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Report 4 /fij 57-24C5/ S-'-' ob/ 7, RECEh-E9 40.-0. OCT 7 2015 r 317-0' 10'-0", CITY OFTIGA,• 14'4' GARAGE LEFT BUILDING.DIVI Si% P1'400"' ro a 4:12 1\1 A9(5) 19'-0' {118328 ri s 8:12 pl "5(8) • / / :7' m c n 4 8: 2 $3 m a. lUll: : /i "...YiiIilmg Isii■ •� I�i�1101 11! +r al isslis iumi��j��,1 I C� L Mail 12 MU I T 2? El '/4136111 ,... E .13.[ 1!? to to 8'-0" 217-0' 401-0' T-0' 0r' 17-' • ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS LENNAR 12/12/13 _ PR SS CALCULATIONS O AND PROJECT TITLE REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER Pacifi umber LENNAR-MULBERRY AMERICAN 2571A INFORMATION.BUILDING DE6IGNER/ENGINEER OF RECORD PLAN DRAWN BY JP REVISION-2 RESPONSIBLE DESIGNER/ENGINEER NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO COMPANY 2574 A / MU LBER YHA RIICAN DESIGNER/ENGINEER L & TRUSS 1 DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 3/32"= 1' AS;..designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. � f 1 40'-0' i 101-0' I 30'-0' GARAGE RIGHT 14.-r MIN liMMMMII ► / 4 Mi BMX 1r - __1 M®"NI/�/Ad pill .,,-,!MEOW 1 ,..2? Jill" n/1 4112."*.r ArjbelL AIIIIPA16,1%\ I / - P�. 6:12 IL�I■M I■U a•W.'• ■BG��;�i Min g 1 �] z mil Li / Ei / b IINN-I 8'-0' 17-8 0.' T-0' i 20-0' ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 12/12/13 TRUSS CALCOULATIONS AND ENGINEERED STRUCTURAL IN PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER plan umber LENNAR-MULBERRY AMERICAN 2571A INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN DRAWN BY JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2571 A / MU LB E RRYHAME RICAN DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. - 4 4r 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 TPIANTCA 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). PALI W�. � NGINEF Sio2 9 •/• -1/41 .fir :9 82PE v� .e ¢�'' , 9 OREGON �N ��• ,e`OlStLRb "• �9R UgRy 15 /ONALEtl( ff PAUL 0 EXPIRES _ F_ll . J Job Transmittal MiTek USA, Inc. 11111111 liii liii 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 III lit t This design prepared from computer input by PACIFIC LUMBER AND TRUSS-0y__ V 1 LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 I- TC: 2x4 DF #1&3TR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-10=(-527) 3816 3-10=(-395) 230 2x4 DF 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"OC. 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 1OPSF LIVE LOAD. TOP 40'- 0.0" -218/ 1908V 0/ OH 5.50" 3.05 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -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 T '( T '( T 1' 1' 12 12 4.00 M-4x6 - 4.00 4.0" 5 .fT M 5x6(S) M 3x44 3.0" M 3x9 M-5x8(S) ��.� D PN OF`LSI 0.25" 0.25 tvC °IVIZZ9 2 3 + + 7 ?92•OPE 9c' I V. � r / / 1 10 1 12 90 + o v L M-3x10 M-3x4 u.25" M-3x4 M-3x10 0 yG �OREGON \b.' k j M-5}8(S) % '9Y 14 20 + J, y y y P 10-04-14 9-07-02 9-07-02 10-04-14 R R10- b ), b 2-00 40-00 2-00 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A4 Scale: 0.1484 �$RRILj 6 WARNINGS: GENERAL NOTES,unless otherwise noted: ,l� �gIAS � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual e. �O Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper G), ,P 2.2x4 compression web bracing most be installed where shown+, incorporation of component is the responsibility of the building designer. F., .1 G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ` 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 �i P rtY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.Mn load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,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,SEQ. : 6273454 4 and are for"dry condition"of use. 'P 51398 w design loads be applied to any component. 0 �� T RAN S I D 4 2 8 0 5 6 6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTms has no control over and assumes no responsibility for the +c GISTE1t necessary. v` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SSf�N/�1.E�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 III I I I 1111111101111 1I I I I IIII TPI/VVTCA in BCSI,copies of which will be furnished upon request. Tines 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 III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 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: 140 mph, h=15ft, 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"0C. 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 (Pq) 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 lOPSF 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 1' T 10-06-03 9-05-13 9-05-13 10-06-03 '1 '1 1' 4 4 12 IIM-4x4 12 4.00 3 a 4.00 M-3x6(5) 4:-3x6(S) r' 0 .sttD;67 Or6.6,6i 2 �'/1/) 11111111111.: � 9 �y o1 .-,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,. ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.,,,,,,,„,,,,,,,,,,,,,,,,,,,,,,,,,,,..�-:y 0 PEA o M-3x6(S) �� o M-3x4 `.� .'�'�.x,�� iroko l� b y �OREGONNb �v 20-00 20-00 • Y 14, 2° 0- M 0 y y �- 2-00 40-00 e$ JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Al EXPIRES:12/31/2015 Scale: 0.1990 t0LL 8 WARNINGS: GENERAL NOTES,unless otherwise noted: ,1� W 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual O �' Truss: Al and Warnings before construction commences, building component.Applicability of design parameters and proper ,Zr ,rs4, /�—�. C� 0',p 2.204 compression web bracing must be installed where shown o. incorporation of component is the responsibility of the building designer. �1. C Qx 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ]� , i is the responsibility of the erector.Additional permanent bracing of (g �I �_0 _ continuous sheathing such l bracing required aired where s and/or drywall(BC). �� DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown i• °,, 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 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, „I'M.”' 51398 4 design loads be applied to any component. and are for"dry condition"of use. 'i 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 �GIS"T6¢� �4+ fabrication,handling,shipment and installation of components. necessary. v 7.Design assumes adequate drainage is provided. ss 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 IONAL II I I I I MI I II I I.I II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �, L a 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) 4- II 1 III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC f A • c t LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 '4' 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 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) 0'- 0.0" -182/ 1064V -84/ 2540 5.50" 1.70 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 5.5" -102/ B17V 0/ OH 5.50" 1.31 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.1 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 = -0.052" @ 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" @ 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, '( 1 '( T T Truss designed for wind loads 12 in the plane of the truss only. 4.00 " M-1.5x3 "- 5 6 M-5x6(S) 0.2"' It N CO 0 u, M 1.5x3 0 0 3 I lO r S,0° PROgFFS °° '��PE r T /-o M-3x4 M 3x9 M-3x4 1_" /' y y yL 4 OREGON. �(tj b y 10-01-10 9-03-14 y . 