�� L�'CIS•LERk 4a fabrication,handling,shipment and installation of components. necessary. s G 7.Design assumes adequate ed on drainage t faces is o truss,and S' r� 6.This design is furnished subject to the limitations set forth by 8.Plates shall Be located on both faces of truss,antl placed so their center foNALE 111111111 1111 IIII ill II II TPI/WfCA in BCSI,copies of which will be furnished upon request. lines cgmade with join;center lines. , ' 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND 'TRUSS-BCC . LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC: 2x9 DF #1&BTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"OC. UON. LOADING load duration factor=l.6, BC LATERAL SUPPORT <= 12"OC. 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 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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. 6-06 6-06 4 'f T 12 12 6.00 p I I M-4x4 Q 6.00 f 3 i 0 M 4 m /- - iv ali. I /���������/�����/////��������/��/���������V�����////����������������������������������������/���a �O Nor6.,, c, j sv M-3x4 M-3x4 444 � I rt 9211PE r 4101,,Or II y 2-00 y 13-00 y -7 UHEC1:::::::"/N bO 142 MR R I EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - El Scale: 0.4867E11RILL e WARNINGS: GENERAL NOTES,unless otherwise noted. ,P WAS[r� It), 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q., �� ``/� � Truss: E l and Warnings before construction commences. building component.Applicability of design parameters and proper ' ,� CJ ,p 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �C' �:�; �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r. i: DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7Y =4:..,P �' P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 's F DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �{I 7 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 6 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /` 51398 design loads be applied to any component. and are for"dry condition"of use. '� k w TRANS ID: 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 SC, �GUTE C' necessary. 4D fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `SS'1� ��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 NAL III I 1011111 I III I I I II 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) 1110 I III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 8=(-168) 1161 3- B=(-283) 153 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1308) 220 8- 9=( -95) 771 B- 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=(-283) 153 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1388) 220 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 101 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -186/ 1089V -110/ 110H 5.50" 1.74 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -186/ 1089V 0/ OH 5.50" 1.74 DF ( 625) 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 DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.087" @ 13'- 5.8" Allowed = 1.306" MAX LL DEFL = -0.036" @ 22'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 22'- 6.0" Allowed = 0.267" 10-03 10-03 MAX HORIZ. LL DEFL = 0.016" 0 20'- 0.5" ,1' T f MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" 5-04-12 4-10-04 9-10-04 5-09-12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T I' T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-9x6 12 load duration factor=1.6, 6.00 p Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 u� M-1.5x3 M-1.5x3 3 5 0 \`. i 0 __ 5����pPNOgsi 7 M .w �l l ! do �\ ZZ1 OZ9 8 9 •0 1 M-3x4 M-3x9 M-3x9 M-3x4 7 o '�1 P E c- ,- M-3x6(S) 7-00-03 6-05-11 7-00-03 Cr )' b 1, IL 4 OREGON�Q �(V 14-00 6-06 /6 '9Y 14 20 P-�-e. y 2-00 y 20-06 y 2-00 y MRR11,�- EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F2 Scale: 0.2494 ERRILL 8 WARNINGS: GENERAL NOTES,unless otherwise noted 4.1O f WASh',�>, 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 'r ,, `W Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q .L CT •p " 2.2x4 compression web bracing most be installed where shown♦, incorporation of component is the responsibility of the building designer. IC' K[,. O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r-r 1, DES. BY: 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(BC). •i�z L/.-- DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.' „7--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. : 6 2 7 3 4 6 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��- 4' and are for"dry condition"of use. 51398 Qr design loads be applied to any component. +�� 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 necessary. `�, C73TER fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `S'SJp �,�1V 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 IIII IIII IN III II II I III TPI WfCA in BCSI,copies of which will be furnished upon request. hies coincide with joins 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-131 t,ESR-1988(MiTek) IIII I III This design prepared from computer input by-• PACIFIC LUMBER AND TRUSS-BC r LUMBER SPECIFICATIONS TRUSS SPAN 22'- 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 DF SS Ti 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 1= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 5'- 0.7" -47/ 33V -53/ 44H 0.00" 0.00 29M ( 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 20'- 6.0" -198/ B10V 0/ OH 5.50" 1.30 DI ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 24.0" 24.