4/1, 14 2p P�No 2-00 19-05-08 MFRRIL\- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A5 EXPIRES:12/31/2015 Scale: 0.2700 ��Il'�RRILL WARNINGS: GENERAL NOTES,unless otherwise noted: 4-0 e WASP!', ''f• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual e.. �O "fir �'11 Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,Q CT l 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A.; fen, 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 at 10'o.c.respectively unless braced throughout their length by 400 i is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)C and/or d (9BC). ..�DATE: 5/22/2015 p ity g g g PNw 9R s ywait(BC). � 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 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, /, 51398 4 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.{� LtiCis/SR� -c�V fabrication,handling,shipment and installation of components. necessary. s C' 7.Design assumes adequate drainage is provided. S' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I�NAL VIII II II I III VIII VIII I III I I I I II IIII TPIANlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-11=(-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=(-7306) 879 12-13=( -375) 3053 11- 4=( -336) 3477 2x4 DF 2400F B1 LOADING 4- 5=(-3260) 408 13-14=( -410) 3179 4-12=(-1445) 232 WEBS: 2x4 DF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2606) 310 14- 9=( -513) 3830 12- 5=( -2) 462 2x4 DF #1&BTR A DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2620) 317 5-13=( -865) 146 TOTAL LOAD = 42.0 PSF 7- 8=(-3796) 394 13- 6=( -76) 1295 TC LATERAL SUPPORT <= 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=( 0) 72 7-14=( 0) 591 14- 8=( -37B) 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 lOPSF 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T f (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=1.6, T f 1' T 1' T .' i' Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 . M-4x6 a 4.00 4.0" 6 .f-,( M-7x10(S) _! M-3x45 3.0" M-3x9 0.25" 7 M Sx6(S) 4 : e 0.25" Ep PROF o M-6x16 M-4x63 + �R �`ScS' r• /4-1.5x3 � ° Z1 9 /O2 1M-3x6` ' igo __- � =� c� M �� a92 PE 9r f' -\°4 M18HS?5x16 1 .25" M-3x4 M 3x10 0 - 2.00 2.00 v M-5x8(5) �,� - //� 12 12 171, OREGON w� y 7-05-12 y 6-10-08 y 5-07-12 y 10-00 y 10 00 y \ ./O .41y 14,, 23 eP V - yy y y y y M '2-00 7-05-12 7-00-04 25-06 2=00 R R O- .1 ), ,k ), 2-00 40-00 2-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A3 EXPIRES:12/31/2015 Scale: 0.1484 1.0,RRILL, WARNINGS: GENERAL NOTES,unless otherwise noted: ,S° f WA Sim '"f' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual `Vlr �' Truss: A3 and Warnings before construction commences, building component.Applicability of design parameters and proper �T eS� C, �,p 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsiioildy of the building designer. T d'• 0 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction ' , 'Z DES. BY: LA 2'u.c,and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of g8t _ DATE: 5/22/2015 responsibility building designer. continuous sheathing such as plywood required here)and/or d ywall(BC). y 0014.. the overall structure is the res onsibilit of the buildin desi ner. 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. �✓r 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, c 51398 design loads be applied to any component. and are for"dry condition"of use. 'P 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�� "'GjS•1•E3- fabrication,handling,shipment and installation of components. necessary. • 7.Design assumes adequate drainage is provided. ssl S1.1G 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 Gi_ 111111111111 III I II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S 1 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) v IIII II IIII This design prepared from computer input by t PACIFIC LUMBER AND TRUSS-BC r F -IP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 `v TC: 2x4 DF #1&BTR 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 DF STAND 3- 4=(-3985) 472 12-13=( -158) 1284 11- 4=( -175) 2158 LOADING 4- 5=(-1397) 187 13-14=) -315) 65 4-12=( -990) 176 TC LATERAL SUPPORT <= 12"0C. 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. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -754) 133 5-13=( -895) 150 TOTAL LOAD = 42.0 PSF 7- 8=( -356) 1975 13- 6=1 0) 219 OVERHANGS: 24.0" 24.0" 8- 9=) -172) 1561 13- 7=) -78) 1145 LL = 25 PSF Ground Snow (Pg) 9-10=) 0) 72 7-14=(-2433) 475 14- 8=) -561) 244 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 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 DF ( 625) 40'- 0.0" -231/ 84V 0/ OH 5.50" 0.13 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -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" -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' T 1' T 1' 1' 1' T Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 4.00 M-4x6 12 9 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4,0" Truss designed for wind loads 6 .6' in the plane of the truss only. M-6x16(S) :'� 0.25 M-3x9 3.0" 7M-9x8 M-5x8(S) rr M-5x16 r= 0.25" 9,E3 PROpp '0M-4x4 3 M-1.5x3 �,� c;<<" IN �'/ p 1M 3x9- 6x8 = 10 � ��\ � Z1 R O9 M 5x8 13.25" M-5x6 14 M-3x4 o !�IPE r 2.00 2.00 M-5x8(S) ,....if...,- 4/�P 12 12 l ), J, l )' l yG ,,OREGON Ix 1�, y 7-05-12 y 6-10-08 y 5-07-12 10-00 10-00 l l /Q q' 14, 'E 20 2-00 7-05-12 7-00-04 25-06 2-00 MFR RILL 1 l ), ), 2-00 PROVIDE FULL BEARING;Jts:2,14,9' 40-00 2-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A2 EXPIRES:12/31/2015 Scale: 0.1365 . .0E1tRILL e WARNINGS: GENERAL NOTES,unless otherwise noted: , 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 Q• �� Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 ,,' �A Os ,'j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2r v 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 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++ 0 ".•" • 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 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, /� 51398 A. design loads be applied to any component. and are for"dry condition"of use. "f1 ,� 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 OffB AC/$TER 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 lONAL 11111 IIII IH1111111 TPINVTCA 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 31'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-227) 1889 7- 3=( 0) 339 BC: 2x4 DF #16BTR 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 s- 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"0C. 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. ICOND. 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, MWERS(Dir), load duration factor=1.6, 15-06 15-06 Truss designed for wind loads f f f in the plane of the truss only. 8-02 7-04 7-04 8-02 4 4 T T T 12 12 6.00 " M 4x6 Q 6.00 4.0" 4 N1144 M-3x4 All M-3x9 ,n 3 5 �\��Ep NR p�ss/o2 1712 3'9 '�CPE r a °° f,� I/ l M-3x6 M-1,5x3 80.25" 9 **6, M-1.5x3 M-3x6 0 M-5x8(5) y` ,�OREGON�� Q q1' 20 's- l y 8-00-04 * 7-05-12 y 7-05-12 y 8-00-04 y O MERRILL v 2-00 31-00 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B2 Scale: 0.1880 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 v 5,_8'4. 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: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,sQ " 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. P., 2. �'O 2.Design assumes the top and bottom chords to be laterally braced at „ 3.Additional temporary bracing to insure stability during construction !'r� 't. 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 , 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++ 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 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,SEQ. : 6273459 ,,,/' design loads be applied to any component. and are for"dry condition"of use. '+p up 51398x,,0 Q, TRANS I D: 428056 6.Design assumes full bearing at all supports shown.Shim or wedge if '1 G- h! 5.CompuTrus has no control over and assumes no responsibility for the ^�. CJg'p�;R ,SC fabrication,handling,shipment and installation of components. necessary. A 7.Design assumes adequate drainage is provided. s G a. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center SIGNAL II I I I I 1111 MI II II 10.in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4 S 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) 4. II ■ III C • This design prepared from computer input by r PACIFIC LUMBER AND TRUSS-BC r -`f t LUMBER SPECIFICATIONS TRUSS SPAN 31'- 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=23ft, 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. 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-06 15-06 T I T 12 IIM-4x4 12 6.00 p 3 Q 6.00 N11 I 0 rn 2 Ilb PROFFSS, ° 4. 1 M-3x6(5) '92•O)PE +r� f M-3x4 /�''4 `,�, - II IL Ale CC' l y VA. OREG0N , 15-06 15-06 /O '4? 14, 2.0 4 y 2-00 y 31-00 ��ERRI�L 6P JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Bl EXPIRES:12/31/2015 Scale: 0.2600 11$RIZILL B WARNINGS: GENERAL NOTES,unless otherwise noted: ,1� WAS ' . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual O ,A Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper OF �w CT Fp 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �T v O 2.Design assumes the top and bottom chords to be laterally braced at , 3.Additional temporary bracing to insure stability during construction r 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 g -� continuous sheathing such as plywood required where sown drywall(BC). ��9 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 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` T SEQ. : 6 2 7 3 4 6 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, design loads be applied to any component. and are for"dry condition"of use. IS 51398 Qr 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 SIC L'CIS1 ERA fabrication,handling,shipment and installation of components. necessary. s 7.Design assumes adequate drainage is provided. 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 IONAL F'� II I I I I IIII I I I I II II TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII IIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&B R; LOAD DURATION INCREASE = 1.15 1-3=(-920) 191 5-1=( -61) 62 3-6=(0) 347 SPACED 24.0" O.C. 2-3=( 0) 0 1-6=(-138) 741 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 12'- 2.9" -57/ 37V -60/ 62H 0.00" 0.00 9ygy9 ( 0) NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 15'- 0.4" -596/ 820V 0/ OH 185.50" 1.31 DF ( 625) ALL TOP CHORD AREAS NOT SHEATHED 31'- 0.0" -126/ 680V 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 24 "oc spacing. M-1.5x4 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 = 0.754" considered for this design. MAX TC PANEL TL DEFL = 0.084" @ 18'- 11.6" Allowed = 0.799" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.008" @ 30'- 6.5" GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX HORIZ. TL DEFL = 0.014" @ 30'- 6.5" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, . All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 15-06 15-06 in the plane of the truss only. 1' 1' T 19-06 3-06 8-00 T T 4 1' 12 12 6.00 p -M-4x4+ Q 6.00 f 41441111%444.4442444111%%4444 -4x6 U �\`��cGDPNO9S/O 0 =92IOPE r , �, - / .► w 4, c o M-3x4+(s) M 3x6 M-1 5x3 M-3x4 0 '� 97 M-3x4+ y l 1 yG/ ,�OREGON�a AZ' 12-02-15 10-09-01 8-00 Y 14. 2° P} ), ), ), MRRILA, 2-00 31-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B3 EXPIRES:12/31/2015 Scale: 0.1999 WARNINGS: GENERAL NOTES,unless otherwise noted: 4� 8 � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �. �0 ,� Truss: B 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,0 5 �e, C� "p 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. v. O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/: .j, DES. BY• LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �t is the responsibility of the erector.Additional permanent bracing of ( /i11440'rT,� DATE 5/22/2015 responsibility building designer. continuous sheathing such as plywood required and/or drywall BC). � the overall structure is the res onsibili of the buildin desi ner. 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 61 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, /: , 51398 4 design loads be applied to any component. and are for"dry condition" full b o bearing g use. � w TRANS I D: 4 2 8 0 5 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O' l'GIS'i.s l 2 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -SIG G V i 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 III III VIII I IIII I II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4. ` . 9.Digits indicate size of plate in inches. MiTek USA,Inc./Cor puTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ■ II II This design prepared from computer input by r t PACIFIC LUMBER AND TRUSS-BC r 1 LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-33) 621 6-3=(0) 374 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=)-819) 92 6-4=(-33) 621 WEBS: 2x4 DF STAND 3-4=(-819) 92 LOADING 4-5=1 0) 101 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 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 floc 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 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" @ 4'- 2.8" Allowed = 0.545" 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, MWFRS(Dir), f----- .I' f load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 p I IM-4x4 = 6.00 in the plane of the truss only. 4.0" 3 ,e ,' 1. ro o �C\°0 PROF FS ° 1 M-3x4 M-1.5x3 M-3x4 5 ° 920OPE y y 8-00 8-00 y ,�OREGONNtx ,74. , • 2-00 .1 16-00 y 2 00 1 ....b q y 14, c- P+ MFR R I O- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C1 EXPIRES: 12/31;2015 Scale: 0.3337 ORMLL WARNINGS: GENERAL NOTES,unless otherwise noted: 1 40 f Wl, - 1.Builder and erection contractor should be advised of all General Notes 1.This design's based only upon the parameters shown and is for an individual ' ,Zr. �� V Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper .L ►2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �C' +.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 *IC i is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(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++ �jd �''� ' 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, 1 51398 design loads be applied to any component. and are for"dry condition"of use. •f- -Z 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 %d+ LtIS1•EgG' necessary. .