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5c4 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'- 1.6" 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, MFRS(Dir), load duration factor=l.6, 10-03 10-03 Truss designed for wind loads 1( T 1' in the plane of the truss only. 10-03 3-09 6-06 -r T 4 '( f 12 2 _ M-4x4+ 12 6.00 p Q 6.00 M-9x6 3 O 5��� D PRQFFS M M (/ ��� `` ZZ R s/9 o ° o® ° !926� r 1PE o M-3x4+(s) M-3x6 M-1.5x3 M-3x4 5 o ',- `' My 3x4+ * b y ■ 4,OREGON Ix Az./ 4-11 9-01 6-06 /O '9Y 14 20 -,- 1, 2-00 ), 20-06 ), 2-00 y MRR10,e* EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F1 Scale: 0.2744 IsNtR.RU....L s WARNINGS: GENERAL NOTES, unless otherwise noted: S.) 4 WASk ), 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q. �� ,� Truss: F 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Q �, Q, , 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. F., K.l: O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r �� "j, DES. BY- LA is the responsibility onsibili of the erector.Additional permanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P ty P bracing continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ��L/: DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rc1. 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. 4 � --- SEQ. : 6 2 7 3 4 7 0 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, /t' 51398 design loads be applied to any component. and are for"dry condition"of use. .15..' � ,� rV 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 Off, FG!STEV'' �U B. necessary. �0 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. ' ' C" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ANAL III I I 1 11111 I I HO II III TPINVTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. M)Tek USA,Inc./Com puTfus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 31-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1614) 334 1- 7=( -278) 1372 7- 2=( -558) 2680 5-10=(-722) 3486 BC: 2x6 DF SS 2- 3=( -426) 2028 7- 8=( -268) 1320 2- 8=(-3270) 762 WEBS: 2x4 DF STAND; LOADING 3- 4=( -892) 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 <= 12"OC. 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 <= 12"0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -430/ 1984V -91/ 918 5.50" 3.17 DF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 7'- 9.8" -1820/ 8198V 0/ OH 3.50" 5.52 DF (1485) 9" oc in 1 row(s) throughout 2r.4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 6.0" -883/ 4025V 0/ OH 5.50" 6.44 DF ( 625) 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc 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" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.013" @ 20'- 0.5" 10-03 10-03 T 1' '( Design conforms to main windforce-resisting 3-11-05 4-01-03 2-02-08 4-06-08 5-08-08 system and components and cladding criteria. T f T 1' T T 12 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p IM 9x9 3 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 ,,, End vertical(s) are exposed to wind, / Truss designed for wind loads M-7x8 in the plane of the truss only. 3 M-3x10 r, s � M-3x8 C, 0 2 M-5x10 M-5x12 Ep op6. MO M �� m "r ►k o <��C N ss/Faira A- d r, ! � �' a' �� -.�I ZZI/JR �?' MI x10 9 16 '6 ° 9 0 1 M-3x8 M-8x10 M-3x8 0 � �SPE r y b y y y y / 3-09-09 4-00-03 2-05-04 4-08-04 5-06-12 .`'!�! �/ tr ,1 y 1 ,l' -17, ,_OREGON�b , y 7-07 0-05-08 12-05-08 y /,,, -9y 14 20 -k- PROVIDE FULL BEARING;Jts:1,8,61 20-06 MFRRIL\-� JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - FGIRD EXPIRES:12/31/2015 Scale: 0.2602 E1tRILL. WARNINGS: GENERAL NOTES,unless otherwise noted: ��°' WA k 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 0, S �' Truss: FGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper Ox ,t4' Cs Ft\ 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 v �i,• '� DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r Ts the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Li DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��>f t„ 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. �(k�j'1•SEQ. : 6 2 7 3 4 71 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. 