�+ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. sslO OP 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 III III VIII VIII VIII 11111111111 TPUN/fCA in BCSI,copies of which will be furnished upon request. lines coincide with joint ate in lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 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=(-821) 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=L/240, TL=L/180 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 = 0.107" @ 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 8-00 in the plane of the truss only. T 1' 1' 12 12 6.00 p I IM-4x4 Q 6.00 4.0" /- 3 ,f--‘ to I 0 ��,�' D PR°FFs NovI cu M s o i ° 1 M-3x4 M-1.5x3 M-3x4 ° =9I PE f y 8-00 y 8-00 y yL 40,OREGON..1"`J.4./ y y y /O 4/F � P+ 2-00 16-00 RR10 0 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C2 EXPIRES:12/31/2015 Scale: 0.3360 td,ItRILL, WARNINGS: GENERAL NOTES,unless otherwise noted: 40 -i WA S )' 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an IndNidual Q Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper QZ 4C, C+ �',� 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. AN, .i 0 • 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction �- � '� DES. BY: 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)C and/or d (8 y ��1 - DATE: 5/22/2015 responsibility building designer. g r cw her s ywall(BC). i the overall structure is the res onsibilit of the buildin desi ner. 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. I:4 SEQ. : 6 2 7 3 4 6 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, , c design loads be applied to any component. and are for"dry condition"of use. '� 51398 4�r sc 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 SIC, �Ctyro, fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 'C'S.,, -+ i • 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 IONALE� II I I I I El I III II I II TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 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-1968(MiTek) II III This design prepared from computer input by PACIFIC LUMBER AND TRUSS-BC V / • • LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' r TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF #168TR 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 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-00 8-00 4 1' 1' 12 12 6.00 p IIM-4x9 Q 6.00 f 3 u) m 0 m 2 4 M p� O d m 1 �5<jk I. N .,s/0, M-3x4 C; ` ZZ � 9 SAPE c A 1#t, law OfEOON l(// 2-00 16-00 l- 4,1,gy 14, 2�N +� MRRIL\- P EXPIRES: 12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C3 Scale: 0.4605 ��p LL WARNINGS: GENERAL NOTES,unless otherwise noted: J�r.i WAS/h„e'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 Q, �O Gy'-f�, Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,0 eS n C), it 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. AR' ;. 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - ' ' "j, DES" BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /n/ _ 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++ t " 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �� SEQ. : 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, ��- L Q' design loads be applied to any component. and are for"dry condition"of use. ,� 51398 Q7 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'01STBR� l4V • necessary. �C fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SS �,6 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 IQ NAL II I I I I IIII I I I 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) II I III 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: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-23) 442 6-3=(0) 274 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-590) 67 6-4=(-23) 442 WEBS: 2x4 DF STAND 3-4=(-590) 67 LOADING 4-5-( 0) 101 TC LATERAL SUPPORT <= 12"OC. 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 NET. 'COND. 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 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 IIM-4x4 12 load duration factor=l.6, 6.00 p Q 6.00 Truss designed for wind loads 3 4.0" in the plane of the truss only. "__T I I 1. N N (+t O c r"1 rh o o 5��OD PRQp 1 M-3x4 M-1.5x3 M-3x9 5 � ZZr�9 /�2 '92•OPE. of 6-00 6-00 • E / b b l l �G OREGON � �(v 2-00 12-00 2-00 14 MRRILL 0 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D2 EXPIRES:12 13112015 - Scale: 0.4135RRILL 8 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.0 4 War, 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 , �� 'z(� �� Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper <:7 .L r w C„0 ,p 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. �T v 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to De laterally braced at n �• 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). �.'� `'/'/.z - DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2"4 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. �� ''r 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 anon-corrosive environment, /751398 design loads be applied to any component. and are for"dry condition"of use. 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 �40 AC/STSit fabrication,handling,shipment and installation of components. necessary. "Sy G ..7.Design assumes adequate drainage is provided. S' e a 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I0NAL IIIIII VIII VIII VIII VIII VIII VIII I II III TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide ct with joint ate inr lines. 4 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 III i This design prepared from computer input by r PACIFIC LUMBER AND TRUSS-BC • • LUMBER SPECIFICATIONS TRUSS SPAN 12'- 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=20.7ft, 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=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 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 6-00 T T T 12 12 6.00 p IIM-4x4 Q 6.00 f 3 ■ u7 r•) O 4. f+) 2 4 M f rn I i E iiiiiiiiiiiiiiii././I iiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiiii,,II, iiiiiiiiiiiiiii,AIAI iiii�i. I O o 1 ��, OFFVAI M-3x4 M-3x4 �� R ��i '�IPE 9r 2-00 12-00 7 04,OREGON b, �� /0 -I l' 223\14, P4 MR RIO- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D1 EXPIRES:12/31/2015 Scale: 0.5135 1,WgRRILL.6 WARNINGS: GENERAL NOTES,unless otherwise noted: ,10 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 5 �' Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,O" ,S4' CT <', 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A.T %.,_, 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 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)where s shown drywall(BC). 0/4"0„7,:-./--.- DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • "! .. SEQ. : 627 3 4 66 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, �v.. .� design loads be applied to any component. and are for"dry condition"of use. '�' ,� 51398 Q! TRANS ID: 4 2 8 056 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if skis FCISTER� 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 net forth by 8.Plates shall be located on both faces of truss,and placed so their center I�NAL II I I I I IIII 1 HI I I I I III TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II ill 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 DI #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3192) 663 1- 6=(-554) 2744 6- 2=(-148) 824 2- 3=(-2296) 505 6- 7=(-547) 2705 2- 7=(-832) 205 WEBS: 2x9 DF STAND LOADING 3- 4-(-2296) 505 7- 8=(-547) 2705 7- 3=1-404) 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)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 8=(-148) 824 BC LATERAL SUPPORT <= 12"OC. 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 = -0.044" @ 6'- 0.0" Allowed = 0.554" MAX TL CREEP DEFL = -0.104" @ 6'- 0.0" Allowed = 0.739" MAX HORIZ. LL DEFL = 0.014" @ 11'- 6.5" 6-00 6-00 MAX HORIZ. TL DEFL = 0.023" @ 11'- 6.5" f f f Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-07 2-05 2-05 3-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), T T T 1' T load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 p M-4x6 Q 6.00 in the plane of the truss only. A 3 4.0" IVbill1411°1411114411111 ,M-4x4 x4 2 M �p 0 M-5x10 illtplat M 5x10 dlaill co - Win 111 rn o A- o - - ��Ep PROFFS I 1=� 6 7 8 W 5 i M-3x6 M-6x8 M-3x6 � ��\3� ��IN�Ep9 cS'/029� J. ), J. 1• l /I 3-05-04 2-06-12 2-06-12 3-05-04 `'-a J. 12-00 l 12- 4f OREGON\b`A''S MER R I LA-e) EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - DGIRD Scale: 0.4436 WARNINGS: GENERAL NOTES,unless otherwise noted 44) f W �`�- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual , �� '� Truss: DGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper O �� CT 6 2.2x4 compression web bracing most be installed where shown+. incorporation of component is the responsibility of the building designer. 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 2'c.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). ��■/I7/+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++ 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 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, / 51398 design loads be applied to any component. and are for"dry condition"of use. Qr 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 'krsi ERA fabrication,handling,shipment and installation of components. necessary. s G c 7.Design assumes adequate osivis faces of truss,and placed so their center I�NAL II I I III•IIII IIII II II TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4 ~ 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 111 This design prepared from computer input by r PACIFIC LUMBER AND TRUSS-BC It If • I LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF #1&BTR SPACED 29.0" D.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"00. 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-06 6-06 • T 1' 12 12 6.00 p IIM-4x4 Q 6.00 3 If u. 0 0 cn 22_'^, 4_m4 M S S., O 1 I I 1 % PRQr, O M-3x4 M-3x4 ��\ � ' 9 29 '921•PE 1- y 2-00 13-00 141 '"V•' ON\, xQi /O 4 ' 14, 2.° P4 /14 -'C' EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - El Scale: 0.4867 `p WARNINGS: GENERAL NOTES,unless otherwise noted: 40 S,-8' .. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual O rjj�. �' Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper di" �4' '6 c, 2.2x4 compression web bracing most be installed where shown+, incorporation of component is the responsibility of the building designer. h� v O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ , DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by */.n/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ptwood sheathing(TC)and/or drywall(BC). ��1' �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++ �r� .,: ' 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. +1� >'r 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. '� ,� Qr TRANS ID: 4 2 8 O 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 9+t'. AGIs.r 7l/ ' cc4 fabrication,handling,shipment and installation of components. necessary. s G 7.Design assumes located on drainage is truss,and S' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be lopted on both faces of truss,and placed so their center TONAL II I I I I 1111 I I I I I I II TPI/WFCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III 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- 8=(-283) 153 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1388) 220 8- 9=( -95) 771 8- 4=( -21) 451 WEBS: 2x9 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"OC. 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/ 1108 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 1OPSF 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" @ 20'- 0.5" 1. - - '( T MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" 5-04-12 4-10-04 4-10-04 5-04-12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T T 1' T All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 12 load duration factor=l.6, 6.00 p Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. /- 4 JL 14-1-5°3111111111111111111111 .14-1.5x3 5 r 0 I .... ... Allillibills..0 t RED PRQFe 01 1 M 3x4 M 3x9 M-3x9 M 3x4 7 of 4�� 2Z9 s 2 M-3x6(5) y 7-00-03 y 6-05-11 y 7-00-03 y ` '/ � OREGON � y y b b. AZ' \19 00 6-06 /O + y ), ), k MRR10-V 2-00 20-06 2-00 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F2 EXPIRES:12/31/2015 Scale: 0.2494 ORRILL, q� WARNINGS: GENERAL NOTES,unless otherwise noted: ,10 4 WAS '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, ,�� ,� Truss• F2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,Q QT 7. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. gr v. Q 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 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 i DATE 5/22/2015 responsibility 9 9 continuous sheathing such as plywood required and/or drywall(BC). , ... • the overall structure is the 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. Ws ;+r 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, 4k" design loads be applied to any component. and are for"dry condition"of use. .� ,p 51398 C{) 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 �� FCIS IR� <�V 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 IONALE II I I I II,IIIII VIII I III I I IIII IIII TPIA/WCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. s. 9. Digits indicate size of plate in inches. 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 III This design prepared from computer input by a. PACIFIC LUMBER AND TRUSS-BC e - Y LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T • 2x4 F 15BTR; LOAD DURATION INCREASE = 1.15 1-3=(-728) 125 6-1=(-43) 54 3-7=(0) 277 SPACED 24.0" O.C. 2-3=( 0) 0 1-7=(-74) 584 BC: 3-4=(-741) 160 7-4=(-69) 587 WEBS: 2x4 DF STAND 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 5'- 0.7" -47/ 33V -53/ 44H 0.00" 0.00 yji'92 ( 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/ 810V 0/ OH 5.50" 1.30 of ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 24.0" 24.0" rOND. 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-1.5x4 or equal at non-structural MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.036" @ 22'- 6.0" Allowed = 0.200" Unbalanced live loads have been MAX TL CREEP DEFL = -0.046" @ 22'- 6.0" Allowed = 0.267" considered for this design. REFER TO COMPUTRUS STANDARD MAX TC PANEL LL DEFL = -0.018" @ 17'- 2.5" Allowed = 0.433" GABLE END DETAIL FOR COMPLETE MAX TC PANEL TL DEFL = 0.041" @ 10'- 8.6" Allowed = 0.632" SPECIFICATIONS. MAX HORIZ. LL DEFL = 0.005" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.009" @ 20'- 0.5" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-03 10-03 load duration factor=l.6, Truss designed for wind loads '' T 1' in the plane of the truss only. 10-03 3-09 6-06 1' 1' T T /- 12 2 -M-4x4+ 12 6.00 p Q 6.00 M-4x6 3 4* o o 1 ul o ��,Eo PROFF�,, I. o a ��'�� @ ZlirP °2 y 7 9�1PE r ° M-3x4+(s) M-3x6 M-1.5x3 M-3x4 5 'o `' /i/� M1, b 1, 1, 7L ,OREGON�b X41 4-11 9-01 6-06 / '91' 2p 'r- O 14, y 2-00 y 20-06 y 2-00 y MERRR-\-0P JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F1 EXPIRES:12/31/2015 Scale: 0.2744 .RR1LL 6 WARNINGS: GENERAL NOTES,unless otherwise noted: a1� 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 ,Zr �O S ' c� Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper .L ri C� ,p 2.204 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 - 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 ttY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ jp.4,- �- -' 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 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, / 51398 design loads be applied to any component. and are for"dry condition"of use. ,P 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 �.t 4‘G 5/1s3 ER� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 SiS IONALE'i 11 I 11 I 11111111 110 11 II ill 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)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III 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 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"0C. 