'p 51398 w TRANS ID: 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 o� FCISTfiR9 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 ��NALti� ` III I I III 11111 I I III 111111 TPI/WFCA in BCSI,copies of which will be furnished upon request. lines crjincide with joint center lines. , , 9.Digits Indicate size of Plate in inches. MiTek USA,In C./CompuTfus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • II iii 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: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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 0'- 0.0" -182/ 503V -7/ 69H 5.50" 0.93 DI ( 625) 1'- 0.6" -120/ 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 DI ( 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 IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" 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 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" @ l'- 10.7" Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ADD Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. oo 0 od M O O N o2.ipiipiplIIIII.lI$I1rlll!!IIlP1t1 ::: 1 ,.0` ‘4.0'')/Z111,15'.0I N ' . s,,, y y �� -9 z o0 1-11-08 �OPE r.]PROVIDE FULL BEARING;Jts:2,9,3] / . `•1. - 47 OREGON N� A. /O q y 14, 2� Q'j- MRRi1-\,..0 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G2 Scale: 0.7914 $RRILL BA� WARNINGS: GENERAL NOTES,unless otherwise noted ,�� WASh `'l� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual lid Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4� eS4' CJ, cf� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �C 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1i,• ,j, DES. BY: LA is the responsibility of the erector.or.Additional permanent bracng of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by I N continuous sheathing such as plywood required 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++ 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. Iry 4. .♦'! SEQ. : 6 2 7 3 4 7 2 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, F .11' S 1395 design loads be applied to any component. and are for"dry condition"of use. frr 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 ��� �CISTER� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ssl �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 ONALVt' 11 1 I I I 11111 I I 111 I II TPIANTCA 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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III 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: 2x4 DI 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0 BC: 2x4 DF #1&3TR SPACED 24.0" O.C. 2-3=(-74) 14 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -164/ 475V -8/ 71H 23.50" 0.76 DF ( 625) 1'- 10.7" -37/ 49V 0/ OH 1.50" 0.08 DI ( 625) LL = 25 PSF Ground Snow (Pg) l'- 11.5" -85/ 34V 0/ OH 0.00" 0.00 DI ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �GeND, 2: Design checked for net(-5 psf) uplift at 24 "or spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" 6.00 -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, Truss designed for wind loads / 3 in the plane of the truss only. 2 0 .-I M : o/-O o 4 AM M-3x4 0 1 f- 0.0 PROFL. ✓ 2� 2� 9 y y y � 2-00 1-11-08 92•sPE r �,! �..•- 4- 4 OREGON \t"' kV .v -94- 14, 2C0- 444131R11-\--.2) EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G1 Scale: 0.7914 $KRILL 4,q� WARNINGS: GENERAL NOTES,unless otherwise noted: ,� F WAS �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 0 � Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper u eS4' CJ, ',A 2.204 compression web bracing most be installed where shown+. incorporation of component is the responsibility of the building designer. FQ' 4) O 2.Design assumes the top and bottom chords to be laterally braced at r,- i, 3.Additional temporary bracing to insure stability during construction '� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood required 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++ - y ,/� 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. N _ �:�--""" SEQ. : 6 2 7 3 4 7 3 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, -.. .100 51398 design loads be applied to any component. and are for"dry condition"of use. � ,0 w TRANS ID: 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 �� CIS 1 ER" necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `SSIp �,1 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 NAL II I I I I IIII I EMI II TPI/WI'CA in BCSI,copies of which will be furnished upon request. lines cgincide with join center lines. r r 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 1111 III This design prepared fgorp computer input by PACIFIC LUMBER AND 1RUSS-BC'" LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 r TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-32) 28 3-5=(-150) 70 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-108) 57 WEBS: 2x4 DF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT 0= 12"01. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -134/ 525V -35/ 102B 5.50" 0.04 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.5" -22/ 199V 0/ OH 5.50" 0.32 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" I -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.033" @ l'- 10.8" Allowed = 0.295" 4-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.039" @ 2'- 6.3" Allowed = 0.442" T T l' 12 MAX HORIZ. LL DEFL = -0.000" @ 4'- 7.7" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 4'- 7.7" M-1.5x3 ,- 4 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 All Heights), Enclosed, Cat.2, Exp.a, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn 1 0 I M M 5", o OI / �■�5 -/ M-3x4 M-1.5x3 1 �<0 ,,A40,IN Wo <c, Ji 2 1 2v ), ), y 92SIPE 4-07-12 0-03-12 / y ), ), `!��I 2-00 4-11-08 -7/... ,,OREGON1tx 44/ /O q 2 y 14, ° P+ 4/ERRIl..\-0 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G3 EXPIRES:12/31/2015 Scale: 0.5781 \o,RRILL,4 WARNINGS: GENERAL NOTES,unless otherwise noted' '4C) f WAS 1T 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 .. ti� � Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper Q Cl t\ 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 1, A.,k, O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - A, "2.,• DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r� N ` P ty' P 9 continuous sheathing such as plywood cing r required S and/or drywall BC). G i S. � _1 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. 1:' d .l SEQ. : 6 2 7 3 4 7 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �r 51398 design loads be applied to any component. and are for"dry condition"of use. '� ,� �cv1 w TRANS ID: 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 C) LCCISTER" necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. cis, 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�� II 1 I I NM I I II 11 II 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./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=i-16) 293 6-3=(0) 181 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-392) 45 6-4=(-16) 293 WEBS: 2x4 DF STAND 3-4=(-392) 45 LOADING 4-5=1 0) 101 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -100/ 564V -48/ 48H 3.50" 0.90 DF ( 625) M-1.5x4 or equal at non-structural 8'- 0.0" -100/ 564V 0/ OH 3.50" 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 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0" 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 4-00 MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.7" Allowed = 0.370" 1' l' f MAX HORIZ. LL DEFL = 0.002" @ 7'- 8.5" 4-00 6-00 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 12 12 Wind: 140 mph, h=l5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 6.00 Q 6.00 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, IIM-4x4 Truss designed for wind loads in the plane of the truss only. 3 9 0 /- M-3x6 • M-3x6 Truss designed for 4x2 outlookers. 2x4 let-ins PR of the same size and grade as structural top 401101411k _ 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. s o M-3x6 d ? M-3x6 i <-, 444* m I Tim ZS 6 y,o 1 M-3x4 M-1.5x3 M-3x4 5 3N(QE) PR0FFs 4� ' 21I9 s/(2 9 kc- ?9 /PE f b y y 21 4-00 9-00 /ml"' l 2 0o y 8 00 2 00 l 17/.r.- OREGON , 4, /O �Y 14, 2Q, v--k- 44 .RRI00-';2) JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H1 EXPIRES:12/31/2015 Scale: 0.4786 *E[LRIjj WARNINGS: GENERAL NOTES,unless otherwise noted. ,1� 4 QJAS 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual O �' Truss: H1 and Warnings before construction commences. building component.Applicability of design parameters and proper QP ,sF' 'WO �.fj 2.204 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. AQ' K:: O 2.Design assumes the top and bottom chords to be laterally braced at „ 3.Additional temporary bracing to insure stability during construction C'�,., DES. BY: 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(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++ ti 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. / �.r--'" 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, S 139H design loads be applied to any component. and are for"dry condition"of use. w T RAN S ID: 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 �iC� CIS I ER� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. sS'fO V, 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, III I I I mill min III I II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of(Slate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4. 11111 11111 This design prepared fsoyd c2mputer input by i PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 .r• 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 #16BTR 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 <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 325V -31/ 31H 2.00" 0.52 DF ( 625) 7'- 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" @ 2'- 0.2" Allowed = 0.247" BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.017" @ 2'- 0.2" Allowed = 0.370" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.002" @ 7'- 7.0" 3-10-08 4-00 MAX HORIZ. TL DEFL = 0.003" @ 7'- 7.0" 12 12 Wind: 140 mph, h=l5ft, 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, Truss designed for wind loads in the plane of the truss only. I I M-4x4 29.0" 0 I ailt%.- 2.0" 0 i Cu rh ,- A- = -A I x 0 0 o� 1I I 4 CA3 � ' 0 M-3x4 M-1.5x3 M-3x4 �co, ,a, I . q `s4, c4, Z .9 y > ) '92I•PE r 3-10-08 4-00 AgirA J• / -" - 7-10-08 -go Cr -52_ 4,OREGON\t` 44.41 /0 l'y 14, 2° P4 MF lb R R I L\- EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H2 Scale: 0.5481 1,hERRILL , WARNINGS: GENERAL NOTES,unless otherwise noted: 4\ F WAS/4;4:A 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual O Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q� �4 iL C� �P 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �Q' _ �,2. O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v r,, �, DES. BY: 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(BC). igi.. 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 alter all bracing and 4. Installation of truss is the responsibility of the respective contractor. i:, Jar- ' SEQ. : 6 2 7 3 4 7 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /• S 139H• design toads 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 ��� FC�$7 ERA fabrication,handling,shipment and installation of components. necessary. s 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 J�NAL E II I I I 1 fill 1 1 1111111 I III TPIANTCA 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-7311,ESR-1988(MiTek) II 111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-318) 79 1-5=(-29) 227 5-2=( 0) 158 BC: 2x4 DF H1&BTR SPACED 24.0" O.C. 2-3=(-280) 95 5-4=(-29) 227 3-4=(-331) 80 WEBS: 2x4 DF STAND 3-4=( -20) 38 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 0-00-00 2-00-00 0'- 0.0" -39/ 312V -32/ 328 5.50" 0.50 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 5.5" -38/ 315V 0/ OH 5.50" 0.50 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.J REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ 5'- 8.8" Allowed = 0.327" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.011" @ 5'- 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" @ 7'- 0.0" T .' . .' MAX HORIZ. TL DEFL = 0.002" @ 7'- 0.0" 12 12 Design conforms to main windforce-resisting 6.00 p Q 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IIM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 2 / ,(; Truss designed for wind loads 11 in the plane of the truss only. 4-3x4 M 3 0 0 Z N O old I m o Jill r- ; 0 M-3x4 M-1.5x3 M-3x5 C_c.0 , I N . ._ o S�2 k 3, 3, ��, Z Z 4-00 3-05-10 ��P E c-*b 7-05-08 y `, 411100" b 3. tr 7-05-10 -52.- 41 OREGON,OREGON .0 gy14, 20 4 MFRRIO-P) EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H3 Scale: 0.4921 _i4RRTLL, WARNINGS: GENERAL NOTES,unless otherwise noted: ,1) F�yASI ''-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 Cr tiO Truss: H 3 and Warnings before construction commences. building component.Applicability of design parameters and proper G s, .P 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. FP _ �.F:. O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r y'y• l.. is the responsibility onsibili of the erector.Additional ermanent brawn of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / DES. BY: LA 7 i�/ L P ty permanent bracing continuous sheathing suerasracingoequead where s shown drywall BC). ,i�(� ,•/ �� 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. �, •t�.�-r', SEQ. : 6 2 7 3 4 7 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /! -, 51398 wO. design loads be applied to any component, and are for"dry condition"of use. Q �� ,.c1 TRANS ID: 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 ,p CIS'TEIi necessary. �` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `S'Sj �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 01VAl- II I I I I Ill I III I I II II III TPIANTCA in BCSI,copies of which will be furnished upon request. Digits cindciat with joint ate inr nche. ' . , 9. Digits indicate side 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) II All This design prepared f,olp computer input by 4. PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-25) 22 3-5=1-117) 55 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-107) 41 WEBS: 2x4 DF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -139/ 509V -28/ 83H 5.50" 0.81 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.5" -17/ 155V 0/ OH 5.50" 0.25 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.096" 0 -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.025" 0 1'- 8.2" Allowed = 0.220" 3-07-12 0-03-12 MAX TC PANEL TL DEFL = 0.027" @ 1'- 8.2" Allowed = 0.330" MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.7" 6.00 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.7" Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), ,� -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M O ri ,y N oo O I oo M Of Q, 0 'O� ��5 M-3x9 M-1.5x3 I C�<� �DINO9s/02 .1 ), ), ��PE r 3-07-12 0-03-12 2-00 3-11-08 • G 4,OREGON1Ix A, /O qY 14, 2° P4 MFR RILL ■ EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I2 Scale: 0.5949 ��RRELL 6 WARNINGS: GENERAL NOTES, unless otherwise noted: ,9 V WASi, 14, 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, ,, G Truss: 12 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4 �T TO 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v 'j,. DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P nY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,-,?,404- -. /.�-^_, DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I�CCJ 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. 7,z�.l� SEQ. : 6 2 7 3 4 7 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /,y 51398 w� design loads be applied to any component. and are for"dry condition"of use. O �� 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 C/ST:8 necessary. �' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ssIONA1.F'�G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I I IIII 110 I I 111111 TPI/VJICA 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) II 11 III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 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 OF STAND 3-4=(-10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. IL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. BON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -112/ 482V -2B/ BOB 3.50" 0.77 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.5" -20/ 166V 0/ OH 5.50" 0.27 OF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 REQUIREMENTS OF DEC 2012 AND IRC 2012 NOT BEING MET. g psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.022" @ l'- 6.9" Allowed = 0.220" 3-07-12 0-03-12 MAX TC PANEL TL DEFL = 0.023" @ 1'- 6.9" Allowed = 0.330" f 1' T 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.7" 6.00 p MAX HORIZ. TL DEFL = -0.000" @ 3'- 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), load duration factor=1.6, /- 3 4 -/ Truss designed for wind loads M-3x6 in the plane of the truss only. 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 co permissible at inlet board areas only. 0 '- M3x6 1 i O no #- 11111M1 ME o� mN ►a5 -/ M-3x4 M-1.5x3 1 y > > 'IIPE 9r 3-07-12 0-03-12 y y ___ 1 2-00 3-11-08 -..70-7,i,OREGON�b „(V, y 14, e- Q'E' MFR RIO-0 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I1 Scale: 0.5824 p WARNINGS: GENERAL NOTES,unless otherwise noted: ,�Q � r�'L 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q s � Truss• I1 and Warnings before construction commences. building component.Applicability of design parameters and proper QP �4 CT �� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �Q �,f: 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v " 3 .� DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by :sTs!4,e": ----) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i�7 ,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++ N 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -S E Q. : 6 2 7 3 4 7 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �'"✓design loads be applied to any component. and are for"dry condition"of use. 9T RAN S I D: 4 2 8 0 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 7�necessary. �T fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SS G + • 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I�NAL�� al II I I I I IIII I I II II I I III TPI/NVECA in BCSI,copies of which will be furnished upon request. lines cgncide with joint center lines. 9. Digits indicate side of plate in inches. MiTek USA,InC./Com puTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t III I III This design prepares; frucr computer input by 1. PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #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 <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 171V -27/ 69H 5.50" 0.27 DE ( 625) M-1.5x4 or equal at non-structural 3'- 11.5" -25/ 161V 0/ OH 5.50" 0.26 OF ( 625) vertical members (uon). 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/100 MAX TC PANEL LL DEFL = -0.009" @ 2'- 0.2" Allowed = 0.220" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.012" @ 2'- 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" T f l' 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=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 / 3 2 P I M (+1 O O I N N O - I f- OI 7- 1 r 4 -/ O M-3x4 M-1.5x3 �����DIN . '9s/0?i �, ZZI� 9 J, ), y 7.-923�PE 3-07-12 0-03-12 ), y `, II 3-11-08 1G 4/OREGON b, 4l j /O 11y 14, 2.N 4 MR R I I.L c23'P EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I3 Scale: 0.5554 1,ERRILL B WARNINGS: GENERAL NOTES,unless otherwise noted: 4;9 4 WAS/1)�:it?,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. ti� -V , Truss: I 3 and Warnings before construction commences. building component.Applicability of design parameters and proper Q CT .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 ft DES. BY: LA is the responsibility of the erector Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P tY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ij, DATE: 5/22/2015 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ �yy>> 7 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. 1 pir -- SEQ. : 6 2 7 3 4 8 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �i design loads be applied to any component. and are for"dry condition"of use. '� ,1' 51398 4t- TRANS I D: 428056 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 FC R° 5.CompuTrus has no control over and assumes no responsibility for the .t` ISTE necessary. t4` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ssfO ��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 NAL II I ill 1011111 111111 II III TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)