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 BEG REQUIRED BRG AREA �omplete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -430/ 1984V -91/ 91H 5.50" 3.17 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 2x4 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 T - T 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. '1 1' T 1' 1' T 12 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IIM-4X9 6.00 p d 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 ,F,( End vertical(s) are exposed to wind, /NW\ Truss designed for wind loads M-7X8 in the plane of the truss only. 3 ;.. 10 M-3x10 5 u, 14-3x6 " , 0 2 u) y,- M-5x10 M-5x12 ��r' O PRpFFs o D _ I® �� !� i (N s/ d` --- �o Q: 10 (cs Z� '9 �v of 1 M-3x8 M r.10 M-8x10 M-3x8 0 _-9216PE c- �b y y y y y /" 3-09-09 4-00-03 2-05-04 4-08-04 5-06-12 /• .-! CC y y y y y _FOR EG ON � ( ,�7-07 0-05-08 12-05-08 L/O 9y 14 2p� E y y MRRiL\-°P 'PROVIDE FULL BEARING;Jts:l,8,61 20-06 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - FGIRD Scale: 0.2602 10 ,BRILL GENERAL NOTES,unless otherwise noted: ,�� ESL 8`a.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 0 I�•. t7�, T ru s s• FG I RD and Warnings before construction commences. building component.Applicability of design parameters and proper Ar eS4' � CT, c5'� 2.2x4 compression web bracing must be installed where shown♦, incorporation of component is the responsibility of the building designer. f., 1 0 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction r' '� 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 ur P 9 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-I-, 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 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, /+ 51398 design loads be applied to any component. and are for"dry condition"of use. '� 44 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 4GIS.I.E'� fabrication,handling,shipment and installation of components. necessary. s G 7.Design assumes adequate ed on both is o truss,and SI 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 ONALF' II I I I 1,I'll I HIM III l ll 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 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III III t This design prepared from computer input by a PACIFIC LUMBER AND TRUSS-BC • - e 0. 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: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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" -182/ 583V -7/ 69H 5.50" 0.93 DF ( 625) 1'- 8.8" -128/ 65V 0/ OH 5.50" 0.10 DF ( 625) LL = 25 PSF Ground Snow (Pig) 1'- 11.5" -62/ 41V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF 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" @ 1'- 10.7" Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 in in O I ,-i in ~ ,--I O f M I , O O N 0 ► 011111114 M-3x4 1 A- <1.., ✓IZZIJ 2-y y y ), ct- 2-00 1-11-08 •��PE r PROVIDE FULL BEARING;Jts:2,4,31 yL ,y1OREGON\� �(I f2' 'O y14, 2° P4 • M'FR R I L�- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G2 EXPIRES:12/31/2015 Scale: 0.7914 $KRILL 6 WARNINGS: GENERAL NOTES,unless otherwise noted: ,�O F WAS�j�`7�, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �O �, Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper ..3- eS � C), ,' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �C v.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,. _ ,j, 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 sheathin C and/or d )g t - 9 Pcn 9(r ) rywall(BC). y 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. ?.•'r 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 anon-corrosive environment, 51398 4 design loads be applied to any component. and are for"dry condition"of use. '� s9 w TRANS ID: 4 2 8 0 5 6 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �A 4b/S1-5%G' c4U necessary. v SC fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. vs, G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f�NALE� II I I I I IIII I I II I I I III TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(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: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-74) 14 TC LATERAL SUPPORT <= 12"OC. 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 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 DP ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.5" -85/ 34V 0/ OH 0.00" 0.00 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF 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 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=l.6, Truss designed for wind loads /- 3 -, in the plane of the truss only. '' u7 M 2 --1 ro 1 .-I Oi- N 0 0 0� �� 4 M-3x4 1 ��S��,s NE, q sio l y y �<c. Jf z z 29 2-00 1-11-08 �sPE r i -G 4 OREGON�� Div /O 9y 14, 2� Q‘' 44FRRIU-el JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G1 EXPIRES:12/31/2015 Scale: 0.7014 T t1 e WARNINGS: GENERAL NOTES,unless otherwise noted: ,J0 4 WAS/4.,'`,.�• 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 -aN �' Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper O" �� r. G'j �',A " 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. tie �_ ,- 0 2.Design assumes the top and bottom chords to be laterally braced at o', 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 n 1 t' i is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tl (g �I '/! 9 r cin 9(r s rywall(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++ �'' ■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. ij 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, / 51398 design loads be applied to any component. and are for"dry condition"of use. '� 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 AGISIBR� �C! fabrication,handling,shipment and installation of components. Design assumes h 7.Design assumes ca ed one drainage th c 5 prruss,a. ss G a 6.This design rs furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IONAL� 11111 I II 111111111 I I r IIII 11 1111 TPI/WYCA 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./CompuTru's Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • 11111 III This design prepared from computer input by 4 PACIFIC LUMBER AND TRUSS-BC • - LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-32) 28 3-5=(-150) 70 BC: 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 <= 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" -134/ 525V -35/ 102H 5.50" 0.84 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.[ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, 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 = 0.033" @ 1'- 10.8" Allowed = 0.295" 9-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.039" @ 2'- 6.3" Allowed = 0.942" T T l' 12 MAX HORIZ. LL DEFL = -0.000" @ 4'- 7.7" 6.00[7' MAX HORIZ. TL DEFL = -0.000" @ 4'- 7.7" M-1.5x3 f 4 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, IIITruss designed for wind loads in the plane of the truss only. LO , .-I N O M cm O I WO of ■5 M-3x4 M-1.5x3 1 c�e'��EGIN 9 s/0 1,1Z111Y *-7 ), 1- '��PE r.-9-07-12 0-03-12 / ct,1 1, ), `. II 2-00 9-11-08 -10 197 - ,,OREGON OREGON ,, , /O 'Ty14, 2.° P+ MRRI0- EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G3 Scale: 0.5781 10,RRILL 6q�� WARNINGS: GENERAL NOTES,unless otherwise noted: ,.9 f WASl4,, `Tj, 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 ti� ,� Truss: G 3 and Warnings before construction commences. building component.Applicability of design parameters and proper Q �� '0 ., 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. FC v 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r. *O .j, DES. BY: LA 2'D.C.and at 10'o.c.respectively unless braced throughout their length by i • 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++ ��', 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. , SEQ. : 6 2 7 3 4 7 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �+ design loads be applied to any component. and are for"dry condition"of use. '� ,p 51398 w T RAN S I D 428056 6.Design assumes full bearing at all supports shown.Shim or wedge if L'C R� • 5.CompuTrus has no control over and assumes no responsibility for the 1$'FE necessary. L4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. sstO �,�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 II 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) H 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=(-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=( 0) 101 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -100/ 564V -48/ 488 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 DF ( 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 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" @ 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" f 1' 1' 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,BCDL=6.0, ASCE 7-10, 6.00[7 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, IIM-4x4 Truss designed for wind loads 34.0" in the plane of the truss only. M-3x6 . M-3x6 Truss designed for 4x2 outlookers. 2x4 let-ins Pq of :he same size and grade as structural top chord. Insure tight fit at each end of let-in. M 1.5x9 M 1.5x9 Outlookers must be cut with care and are permissible at inlet board areas only. 1, .0' l M-3x6 it. ? M-3x6 rt O rn r`) I O ,n a/- PPP viiii c T"- 7.7 6 O o 1 M-3x4 M-1.5x3 M-3x4 5 O -(C�t �`D PROFFv n '�IPE " 4-00 4-00 /rump.- // ,1 .0 b y OREGON 2-00 8-00 2-00 yL �� 4 /O �y14, 4. 0- MERR1L0-0 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H1 Scale: 0.4786 1ERRILL 8 WARNINGS: GENERAL NOTES,unless otherwise noted: 4$ WAS 11- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' Truss: H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4r �4, ti 0 F• 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the budding designer. 0 2.Design assumes the top and bottom chords to be laterally braced at �' `'* 3.Additional temporary bracing to insure stabil�ty during construction r� '� DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ]�/ i is the responsibility of the erector.Additional permanent bracing of (q �/ dr/ . continuous sheathing such as plywood sheathing(TC)aired ere s and/or drywall(aC). �� 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 7 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -".^...; ,� design loads be applied to any component. and are for"dry condition'of use. `p 51398 w T RAN S I D: 4 2 8 0 5 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0.{�,, L''c sTER� fabrication,handling,shipment and installation of components. necessary. O� 7.Design assumes adequate ed n drainage is of prruss,and ss+ �..SG i . 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces ptruss,and placed so their center ZONAL G�_ IIIIII 11 11 011111111 1 1 1 1 1 1 II TPI/INTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. a 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTru's 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• A PACIFIC LUMBER AND TRUSS-BC • • ► • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-394) 46 1-4=(-17) 295 4-2=(0) 181 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-394) 46 4-3=(-17) 295 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IIM-4x4 24.0" 0 1111 t 2.0"idi .0 t N � M o o A- of A- 1 ell 4 ��3 I 0 M-3x4 M-1.5x3 M-3x4 �, .3 ,/,D I PR N O.„ /0 <czZ 29 b * y 920SPE r 3-10-08 4-00 Aler: `, 1, 1, 414111MP' 7-10-08 a yL 47,OREGON\t' AZ"' 'O gy14, 2° ± MFRRIL\- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H2 EXPIRES:12/31/2015 Scale: 0.5481 10,1tRILL e.9. WARNINGS: GENERAL NOTES,unless otherwise noted: J� F WAS111 `7: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �,. ,w� "N �,� Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q A �r. Cj `� " 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �T 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,. y' j, DES. BY• LA 2'oc.and at 10'o.c.respectively unless braced throughout their length by s 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++ � -/ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �� SEQ. : 6 2 7 3 4 7 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, �� e1 51398 design loads be applied to any component. and are for"dry condition"of use. •r- ,.f1 Qr 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 34, �'%S EIL 4' necessary. �C fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 3'S/0 1C' 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 III I II TPI/WTCA in SCSI,copies of which will be furnished upon request. Tines 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 III 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: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-318) 79 1-5=(-29) 227 5-2=( 0) 158 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-280) 95 5-9=(-29) 227 3-9=(-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 BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 0-00-00 2-00-00 0'- 0.0" -39/ 312V -32/ 32H 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 rOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ 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" ,( ' 1' f 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, 2 4.0" End vertical(s) are exposed to wind, f� Truss designed for wind loads 11011111 in the plane of the truss only. M-3x4 rn 3 Co I 0 0 N ��II �� in f IA. O o 2 m O 01 1 � 5 44 �o M-3x4 M-1.5x3 M-3x5 P O e°Ds s� Nys/o v _ i z �w - 7 b y y � !9IPE r 4-00 3-05-10 y y � 7-05-08 /`, y 7-05-10 l yG ,_OREGON,X1 /O 1 y 14, Z° Q4 As MRR10-� EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H3 Scale: 0.4921 .RR1LL, WARNINGS: GENERAL NOTES,unless otherwise noted: 4\9 f WASiii 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C) � Truss: H3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,4 e( ' C� �� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �Q' v 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 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 g I. continuous sheathing such as plywood 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++ ��' 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ::',/ SEQ. : 6 2 7 3 4 7 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. '�+ ,i, 51398 w TRANS I D: 428056 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 9A, 'GrsissL fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. sS .nSG 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 G�_ II I I I 11 IIII III I I'ill 1111111 TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. , a 9. Digits indicate size 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) a II II This design prepared from computer input by If PACIFIC LUMBER AND TRUSS-BC a I w LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-25) 22 3-5=(-117) 55 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-107) 41 WEBS: 2x4 DF STAND 3-4=( 0) 0 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 29.0" 0.0" 0'- 0.0" -139/ 509V -20/ 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 1COND. 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 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 DELL = 0.025" @ 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" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.7" 6.00 p Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 4 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / 4 -, load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. I� avii :-;'J ti rl in O I on o iA- ► 5 o M-3x4 M-1.5x3 1 PO PR C.:3 e44 1N09 . s/0, ,1 y ), 92��PE 3-07-12 0-03-12 y y 1, f, II 2-00 3-11-08 -, 4t OREGON N tr tx 4, /O 1/- 14, 20 P4 �F PRO- JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I2 EXPIRES:12/31/2015 Scale: 0.5949 ��'pLL q' WARNINGS: GENERAL NOTES,unless otherwise noted: ,� F RtASJ.,,` '7� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �,. 4°-/,-i v,M1' �� Truss: 12 and Warnings before construction commences. building component.Applicability of design parameters and proper ,0 CJ ,� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. T v O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,. y' j, DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4,-/ ,r 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** �', 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6 2 7 3 4 7 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, r..°#;111T 51398 design loads be applied to any component. and are for"dry condition"of use. "0 Q! TRANS ID: 4 2 8 0 5 6 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �4 �'OISTB9 9 �4 necessary. �C fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `rSjO 6.This design is furnished subject to the Imitations 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 III II II 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. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII IIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-23) 21 3-5=(-126) 59 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 43 WEBS: 2x4 DF STAND 3-4=(-10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. 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" -112/ 482V -28/ 80H 3.50" 0.77 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.5" -20/ 166V 0/ OH 5.50" 0.27 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, 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 = 0.022" @ 1'- 6.9" Allowed = 0.220" 3-07-12 0-03-12 MAX TC PANEL TL DEFL = 0.023" @ 1'- 6.9" Allowed = 0.330" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.7" 6.00 p MAX HORIZ. TL DEFL = -0.000" @ 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. 1 I 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 in permissible at inlet board areas only. .--1 I M-3x6 o N cn o in ?/- o/- ii. R ►•�5 M-3x4 M-1.5x3 1 C. ZZ 2 Ct 7.9211PE r* 3-07-12 0-03-12 1 1- 1- `,� , /I 2-00 3-11-08 . A OREGON�t �l, /O 11' 14, 20 P-3= MERRILL 6 Scale: 0.5824 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I1 C��`pppW WARNINGS: GENERAL NOTES,unless otherwise noted: ,�'0 fjs,_8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual O K'�',Y. �' Truss: I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,2r ,�4' C), tp 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ztra>. 2.Design assumes the top and bosom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction OW, r '� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by l continuous sheathing such as plywood required sheathing(TC)shown and/or drywall(SC). . , - DATE: 5/22/2 015 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 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, �,T design loads be applied to any component. and are for"dry condition"of use. " . 51398 4V 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 "At •eCfsTBR� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. S'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 IONA1-0 II I I I I,MI I I,III I III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. , a 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 III r s II This design prepared from computer input by b 11 11 PACIFIC LUMBER AND TRUSS-BC • • • 4. 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=(-72) 49 1-4=(-25) 22 2-4=(-123) 57 BC: 2x4 DF 41&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"OC. 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/ 690 5.50" 0.27 DF ( 625) M-1.5x4 or equal at non-structural 3'- 11.5" -25/ 161V 0/ OH 5.50" 0.26 DF ( 625) vertical members (uon). LL = 25 PSF Ground Snow (Pg) 1COND. 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 = -0.009" @ 2'- 0.2" Allowed = 0.220" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.012" @ 2'- 0.2" Allowed = 0.330" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 07-12 0-03-12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.7" MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.7" T T T 12 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 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. f M-1.5x3 3 4li 0 0 N N (h a' IN Y ',- I 1► �4 0 M-3x4 M-1.5x3 i�� D I N , ss"0 J' y 1 "1 1PE r. 3-07-12 0-03-12 Airt y- l, III 3-11-08 Is CC - 4-/OREGON N tx k/ 'O '" 14, 2° P+ �FRRO,0 EXPIRES:12/31/2015 JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I3 Scale: 0.5554 1,ERRILL 8 WARNINGS: GENERAL NOTES,unless otherwise noted: ,� 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 5 �' Truss: 13 and Warnings before construction commences. building component.Applicability of design parameters and proper 4" .L4' 0 t'� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �Q' 1 0 4 2.Design assumes the top and bosom chords to be laterally braced at i. ` 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 � ) t . continuous sheathing such as plywood sheathing(TC)and/or drywall C. , �, DATE: 5/22/2015 Ne overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ,, 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 62 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, S 1398 design loads be applied to any component. and are for"dry condition"of use. '�' w TRANS I D: 4 2 8 0 5 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O�� PC�S I EgG' c4C fabrication,handling,shipment and installation of components. Decessary. 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�NALE II I I I 1 IIII I II I II III TPVWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. Wick USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek)