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Plans (13)
7t4ST-1cS- Oct Ss' —, (e.? S 7 54> L- • &4='4r sj-- S.7`_ , 404:18 RECEIVED , N � � N ,— AR1 OCT 2 6 Z015 •• ! -- 1 I ' , CITY OF TIGARD J "I MI , EINE M - J1 BUILDING DIVISION J _ , EMI__ J2 IA 8:12 ! -- — J4 — '- AIM= J5 :—_ ■\ A■ -- J6 J7 _ 11111111\ . 1 IMM _ J7 ligirialim Nil 1 _. J5 — F - _ J4 1. ;—_ al — J2 101-0' _ GR1 — (6) ■ Cr3 ■■- — Jim " Al 8:12 ■I�MI W_I==IN11—/ • ■EE,ff— al MI . 8:12 MUS26 I pr■ GJ•45, (� MUS26 , -- '3 6 III< c ) b 1.110 al 'lilt. O _ .��_,��� I \47 Iii , ,��I I � B i 1 cg 'g I / / D'- mc‘isnnsci T-0' 191-9' 10V . GARAGE RIGHT 1 I t S T h-ei �� Ip ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO LENNAR 02/04/15 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER umber INFORMATION.BUILDING LENNAR 2664-E3C BURLINGTON ENGUSH INFORMATION. OF RECORD PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO dEL.-NNAR 2664 / E E� D BY: REVIEW AND APPROVE OF ALL & TRUSS COMPANY UtLIVERY LOCATION: DESIGNS PRIOR TO CONSTRUCTION. SCALE: REVISIONS: 1/8"= 1' '-All designs are property of-Pack Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 40'-0' 1 a_ - N 01 Cr) N !!_I_I_I I I I ' I I I I__I J1 _10.�� ■ --- �M�� J1 J2 I- -__, Nor J2 J3 II-I—- 8:1-: U, -- J3 -! , -- J4 J5 _1111111111111111116,. A- t / A r __ J5 J6 _1111111111111.1k AV __ J6 I I J6 __ 11 4i_ _- J6 N J2 MI I - -- 4 Imo 0, R 1 I I I I GEE ,_ ,! UI GJ1 I������ `_ •__�;� 8:12 = -_I NMI Ilk GJ3 IMO.. !GJ4 _I�,, -111". , -- �-= D3 '� VL(8)\, MUS26 Cn__� --- � M - mac. N � , �1� r GJ4 - r' - - GJ2 , ii.r , E. IVTIELI-1-0---:=-- -- I GJ1 IWAIIIIII ilir NOM� ! go !�!! , _; I ci, .._ a..,, A_� I \ yM - Nfil S N I � Ch N 5 10'4' 19'-0' r-0' . ._ 1 GARAGE LEFT ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 02/04/15 PLACEMENT R SS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-I: DRAWINGN NEE LFURTNER aci umber LENNAR 2664-E3C BURLINGTON ENGLISH DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS RE TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO wr LENNAR 2664 / E SMID BY: REVIEW AND APPROVE OF ALL 8e TRUSS COMPANY DELIVERY LOCATION: ISCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. } 1 1/8"= 1' All designs are property of-Pacific Lumber and Truss. AU designs are null and void if not fabricated by-Pacific Lumber and Truss. J J MiTek USA, Inc. I 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 TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES,unless otherwise noted: 1 This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be 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). FPEO PR()Fes NOINEF9 �/�v :3° •s EjfE► -•••••c •L b •ta 2 OREGON k 3 L�O'11gY 14. 2y1 P}� ' k 5139 MR R 10- sEorst1`F t' 0 SfoNAL � EXPIRES 7121. 5/1 5 IIII 1 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-186) 1296 3- 8=(-380) 302 BC: 2x4 DF #16BTR SPACED 24.0" C.C. 2- 3=(-1575) 353 8- 9=( -97) 832 8- 4=(-173) 683 WEBS: 2x4 DF STAND 3- 4=(-1391) 426 9- 6=(-207) 1202 4- 9=(-173) 684 LOADING 4- 5=(-1391) 426 9- 5=(-381) 302 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1575) 353 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 TOTAL LOAD = 42.0 PSF OVERHANGS: 12,0" 12,0" LL = 25 PSF around Snow (Pg; BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -201/ 1248V -221/ 221H 5.50" 2.00 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 27'- 0.0" -201/ 1248V 0/ OH 5.50" 2.00 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 13 PSF. '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 = -0.002" -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.048" 9'- 1.7" Allowed = 1.304" MAX LL DEFL = -0.002" 28'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 28'- 0.0" Allowed = 0.133" 13-06 13-06 MAX BC PANEL TL DEFL = -0.142" 4'- 1.4" Allowed = 0.568" f 1 1 6-11-07 6-06-09 6-06-09 6-11-C7 MAX HORIZ. LL DEFL = 0.022" @ 26'- 6.5" f 1 1 1 1 MAX HORIZ. TL DEFL = 0.036" @ 26'- 6.5" 12 12 B.OD p M-4x6 Q 6 00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 4 't,r Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4\ All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 \`�<�� /p7 Fpr^I/R�/O qss/O 9 cr o ee 7 o r 92•SPE o M-3x5 80.25" M-3x4 M-3x5 0 ' M-5x8(S) `, II0P CZ- ; l l b 9-01-10 8-08-12 9-01-10 -G 47 OREGONtx / � 1 >i -I y 2p 0 1 13 R 4, 4. 27-00 1-00 ili l 0-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - A4 EXPIRES: 12/31/2015 Scale: 0.2196 WARNINGS: GENERAL NOTES, unless otherwise noted: ,�-ap. ,L 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual L'��' Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper •��p''�4� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q, �O �Y �'� 2.Design assumes the top and bottom chords to be laterally braced at ,4 C 3.Additional temporary bracing to insure stability during construction Q j, +A DES. BY: LJ is the res nsibil of the erector.Additional g 2'o.c.and at 1 g'o.c.respectively unless braced throughout their length by po try permanent bracin of continuous sheathing such as plywood sheafhing(TC)and/or drywa8(BC). gi, '' 0 DATE: 2/4/2 015 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 al bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 617 6 6 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, f �SII TRANS ID: 416 7 8 -' design loads be applied to any component. and are for"dry condition"of use. �.. 6. Design assumes full bearing at all supports shown.Shim or wedge it �; S.CompuTrus has no control over and assumes no responsibility for the ry. +p 398 cr✓� fabrication,handling,shipment and installation of components. rte Design 7.Design assumes adequate drainage is provided, Q :04::6.This design Is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center �4+ 1�+�IIII I II II II IIII VIII IIIIUIIII IIII III TPI/WTCA in SCSI,copies of which wig be hmished upon request lines coincide with joint center lines. s `8. Digits indicate size of plate in Inches. AL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I. ' s IIII II C t This design prepared from computer input by. PACIFIC LUMBER-BC .l LUMBER SPECIFICATIONS 27-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 63 2-10=( -890) 3174 3-10=) -112) 212 2x6 DF SS T2 2- 3=(-4016) 1203 10-11=(-1293) 4150 10- 4=( -115) 1043 BC: 2x6 DF SS LOADING 3- 4=(-3926) 1220 11-12=(-1293) 4150 10- 5=(-1168) 542 WEBS: 2x4 DF STAND LL - 25 PSF Ground Snow (Pg) 4- 5=(-3245) 1058 12- 8=( -890) 3174 11- 5=( 0) 355 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-3245) 1058 5-12=(-1168) 542 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 19'- 0.0" V 6- 7=(-3926) 1220 6-12=) -115) 1043 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 19'- 0.0" TO 27'- 0.0" V 7- 8=(-4016) 1203 12- 7=( -113) 212 BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 27'- 0.0" V 8- 9=( 0) 63 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL) 466.7)+DL( 130.7)= 597.3 LBS @ 19'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -712/ 277BV -127/ 1278 5.50" 4.45 DF ( 625) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 27'- 0.0" -712/ 277BV 0/ OH 5.50" 4.45 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.122" @ 13'- 6.0" Allowed = 1.304" MAX TL CREEP DEFL = -0.282" @ 13'- 6.0" Allowed = 1.739" MAX LL DEFL = -0.002" @ 28'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.044" @ 26'- 6.5" MAX HORIZ. TL DEFL = 0.072" @ 26'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 11-00-10 7-11-11 T T T T Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-00-02 3-07-12 5-10-02 5-06-05 3-11-09 4-00-02 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 T i 597.30# i 597.30# 12 Truss designed for wind loads 8.00 M-5x8 M-6x8 M-5x8 Q 8.00 in the plane of the truss only. 5 6 T2 gga M-1.5x3 M-1.5x3 inr 3 7 ��<-\°) PROFFS c, '4411111111111N" 7 ..,t 11 12 - . ' 92 '1 o M-4x8 M-3x8 0.25" M-3x8 M-4x8 0 / M-7x8(S) 4111111111 l 1 l 1 1 OREGON 4/4 7-06-02 5-11-14 5-11-14 7-06-02 ll- 4, �b i •4y 0 1-00 27-00 1-00 O MFRRIL\-�P-1- JOB NAME : LENNAR 2664-E3C BURLINGTON - AH1 EXPIRES: 12/31/2015 Scale: 0.2321 WARNINGS: GENERAL NOTES,unless otherwise noted: - ORT1-1 • 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual •A HIV' �� Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 44) of�ASIt,_ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. -`!fir 2.Design assumes the top and bottom chords to be laterally braced at r 6e Q <6 3.Additional temporary bracing to insure stability during construction Q / H, JrO DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T / , is the responsibility of the erector.Additional permanent bracing of continuous sheathing uch as plywood sheathin C andlor d , '�. g Ph"� gR ) rywall(BC). •. DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ %� 7t ' s 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. f SEQ. : 617 6 6 61 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ° design loads be applied to any component. and are for"dry condition"of use. .�� - TRAN S ID: 416 7 8 5 5.CompuTms has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if 51398 44' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. %.,�BGj�+� 8,This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center s S 11101 REIN VIII VIII VIII 11111 IIII IIII TPVWTCA in SCSI,copies of which will be furnished upon request. Digits coincide with Joint ate Inrnche. s f NA CS 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 I1II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-247) 1229 3-10=(-229) 211 BC: 2x4 DF #16BTR SPACED 24.0" C.C. 2- 3=(-1582) 405 10-11=(-144) 1128 10- 4=( -88) 448 WEBS: 2x4 DI STAND 3- 4=(-1341) 362 11- 8=(-279) 1214 10- 5=(-186) 110 LOADING 4- 5=(-1041) 354 5-11=(-186) 110 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1041) 354 6-11=( -88) 448 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1341) 362 11- 7=1-229) 211 TOTAL LOAD = 42.0 PSF 7- 8=(-1582) 405 8- 9=( 0) 63 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATFED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -183/ 1248V -161/ 1618 5.50" 2.00 DF ( 625) 27'- 0.0" -183/ 1248V 0/ OH 5.50" 2.00 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.047" @ 13'- 6.0" Allowed = 1.304" MAX TL CREEP DEFL = -0.108" @ 13'- 6.0" Allowed = 1.739" MAX LL DEFL = -0.002" @ 28'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.024" @ 26'- 6.5" 9-11-11 7-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.039" @ 26'- 6.5" 1 1 f 1 Design conforms to main windforce-resisting 5-01-02 4-10-09 3-06-05 3-06-05 4-10-09 5-01-02 system and components and cladding criteria. 1 1 1 1 1 1 1 12 12 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 M-4x6 M-4x6 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 M-3x4 6 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 7 7 .\(<51, ,i) P,R OFFS �� °G17/r 9 s�2v 1- 1/ 1 'f i . 9 ... a92ISPE ' M 3x5 0.25" M-3x8 M 3x5 o M-5x8(S) d= `rte. l 9-07-10 1 7-08 12 l 9 07-10 y 7G ,OREGON�b �Oa CC 1-00 27-00 1-00 O 444RRILL 0P JOB NAME : LENNAR 2664-E3C BURLINGTON - AH2 EXPIRES: 12/31/2015 Scale: 0.2321 WARNINGS: GENERAL NOTES, unless otherwise noted -(�_att.[tRa.t. e 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,y' OF W/♦,$h .ti. Truss: AH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. p g 2.Design assumes the top and bottom chords to be laterally braced at P 4' C F 3.Additional temporary bracing to insure stability during construction Q A' It eN +p DES. BY: LJ is the responsibility of the erector.Additional bracing 2'o c.and at 10'o.c.respectively unless braced throughout their length by Q Ix• y permanent bracin of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' vhf'- O.� DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �yrr 4. No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contracor. 7 '/I " T,I SEQ. : 617 6 6 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, fffiii"` f / design loads be applied to any component. and are for'dry condition"of use. �` TRANS I D: 416783 6.Design assumes full bearing at all supports shown.Shim or wedge it 5.CompuTrus has no control over and assumes no responsibility for the l, i �� fabrication,handling,shipment and installation of components. necessary. 51398 7.Design assumes adequate drainage is provided. O 24 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 �'15T6R 11111 I MIIIII W I I I III TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. s G ` B.Digits Indicate size of plate in inches. '/ONAL Ell MiTek USA,Inc./CompuTrus Software?.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) 1 IIIIIIIIIIIIII f. r t This design prepared from computer 'input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 . TC: 2x4 OF 815BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-12=1-346) 1235 3-12=1-219) 186 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1582) 523 12-13=(-284) 1128 12- 4=1-115) 455 WEBS: 2x9 DF STAND 3- 4=(-1391) 488 13-10=(-373) 1214 12- 6=(-197) 198 LOADING 4- 5=( 0) 0 6-13=1-197) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1041) 449 8-13=1-115) 455 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1-1041) 449 13- 9=(-219) 186 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 8- 9=1-1341) 488 NOTE: 2x4 BRACING AT 24"OC CON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-1582) 523 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 63 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -255/ 1248V -161/ 1618 5.50" 2.00 DF ( 625) 27'- 0.0" -255/ 1248V 0/ OH 5.50" 2.00 DF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.047" @ 13'- 6.0" Allowed = 1.309" MAX TL CREEP DEFL - -0.108" @ 13'- 6.0" Allowed = 1.739" 11-11-11 3-00-10 11-11-11 MAX LL DEFL = -0.002" @ 28'- 0.0" Allowed = 0.100" T 1 '( '( MAX TL CREEP DEFL = -0.003" @ 28'- 0.0" Allowed = 0.133" 5-01-02 4-08-04 2-02-05 06-0 4-08-04 5-01-02 1' ' '' 1k-06-() 2-02-05 ' 1' 1' MAX HORIZ. LL DEFL = 0.024" @ 26'- 6.5" MAX HORIZ. TL DEFL = 0.039" @ 26'- 6.5" 10-00 Support top chord at joint 5 and 7 10-00 Design conforms to main windforce-resisting T 12 1' 5 7 T 12 1 system and components and cladding criteria. 8.00 p M-4x6 M-4x6 Q 8.00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 6 8 load duration factor=1.6, Truss designed for wind loads r. in the plane of the truss only. M-1.5x3 M-1.5x3 3 9 �� co 0%/7/l9 o, v ... -'(( ' 9211PE r o 1 .+r 12 'f 13 - 1 -f o o M-3x5 0.25° M-3x8 M-3x5 0 M-5x8(S) `, AIM' l 9-07-10 1 7-08-12 l 9-07-10 l �Li /1. OREGON�1a}�� O 14, 1-00 27-00 1-00 MFARILv.0P JOB NAME : LENNAR 2664-E3C BURLINGTON - AH3 EXPIRES:12/31/2015 Scale: 0.2182 WARNINGS: GENERAL NOTES,unless otherwise noted: RILL 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual a� w 8 � Truss: AH 3 and Warnings before constriction commences. building component.Applicability of design parameters and proper A`l+'wr7,(_� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 40 V p ry g y g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by yr �a, DES. BY: LJ pa y B 9 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1.0 - .4. kl DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0• 9 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. ,�f f ,, SEQ. : 617 6 6 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-conosive environment, Design loads be applied to any component. and are for"dry condition"of use. Z TRANS I D 416785 6.Design asumes full bearing at all supports shown.Shim or wedge if 51398 5.CompuTms has no control ever and assumes no responsibility for the necessary. +� �4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Q �� 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center + Cjs'j'�8 IIII I II II VIII VIII VIII 11111 VIII IIII Ill TPI WTCA in BCSI copies of which will be furnished upon request. lines coincide with joint pcenter lines. Sst G 9.Digits indicate size of plate in inches. ONAj, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) J 11 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 7=(-217) 1288 3- 7=(-380) 302 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1575) 353 7- 8-( -97) 824 7- 4=(-173) 683 WEBS: 2x4 OF STAND 3- 4=(-1392) 425 8- 6=(-213) 1205 4- 8=(-173) 689 LOADING 4- 5=(-1394) 445 8- 5=(-386) 301 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1577) 369 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF OVERHANGS: 12.0" 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" -204/ 1253V -209/ 2178 5.50" 2.00 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 27'- 0.0" -159/ 1133V 0/ OH 5.50" 1.81 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL REEL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.048" @ 9'- 1.7" Allowed = 1.304" MAX TL CREEP DEFL = -0.113" @ 9'- 1.7" Allowed = 1.739" MAX HORIZ. LL DEFL = 0.022" @ 26'- 6.5" 13-06 13-06 MAX HORIZ. TL DEFL = 0.036" @ 26'- 6.5" 1 1 '1' Design conforms to main windforce-resisting 6-11-07 6-06-09 6-06-09 6-11-07 system and components and cladding criteria. 1 1 1 1' 1 12 12 Wind: 140 mph, h=23,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 M-4x6 Q 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ,f-,f End vertical(s) are exposed to wind, j� Truss designed for wind loads "d _i5x in the plane of the truss only. • M-1.5x3 3 <c< 5D PROFFS,, 44.1 C3 ter; ,� �� 792•OPE 9r o M-3x5 70.25" M-3x4 M-3x4 o e - Ag - M-5x8(S) 4141111.' �bF y l OREGON b. �9-01-10 8-08-12 9-01-10 L4I /O V 4 2°\ ' y 1-00 27-00 MRR1'1.L' P JOB NAME : LENNAR 2664-E3C BURLINGTON - B4 EXPIRES: 12/31/2015 Scale: 0.2164 WARNINGS: GENERAL NOTES,unless otherwise noted: I �ERRILL ,, 1. Budder 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: B4 and Warnings before construction commences, building component.Applicability of design parameters and proper a`Q WASK 9 f 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. O �' g 2.Design assumes the top and bosom chords to be laterally braced at 'r F' , yVG <e 3.Additional temporary bracing to insure stability during construction Q '� 1 j. DES. BY: LJ 2'o.c,and at 10'o.c.respectively unless braced throughout then length by . C• is the responsibility of the erecto.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). �' _ - i' �1, DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 1 L 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 2.•'/• SEQ. : 617 6 6 6 5 fasteners are complete and at no lime should any loads greater Than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be appfed to any component. and are for"dry condition-of use. _l �' - a TRANS ID: 916 7 8 5 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the �` fabrication,handling,shipment and Installation of components. necessary. 51398 7.Design assumes adequate drainage is provided. F 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center CISTER� ��� 111H1111111111111111111111111,111111111111 TPI WfCA in SCSI copies of which will be furnished upon request. lines coincide with joint ate inrnche. S, �G 9. Digits indicate size of plate in inches. ANAL 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) I 11111 1 III r This design prepared From computer input by* h PACIFIC LUMBER-BC a. LUMBER SPECIFICATIONS 27-00-00 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #ISBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 63 2- 8=(-1034) 3124 3- 8=( -111) 216 2x6 DF SS T2 2- 3=(-3953) 1218 8- 9=(-1475) 3961 8- 4=( -82) 949 BC: 2x6 DF SS LOADING 3- 4=(-3860) 1235 9-10=(-1128) 2872 8- 5=( -969) 593 WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-3192) 1071 5- 9=( -677) 519 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF D'- 0.0" TO 8'- 0.0" V 5- 6=(-3592) 1249 9- 6=( -123) 1323 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF B'- 0.0" TO 27'- 0.0" V 6- 7=( -79) 94 6-10=(-3644) 1429 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 27'- 0.0" V 10- 7=) -452) 309 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C DON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -728/ 2733V -100/ 1978 5.50" 4.37 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 27'- 0.0" -1061/ 2885V 0/ OH 5.50" 4.62 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. "a For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.117" @ 14'- 0.1" Allowed = 1.304" MAX TL CREEP DEFL = -0.270" @ 14'- 0.1" Allowed = 1.739" MAX HORIZ. LL DEFL = 0,041" @ 26'- 8.5" MAX HORIZ. TL DEFL = 0.067" @ 26'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 7-11 11 19-00-05 load duration factor=1.6, Truss designed for wind loads 4-00-02 3-11-09 6-00-06 6-04-03 6-07-11 in the plane of the truss only. T 1' +597.30# 1' 1 1' 12 8.00 M-4x10 -1.1-6x6-6x6 M-6x8 M-3x6 4 n T2 1\/> .5x3 + o 1 c+ o �>Gp P R OF1 ... �G 1l 9 /�v T - - 92s.o M-3x8 0.25" M-5x8 / - M-7x8(5) g= y 7-06-02 l 9-08-01 1 9-09-13 1 1L ,,OREGON:RwR:11:0::� 1-00 27-00 y /o MJOB NAME : LENNAR 2664-E3C BURLINGTON - BH1 EXPIRScale: 0.2376 WARNINGS: GENERAL NOTES, unless otherwise noted:1. Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Tl9F�� ��4 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bodom chords to be laterally braced at Q fl C� IA DES. BY• LJ 2'o.c.and at 1o'o.c.respectively unless braced throughout their length by Q' • is the responsibility of the erector.Additional permanent bracing of +•- 0 continuous sheathing such as plywood sheathing(TC)required ere shown and/or tlrywall(BC). 0 DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6176666 f /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. . and are for"d condition"of use. design loads be applied to any component "dry i.i. f�-', TRANS I D 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTrus has no control over and assumes no responsibility for the 5G(r� fabrication,handling.shipment and installation of components. necessary.Design 7. Design assumes ca adequate both c is provided. 0 A "C"4' 1398'4'CI It 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center $ III II IIII(IIII III I Ill I Eli VIII IIII III TPIANTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. SS f NG 9. Digits indicate size of plate in inches. ANAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 1110BTR LOAD DURATION INCREASE = 1.15 1- 2-1 0) 63 2- 9=(-286) 1221 3- 9-(-229) 210 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. 2- 3=(-1583) 413 9-10=(-154) 1129 9- 4=( -88) 448 WEBS: 2x4 DF STAND 3- 4-(-1342) 370 10- 8=(-278) 1218 9- 5=(-188) 109 LOADING 4- 5=(-1041) 360 5-10=(-186) 104 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1042) 353 6-10=(-101) 449 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1343) 375 10- 7=(-233) 211 TOTAL LOAD = 42.0 PSF 7- 8=(-1585) 417 NOTE: 2x4 BRACING AT 24"OC UON. FOP. LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ___= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -185/ 1253V -149/ 157H 5.50" 2.00 DF ( 625) OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 0.0" -142/ 1133V 0/ OH 5.50" 1.01 DF ( 625) ** For hanger specs. See approved plans '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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.047" @ 13'- 6.0" Allowed = 1.304" MAX BC PANEL TL DEFL = -0.194" @ 4'- 8.2" Allowed = 0.585" MAX HORIZ. LL DEFL = 0.024" @ 26'- 6.5" MAX HORIZ. TL DEFL = 0.039" @ 26'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 7-00-10 9-11-11 1' 1 T , Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-01-02 4-10-09 3-06-05 3-06-05 4-10-09 5-01-02 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 4 1 1' 1 4 T load duration factor=1.6, Truss designed for wind loads 12 M-4x6 M-4x6 12 in the plane of the truss only. 8.00 4 M-3x4 6 Q 8.00 5 f eV M-1.5x3 M-1.5x3 3 7 s��Ep P/RRJO�ts,s*o Ca o 4. 1 ° , -= o =92s1PE 9r to * ; o ' M-3x5 0.25" M-3x8 M-3x5 'o M-5x8(S) f WI!lr 1 �y l )' 1 OREGONts As[(9-07-10 7-08-12 9-07-10 Y4. 4, 1 y O qY o N 1-00 27-00 4/4:'RRILA-,e, JOB NAME : LENNAR 2664-E3C BURLINGTON - BH2 EXPIRES:12/31/2015 Scale: 0.2289 WARNINGS: GENERAL NOTES,unless otherwise noted: 9-4P.RR1LL, I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual l'��'•' Truss: B H 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ti gtAS 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. , �F �' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at g " d ' CT C. DES. BY: LJ 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 fv v. 0� DATE: 2/4/2015 responsibility g g continuous sheathing such as plywood sheathing(TC) required in where shown and/or d ywall(BC). ,s the overall structure is the res onsibilit of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �, , s 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. : 617 6 6 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, I . design loads be applied to any component, and are for"dry condition'of use. TRANS D: 416785 H.Design assumes full bearing at all supports shown.Shim or wedge if . 5.CompuTrus has no control over and assumes no responsibility for the ry. 5398 �� fabrication,handling,shipment and installation of components. rte Design 7.Design assumes adequate drainage is provided. A 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center C/ TAR III II VIII III 11111 IIIIUIIII III IIII TPIM?CA In SCSI,wPles of which will be furnished upon request. Digit coincide with joint ate Inr lines. ss. NAL (j •9.Digits oincide size of plate to inches. Q M)Tek USA,Ina./CompuT us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1688(MRek) ■ ■ IIII it III IL I This design prepared from computer input by, PACIFIC LUMBER-BC t t LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 . TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-11=(-362) 1227 3-11-(-219) 185 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2- 3=(-1583) 531 11-12=(-263) 1129 11- 4=(-115) 456 WEBS: 2x4 DF STAND 3- 4=(-1342) 496 12-10=(-372) 1218 11- 6=(-196) 148 LOADING 4- 5=( 0) 0 6-12=(-196) 142 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1041) 455 8-12=1-128) 456 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1042) 448 12- 9=1-223) 197 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1343) 495 NOTE: 2x4 BRACING AT 24"0C DON. FOR LL = 25 PSF Ground Snow (P9) 9-10=(-1565) 533 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -257/ 1253V -150/ 1579 5.50" 2.00 DF ( 625) ** For hanger specs. - See approved plans 27'- 0.0" -213/ 1133V 0/ OH 5.50" 1.81 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" P -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.047" 8 13'- 6.0" Allowed = 1.304" MAX TL CREEP DEFL = -0.108" 8 13'- 6.0" Allowed = 1.739" 11-11-11 3-00-10 11-11-11 MAX HORIZ. LL DEFL - 0.024" 8 26'- 6.5" T f T ' MAX HORIZ. TL DEFL = 0.039" 8 26'- 6.5" 5-01-02 4-08-04 2-02-05 06-0 4-08-04 5-01-02 T T Design conforms to main windforce-resisting -06-0 2-02-05 system and components and cladding criteria. 10-00 Support top chord at joint 5 and 7 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T 5 7 '' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor-1.6, 8.00 M-4x6 M-4x6 Q 8.00 Truss designed for wind loads 4 M-3x4 8 in the plane of the truss only. 0. 6 4C M-1.5x3 M-1,5x3 3 i p\(" -)//PtRtOF s/off -- =921sPE 1 -- 61 12 *40 O / o M-3x5 0.25" M-3x8 M-3x5 0 M-5x8(S) `�. . 02111111P" Q- 1, b ., 1 Qj 9-07-10 7-08-12 9-07-10 vG� 4-7 OREGON�Na 4, 1-00 27-00 MFRRILL JOB NAME : LENNAR 2664-E3C BURLINGTON - BH3 EXPIRES:12/31/2015 Scale: 0.2165 WARNINGS: GENERAL NOTES,unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual a� W �A s Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. , O �' 2.Design assumes the top and bottom chords to be laterally braced at , P ;4.,^ G. CO 3.Additional temporary bracing to insure stability during construction Q C oO DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by BY: is the responsibility of the erector.Additional permanent bracing of fr 1 K.. '�continuous Sheathing such as plywood aired in ere s and/ar drywall(BC). .DATE• 2/4/2 015 the overall structure is the responsibility of the building desgner. 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. f / SEQ. : 617 6 6 6 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, and are for condition'of use. � , design loads be applied ro any component. �' TRANS ID: 416 7 8 5 6.Design assumes full bearing at all supports shown.Shim or wedge if , 5.CompuTrus has no control over and assumes no responsibility for the ry +j+ 51398 Qr� necessary. (�, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0 �E'GIST'°v 9, 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 11 11 HE IM VIII VIII 11111 Eli TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint plate center inches. ss, NA G 9.Digits indicate size of plate in inches. O [, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) 00 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 of 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 DF 816BTR SPACED 24.0" O.C. 2-3=(-224) 210 3-4=(-116) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -30/ 443V -80/ 236H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 7'- 11.2" -249/ 482V 0/ OH 1.50" 0.62 of ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 4 -''' 10'- 2.8" -65/ 24V 0/ OH 1.50" 0,04 DF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0 '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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 3 MAX TC PANEL LL DEFL = 0,292" @ 3'- 10.7" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.246" @ 3'- 11.0" Allowed = 0.897" 8.00V MAX HORIZ. LL DEFL - -0.003" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. trs Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ° (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, o I Truss designed for wind loads r- in the plane of the truss only. r o ca 104 nE� F _ PROF I 1 ,� 5� tJ� is M-3x4 �c\� �G� !` 9 /�2y � �oPE r .1. 1 . 1 `, II 1-00 8-00 PROVIDE FULL BEARING;Jts:2,5,3,41 2-02-12 OREGON <Cr 4/0 '° 14, 2O\ P+, lFRRI1.\-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - BJ4 EXPIRES:12/31/2015 Scale: 0.4670 WARNINGS: GENERAL NOTES,unless otherwise noted. _`E 114,8 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual l�` Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,`O f�11fASr._ 2.204 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. O 4(f�r �' 2.Design assumes the top and bottom chords to be laterally braced al r �' (2 �i, 3.Additional temporary bracing to insure stability during construction Q '� ri,. T DES. BY: LJ 2'o.c.and al 10'o.c.respectively unless braced throughout their length by T is the responsibility of the erector.Atltlildonal xrmanent bracing of continuous sheathi such as od shealhin C and/or tl �' ` �• �x DATE: 2/4/2015 po y g re "g pNwo 9(r s ywancac>.the oadrsh uld be a is lied tos nco o of the ntil aft ads aec 4. In tmpact bodging is or there bracing ity of the where tive co t a / , ', 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.SEQ. : 617 6 6 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. f --) design loads be applied to any component. and are for"dry condition'of use. / ` `. TRANS I D: 416785 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the �+ 51398 Q+ik fabrication,handling,shipment and installation of components. necessary.s gn 7.Design assumes adequate drainage is provided. Q P 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +�'k(. C!STER • IIIIII VIII VIII VIII VIII I IILIIIII III IIII TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Ssr ,1G B. lines indicate size of plate in inches. ON/tll+T+`- MiTek USA,InC./COr11p 1Trus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 1 ■ VIII 1111111 e v This design prepared from computer input byr B. PACIFIC LUMBER-DC i 2 LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) . TC: 2x4 DF #IdBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1dBTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pig) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. Refer or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-06 6-06 -1 1' f HM-4x4 3 � 12 8.00 V Q 8.00 F- 2 9 0 o 1 FRED PROFA- �cCD �G� /l 9s/0, M-3x4 M-3x4 92•OPE c .4411, ' 1-00 13-00 1-01 -1111 ,Ct- 17/- 4.1 OREGON ,v /O -7/- 14. 20\ P4 /11 -Ce JOB NAME : LENNAR 2664-E3C BURLINGTON - Cl EXPIRES:12/31/2015 Scale: 0.4726 WARNINGS: GENERAL NOTES,unless otherwise noted: VORILL 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 44) 1 a4� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at QV ,' 3 �a DES. BY• LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by T l • is the responsibility of the erector.Additional permanent bracing of F, �. 0 continuous sheathing such l acingoe sheathing(TC)where and/or tlrywall(BC). tri/; .� DATE• 2/4/2 015 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. 0/ , ! SEQ. : 617 6 6 7 0 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, r design loads be applied to any component. and are for'dry condition"of use. /2 TRANS ID: 416 7 8 5 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 ak necessary. 51398{ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'f- 51398,a 4AGI$'TS�" � 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center L�. 11111 111111 VIII VIII VIII III 1111111 IIII TPI WFCA in SCSI copies of which will be furnished upon request. lines coincide with joint ate inrnche. ssr 9. Digits indicate size of plate in Inches. �NAI, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) II • Ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-19) 365 6-3=(0) 299 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-567) 115 6-4=(-19) 365 WEBS: 2x4 DF STAND 3-4=(-567) 115 LOADING 4-5=( 0) 63 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -110/ 660V -106/ 106H 5.50" 1.06 DF ) 625) 13'- 0.0" -110/ 660V 0/ OH 5.50" 1.06 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc saacing.I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" 14'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 14'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.059" 3'- 5.8" Allowed = 0.476" 6-06 6-06 MAX TC PANEL TL DEFL = 0.367" 3'- 5.6" Allowed = 0.714" 4 . T 12 12 MAX HORIZ. LL DEFL = 0.003" @ 12'- 6.5" 8.00 p IIM-4x4 Q 8.00 MAX HORIZ. TL DEFL = 0.006" @ 12'- 6.5" 3 4.0" Design conforms to main windforce-resisting :: system. and components and cladding criteria. III Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r r` of 1 6 NN-21 /1r. tip PRpf'F M 3x4 M-1.5x3 ���oszph �wo, 92•%PE < .6 y .6 6-06 6-06 `,p I� y 1-00 y 13-00 y 1-00 b yL 4/OREGON, k/CC '0 " 14, 2° + P MFAR10- JOB NAME : LENNAR 2664-E3C BURLINGTON - C2 EXPIRES: 12/31/2015 Scale: 0.4073 WARNINGS: GENERAL NOTES,unless otherwise noted: _A•E1 LL, 1.Builder aid erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r Truss: C2 and Warnings before construction commences. budding component.Applicability of design parameters and proper ,tiQ F WASy :,,s, 2.2x4 compression web bracing mist be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at r C 3.Additional temporary bracing to insure stability during construction Q 'C ,1, J• 'p DES. BY: LJ 2'o.c.and at 10 o.c,respectively unless braced throughout their length by T is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood ri'2'• �� g Acing required where sown drywall(BC). , DATE: 2/4/2015 the overall structure is the resporsibility of the building designer. 3. 24 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. : 617 6 6 71 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� design loads be applied to any component. and are for"dry condition"of use. r T RAN S ID: 416 7 8 5 6.Design assumes lull bearing at all supports shown.Shim or wedge it • 5.CompuTrus has no control over and assumes no responsibility for the !-� �� necessary. 51398 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +�E` 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both faces of truss,and placed so their center �� GISTSR ' IIIIII VIII(IIII plll VIII IIIIIIIIII III IIII TPI WfCA in BOB,copies of wh ch will be fumishetl upon request. lines coincide with joint center lines. s G 9. Digits indicate size of plate in inches. "ONALV's MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) f ' VIII III , , This design prepared from computer input by• ` • PACIFIC LUMBER-BC t LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-117) 92 8- 3=(-355) 149 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=1 -56) 224 8- 9=( -94) 315 8- 4=1-594) 210 WEBS: 2x4 DF STAND 3- 4=1 -43) 103 9-10=( -94) 315 4-10=1 0) 217 LOADING 4- 5=1-430) 208 10- 6=( -51) 430 10- 5=( -16) 131 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-632) 155 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 63 TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) __= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -90/ 334V -103/ 103H 95.00" 0.53 DF 1 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 3.4" -195/ 821V 0/ OH 95.00" 1.31 DF ( 625) OVERHANGS: 12.0" 12.0" 7'- 11.0" 0/ 218V 0/ OH 95.00" 0.35 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 5.5" -132/ 695V 0/ OH 5.50" 1.11 DF ( 625) M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (uon). !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 considered for this design. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 21'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 5.5" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.048" @ 17'- 1.0" Allowed = 0.447" MAX TC PANEL TL DEFL = 0.072" @ 16'- 10.4" Allowed = 0.671" MAX HORIZ. LL DEFL = 0.004" @ 20'- 0.0" 6-05-11 7 06 02 6-05-11 MAX HORIZ. TL DEFL = 0.006" @ 20'- 0.0" -( T T T Design conforms to main windforce-resisting 6-03-06 3-11-06 3-11-06 6-03-06 system and components and cladding criteria. Wind: 140 mph, h-21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-. 4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 8.00 3 M-3x4 5 Q B'00 load duration factor=1.6, 4 Truss designed for wind loads E, - in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. 2 0 ��� D PROF o �� o `-, c / /� '� �° 1 � y ll - 7 , �� 2 0 0.25" M-4x6 M-3x4 y ° '-92/OPE 17c- M-5x12(S) / M-3x4 / 1, 1 /, 1, 1 - CC 6-03-06 1-00-12 6-10 6-03-06 OREGON b, Q., 1y 1 1 y ,, i Y 201 ' 1-00 20-05-08 1-00 0 14, P+ MFR RILL 0 JOB NAME : LENNAR 2664-E3C BURLINGTON - D1 Scale: 0.2912 EXPIRES: 12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: .ERRIL,L B 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and iv for an individual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,�O F WASH 9-j<' 2.204 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. Q• �O /i- �'e, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q -0 es 'p DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q' is the responsibility of the erector.Additional permanent bracing of l f 01. continuous sheathing such l acing required aired where s shown tlrywall(RC). ,7 DATE• 2/4/2015 the overall Structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiretl where shown++ _ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 2/;/15 SEQ. : 617 6 6 7 2 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. .1,-e' "� TRANS I D 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTms has no control over and assumes no responsibility for the ry 51398 c,, fabrication,handling,shipment and installation of components. Design R 7.Plates assumes cared on drainage face io truss,and 0 k �C/ R� ft." 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 (+ sTE 1111111111101111 TPI/WfCA in BC51,copies of which will be famished upon request. lines coincide with joint center lines. SS f LNG B. Digits indicate size of plate in inches. ONAi. MITek USA,Inc.lCompuTfus 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF Ol&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 9=(-1B1) 869 3- 9=(-187) 184 BC: 2x4 DF 91&BTR SPACED 24.0" O.C. 2- 3=1-1149) 311 9-10=( -69) 724 9- 4=( -25) 259 WEBS: 2x4 DF STAND 3- 4=( -948) 271 10- 7=(-212) 870 9- 5=( -60) 67 LOADING 4- 5=( -726) 273 5-10=( -29) 255 TC LATERAL SUPPORT <= 12"OC. DON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -952) 273 10- 6=(-186) 183 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-1150) 310 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 63 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -147/ 973V -133/ 133H 5.50" 1.56 DF ( 625) OVERHANGS: 12.0" 12.0" 20'- 5.5" -147/ 973V 0/ OH 5.50" 1.56 DF ( 625) BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FC-OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.027" 11'- 11.5" Allowed = 0.977" MAX TL CREEP DEFL = -0.059" 11'- 11.5" Allowed = 1.303" MAX LL DEFL = -0.002" 21'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 21'- 5.5" Allowed = 0.133" 8-05-11 3 06 02 8-05-11 MAX HORIZ. LL DEFL = 0.013" @ 20'- 0.0" MAX HORIZ. TL DEFL - 0.021" @ 20'- 0.0" 1' T T 1' 4-02-06 4-03-05 3-08-07 4-C1 4-02-06 Design conforms to main windforce-resisting T 1 T 1 f 1' system and components and cladding criteria. 12 12 M-4x6 M-6x6 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,9 DD F7' Q 0.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 15 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M 3 'SF< N0 P R�QFFS... -7 .I I- o �\� �G� /lR s/0�v t 1 9 '� 10 B o M-3x9 0.25" M-3x9 M 3x0 92��PE r M-5x8(S) Are - `; II .6 .6 1 .6 -0 8-01-10 4-04 7-11-14 y OREGON a f:' �1-00 20-05-08 11-00y L�0 14, 2��P+� MFR R 10- JOB NAME : LENNAR 2664-E3C BURLINGTON - D2 EXPIRES: 12/31/2015 Scale: 0.2789 WARNINGS: GENERAL NOTES,unless otherwise noted: - ..RRTLj, 1.Builder aid erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �M1�' Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper a� F�Tt1p. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. O �+/N �' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q� ,S4' CT �� DES. BY: LJ is the responsibility of the erector.Additional bracing 2'o c.and at 10'o.c,respectively unless braced throughout their length by po dY permanent bracin of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A' 1-04.. /:' O.t, DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �,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.fasteners are complete and at no time should any loads greater than 5.SEQ. : 6176673 Design assumes trusses are to be used in a non-corrosive environment, tlesign loads be applied to any component. and are for"dry condition"of use. TRANS ID: 416 7 8 5 6. Design assumes full bearing at all supports shown.Shim or wedge if r7.- i' a �CV 5.CompuTrus has no control over and assumes no responsibility for the necessary. -P S 139H fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage is provided. Q ��+ 6. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center C15R II III I HUH I1III II TPI/W7CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Ss) G ra llll'1 B. Digits Indicate size of plate in inches. Qjn]A�,1 MiTek USA,Inc./CompuTrus Software 7.6.6(10-6 15.For basic connector plate design values see ESR-1311,ESR•1986(MiTek) I. • II IIII 4 e, & r This design prepared from computer input bye , PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 . TC: 2x4 DF B1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-156) 846 3- 8=(-289) 246 BC: 2x4 DF 91&BTR SPACED 24.0" O.C. 2- 3=(-1124) 287 8- 6-(-175) 845 4- 8=(-117) 570 WEBS: 2x4 DF STAND 3- 4=( -846) 239 8- 5=(-288) 246 LOADING 4- 5=1 -847) 239 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1123) 287 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -153/ 973V -164/ 164H 5.50" 1.56 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 5.5" -153/ 973V Of OH 5.50" 1.56 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1`- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.025" @ 10'- 2.9" Allowed = 0.977" MAX LL DEFL = -0.002" @ 21'- 5.5" Allowed = 0.100" 10-02-13 10-02-11 MAX TL CREEP DEFL = -0.003" @ 21'- 5.5" Allowed - 0.133" T 1 T MAX BC PANEL TL DEFL = -0.166" @ 4'- 6.9" Allowed - 0.625" 5-03-14 4-10-15 4-10-15 5-03-12 T T T T T MAX HORIZ. LL DEFL = 0.013" @ 20'- 0.0" 12 12 MAX HORIZ. TL DEFL - 0.021" @ 20'- 0.0" IIM-4x4 8.00 8.0017 Q Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 N_N, Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 ��co PR OFFS o 1/140P '.% of 1 M-3x4 0.25" M-3x4 7 0 �� 79 �PE r M-5x10(5) -•- . II y 10-02-13 10-02-11 y 7` , OREGON b, �4, J, 20-05-08 y1-00 <O '9y 14' 2.°N P� MFARIU-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - D3 Scale: 0.2789 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: • ORRI,L 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,� r'" W Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �, Q 2.Design assumes the top and bottom chords to be laterally braced at �4' L^i 3.Additional temporary bracing to insure stability during construction 43 _r., O DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d A' 2`' .j, 0 PYw' gR ) rywell(BC). •. DATE• 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 1-* ,/ -14 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,�,/I r _ SEQ. : 617 6 6 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. TRANS ID: 41.6785 design loads be applied to any component. and ere for"dry condition"of use. `' � -- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q. necessary. $]39$ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. QI{�j��� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center C' C., 110111111111 IIII IIII(IIII I'll/IIII IIII TPUWfCA In BCSI copies of which will be furnished upon request. lines coincide with joint center lines. Ssl sly" B. Digits Indicate size of plate in inches. QNAI,Y" MiTek USA,InC.lCOmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) III ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 GIRDER SUPPORTING 27-00-00 FROM 9-00-00 TO 19-05-08 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6878) 1482 1- 8=(-1154) 5484 8- 2=( 0) 184 11- 6=(-1664) 462 BC: 2x6 DF SS 2- 3=(-6706) 1524 8- 9=(-1154) 5482 2- 9=( -180) 204 6-12=( -488) 2164 WEBS: 2x4 DF STAND; LOADING 3- 4=(-5462) 1300 9-10=(-1112) 5410 9- 3=( -596) 2746 2x6 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5466) 1302 10-11=(-1094) 5342 3-10=(-2384) 582 2x6 DF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 5.5" V 5- 6=(-6608) 1498 11-12=(-1474) 6736 10- 4=(-1400) 5878 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 0.0" V 6- 7=(-8500) 1896 12- 7=(-1486) 6786 10- 5=(-2202) 532 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 312.5)+DL( 232.5)- 545.0 PLF 9'- 0.0" TO 19'- 5.5" V 5-11=( -534) 2476 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 5.5" TO 20'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN ADDL; BC CONC LL+DL= 2885.0 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -911/ 4274V -148/ 148H 5.50" 6.E4 DF ( 625) nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 5.5" -1273/ 5820V 0/ OH 5.50" 9.31 DF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, REQU:REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 bottom chords, [COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.' 9" or in 1 row(s) throughout 2x4 webs, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" or in 2 row(s) throughout 2c6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.068" @ 12'- 7.3" Allowed = 0.977" MAX TL CREEP DEFL = -0.229" @ 12'- 7.3" Allowed = 1.303" MAX HORIZ. LL DEFL = -0,020" @ 20'- 0.0" 10-02-12 10-02-12 MAX HORIZ. TL DEFL = 0.044" @ 20'- 0.0" 1' T 1' 4-04-13 3-08-15 2-01 2-01 3-08-15 4-04-13 Design conforms to main windforce-resisting 1 f 1 T 1 r . system and components and cladding criteria. 12 M-5x6 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 [77 Q 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 5,0" load duration factor=l.6, �r Truss designed for wind loads 11114444, in the plane of the truss only. M-3x5 M-3x5 3 li M-3x5 M-3x6 2 6 In IIIIIIIIII„N r-- M-5x10 '_ M 5x10 0 \��Cc���/d/},/{PT^''R/rFJ�FFSS�o ..d ® �e ® _ cc, 1 1'-� B 9 10 11 1 7 ?92•11PE 1' o M-1.5x3 M-6x8 0.25" M-4x6 M-3x6 0 M-7x8(5) J., b 2885# l l l `-. e_ 4-03-01 3-07-03 2-04-08 2-04-08 3-07-03 4-03-01 y OREGON 5, 4// G 21 A, 1 1, y 20 + 20-05-08 WEDGE REQUIRED AT HEEL(S). 14, °'''.MERRI1_L JOB NAME : LENNAR 2664-E3C BURLINGTON - D-GIRD EXPIRES: 12/31/2015 Scale: 0.2,78 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual fo W �A Truss: D-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper �pl2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. - 1 3.Additional lam ora bracin to insure stabil' Burin construction 2.Design assumes the top and bottom chords to be laterally braced at p ry g nY g 2'oc.and at 10'o.c.res divel nless braced throw hout their len th b r• . r DES. BY: LJ is the responsibility of the erector.Additional y" g ( by po rly permanent bracing of continuous sheathing such as plywood sheathing(TC)wired ere shown and/or drywall(BC). O.t, DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ > 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. f 1.'''.......r SEQ. : 617 6 6 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 appfed to any component. and are for"dry condition"of use. � :-.,:r.__ TRANS I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 5,CompuTms has no control over and assumes no responsibility for the necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �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 . afS'('QR � EMI till VIII III IIII III IIII TPVVVTCA in SCSI,Copies of which will be furnished upon request. lines coincide with joint center lines. SSI • 8.Digits indicate size of plate in inches. ONAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1o.For basic connector plate design values see E5R-7311,ESR-1988(MiTek) II 1111 11 c t This design prepared from computer input by• PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 . TC: 2x4 DF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1305) 357 1-6=(-277) 1102 2-6=(-376) 251 BC: 2x4 DF 01&BTR SPACED 24.0" O.C. 2-3=( -947) 238 6-5=(-242) 995 6-3=( -81) 535 WEBS: 2x4 DF STAND 3-4=( -944) 238 6-4=(-254) 215 LOADING 4-5=(-1222) 331 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (P9) 0'- 0.0" -98/ 821V -86/ 86H 5.50" 1.31 IF ( 625) 19'- 6.5" -98/ 821V 0/ OH 5.50" 1.31 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.033" @ 5'- 4.7" Allowed = 0.931" MAX BC PANEL TL DEFL = -0.177" @ 4'- 6.3" Allowed = 0"591" MAX HORIZ. LL DEFL = 0.016" @ 19'- 1.0" MAX HORIZ. TL DEFL = 0.025" @ 19'- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. 10-01-08 9-05 T T 4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-05-08 4-08 4-08 4-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,1' 'I' T T T load duration factor=l.6, 12 12 Truss designed for wind loads 6.00(7 TIM-4x4 Q 6.00 in the plane of the truss only. 4.0" 3 (� 0 • M-1.5x3 M-1.5x3 2 4 M 4x6 gQ PROp M-3x4 I **1 6 5** I M-3x8 ?92ISPE vc--- AO, I y 10-01-08 9-05 1 ` 4 OREGON1 :u Q' b 19-06-08 /0 91' 14, e- P'3t- 41&RRIL'-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - E3 Scale: 0.3220 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: OVA RILL 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ,� ''" WAS/44,44> Truss: E3 and Warnings before construction commences, building component.Applicability of design parameters and proper _`� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �, 4+O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at G P 7 9 Y 9 4 ,i: ,' DES. BY: LJ 2'continuous and at 10'o.c,respectively h at plywood unless braced throughout their length(. �' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �/. �1. DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' 4 - SEQ. : 617 6 6 7 6 fasteners are complete and at no lime should any loads greater than 5.Design assumes Trusses are to be used in a non-corrosive environment, r design loads be applied and are for'dry condition"of use. g pplied to any component. 'Y 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS ID: 416 7 8 5 5.CompuTrus has no control over and assumes no responsibility for the g g pp g /* +j1 ,� 51398 4+4 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Q A ...on^� 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 CrA 1>a" ill II I II I II 11 11 II I I 1111 TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssl G 9.Digits indicate size of plate in inches. �IV3/ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF M1BBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( -36) 43 8- 9=(-703) 3212 1- 8=( -161) 93 5-11=1 -32) 625 BC: 2x6 DF SS 2- 3=(-3382) 949 9-10=(-712) 3205 8- 2=(-3598) 825 11- 6=(-279) 98 WEBS: 2x4 DF STAND LOADING 3- 4-(-3034) 882 10-11=(-865) 3144 9- 2=( 0) 240 6-12=( 0) 218 LL = 25 PSF Ground Snow (Pg) 4- 5=(-2934) 842 11-12=(-669) 3034 2-10=1 -294) 71 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-3302) 912 12- 7=(-664) 3038 10- 3=( 0) 531 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)- 160.0 PLF 8'- 0.0" TO 12'- 0.0" V 6- 7-(-3515) 789 10- 4=( -206) 165 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 12'- 0.0" TO 20'- 0.0" V 4-11=1 -393) 244 = BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 20'- 0.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 12'- 0.0" 0'- 0.0" -360/ 1915V -106/ 62H 5.50" 3.06 OF ( 625) 20'- 0.0" -366/ 1944V 0/ OH 5.50" 3.11 DF ( 625) •• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.096" @ 12'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.218" @ 10'- 1.5" Allowed = 1.272" MAX HORIZ. LL DEFL = 0.028" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.046" @ 19'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 4-10-10 3-04-01 3-09-10 7-11-11 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-07-02 3-07-09 1-10-13 1-10-13 3-08-03 4-03-08 load duration factor=1.6, 1' 1' 097.300 4597.300 f 1' Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p Q 6.00 M-6x8 M-6x8 3 M-3x4 5 1 4 m. M-1.5x3 M-5x16 1 , 0-3x4 0 m 0 (Si 5��� p PR OF�ss �.. 9 10 11 12 7 O CVc- �G'!_!�✓R D2 M-4x10 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x10 ° CC 3�O P E �� l 1• 3. /, 1, 3' �. II 9-08-19 3-00-14 4-07-08 3-05 4-01-12 b -` 4 OREGON ky 20-00 /6 qy 14, 23 4 P MRRIl..\-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - EH1 EXPIRES:12/31/2015 Scale: 0.3123 WARNINGS: GENERAL NOTES,unless otherwise noted, RRII,L. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual •A Truss: E H 1 and Warnings before construction commences. building component.Applicability of desgn parameters and proper n 8 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. a 01 W1J.- � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,O� $0 / it, .s, �,� DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of tt rf... 9.„ continuous sheathing such as plywood sheathing(TC)aired s and/or drywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2 t y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 617 6 6 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. " C _ T RAN S I D: 416 7 8 5 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the ry. 15 51398 co fabrication,handling.shipment and installation of components. Design 7.Design assumes adequate a ed n bath faces of truss,and placed so their center � C1.S�� (IIIII 11111 IIIII ulli IIIII 111111111 III(III TPI/k U Ain BCSI,copies of which will be furnished upon s p pon request. lines coincide with joint center lines. s f NAT.. 9. Digits indicate size of plate in inches. Q ra MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111111 111 c This design prepared from computer input by•0.a PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 . TC: 2x4 DF #1513TR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 286V -6/ 43H 5.50" 0.46 DF ( 625) 1'- 10.9" -125/ 133V 0/ OH 1.50" 0.21 of ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ DH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" 1-11-11 MAX BC PANEL TL DEFL = -0.100" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 6.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 4 o rn o i- 0 _ _ I i I -�4 0 M-3x4 c(-a D PROF,c 4' -1/Pf'' /°* y y y '92S r •PE 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 8-00 r �_ ` - .7 OREGON CC A. '6 .44' 14, 2° P+ MFRR10- JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ1 Scale: 0.6385 EXPIRES:12/3112015 WARNINGS: GENERAL NOTES,unless otherwise noted: -, LL, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual l��'� Truss: EJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 44) Of WAsJj,_ , 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility Cl the building designer. -'Lrlr 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at OV 'L4' -, 0 tt" DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ; x is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)C and/or d fr �' O g PM+p eR ) rywall(BC). DATE• 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. lipVIIVV.,,o,/S E Q. : 617 6 6 7 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment,design loads be applied to any component. antl are fo,dry contleion"of use. � TRANS ID: 416 7 8 5 5.CompuTrus has no control over and assumes no responsibility for the 6. Design asumes full bearing at a8 supports shown.Shim or wedge if /r 51398 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OA �4:121S,,,nu'� � 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ^�. 1 y'� (VIII VIII III II I I°I I 1II I II TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssr o 9. Digits indicate size of plate in inches. ONAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 357V -13/ 71H 5.50" 0.57 DF ( 625) 3'- 10.9" -136/ 136V 0/ OH 1.50" 0.22 DF ( 625) LL = 25 PSF Ground Snow (Pig) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" 3-11-11 MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.369" f MAX BC PANEL TL DEFL = -0.148" 0 4'- 4.8" Allowed = 0.467" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 p Design conforms to main windforce-resisting system and components and cladding criteria. 3 .Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. 0 N M O C Itli O of 1 ��4 -, M-3x9 C '.." (' ED PRO 9 6> 444 -7 ct 92s•PE l ), y AlleA 1-00 PROVIDE FULL BEARING;Jts:2,3,41 8-00 / ` =_ A OREGON 1a Ai / � O y 14, 2° P- MFRRI0L 0 JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ2 EXPIRES: 12/3112015 Scale: 0.6010 - WARNINGS: GENERAL NOTES, unless otherwise noted: �PRRJ(,Z e 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: EJ2 and Warnings before construction commences, building component.Applicability of design parameters and proper ,`Q WASff 9 f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. O f �' p g 2.Design assumes the top and bottom chords to be laterally braced at 1 �' �C F 3,Additional temporary bracing to insure stabilry during construction Q 'S T 13 DES. BY: LJ 2'oc.and at 10'o.c.respectively unless braced throughout their length by Q is the responsibility of the erector.Additional permanent orating of continuous sheathing such as plywood sheaf hing(TC)and/or drywall(BC). �' ` �r`-' 0 DATE: 2/4/2015 the overall structure s 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. / ,I•,� SEQ. : 617 6 6 7 9 fasteners are complete and at nc time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, f . design leads be applied to any component. and are for"dry condition"of use. p TRANS ID: 916 7 8 5 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 404 fabrication,handling.shipment and installation of components. necessary. •P 51398 7.Design assumes adequate drainage is provided. 0 F 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �C(. Cf$TER VI11111111111111111111111111111111111111 TPI WICA in BCSI,copies of which will be urnished upon request. lines coincide de with joint center nche. SS G g. Digits indicate size of plate in inches. f�TfAL�� MiTek USA,Inc./Corn puTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r r ■ IIIIIII I IIIIII t t. This design prepared from computer input by• PACIFIC LUMBER-BC A LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 72 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 422V -20/ 99H 5.50" 0.67 DF ( 625) 5'- 10.9" -113/ 170V 0/ OH 1.50" 0.27 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" .' '1 MAX BC PANEL TL DEFL = -0.180" @ 4'- 1.4" Allowed = 0.467" 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 6.00 p MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. I �' Wind: 140 mph, h=l5ft, 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 in the plane of the truss only. 0 en rl O/- M-3x4 ,,,C, 1 1 1 �9 'esPE f 1-00 'PROVIDE FULL BEARING;Jts:2,3,4I 8-00 `. A_ 7G ,,OREGON N� �(v� 'O .4y 14, 23 4 MFR R 10,0 JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ3 EXPIRES:12/31/2015 Scale: 0.5635 WARNINGS: GENERAL NOTES,unless otherwise noted: _ ,RRI 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 1��"' Truss: EJ3 and Wamings before construction commences. building component.Applicability of design parameters and proper ,1� 4 V�A$j�+• � 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. e.. �� wV 2.Design assumes the top and bottom chords to be laterally braced at .< C 3.Additional temporary bracing to insure stability dudng construction Q w es, "� DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q is the responsibility of the erector.Additional permanent bracing of I• �.ra... �x continuous sheathing such l acingoe sheathing(TC)required ere own tlrywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' �,i� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ;1/ ,s. SEQ. : 617 6 6 8 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. C. ,ri TRANS ID: 416 7 8 5 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the ".„..7 �'� fabrication,handling,shipment and installation of components. necessary. C 51398 7.Design assumes adequate drainage is provided. 2 ' ,(4, 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '�� GI$'1'ER .? 1 1 1 1 1 1 1 111 III I I I I 111111 II TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. as 6 9.Digits indicate size of plate in inches. SIOjVAj,�� 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -45/ 480V -27/ 126H 5.50" 0.77 DF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 218V 0/ OH 1.50" D.35 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 9'- 9.1" Allowed = 0.594" 7-11-11 MAX TC PANEL TL DEFL = -0.401" @ 4'- 5.9" Allowed = 0.817" T 1' 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 6.00 p I' Design conforms to main windforce-resisting �� system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 M T"- v MI i /- 1 4 1 -/ M-3x4 �\�"\�S\ ID PRO 9sS/°y ct '1•PE 9r J, 1, 1, /I 1-00 (PROVIDE FULL BEARING:Jts:2,4,3' 8-00 ,,....#■�•- yL ,,OREGON , ��� .O qr 14, 2� 0 MRR10.- JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ4 EXPIRES:12/31/2015 Scale: 0.5385 WARNINGS: GENERAL NOTES,unless otherwise noted: ��-iti. L., 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T�� Truss: EJ4 and Wamings before construction commences. building component.Applicability of design parameters and proper Aslj,- ), 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -'GV 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,0� �Q fita..., CT CO DES. BY: LJ 2'c.c,and at 10'o.c,respectively unless braced throughout their length by ,rx is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) A' O DATE 2/4/2015 responsibility building designer. g pNwo g(r sandfordrywan(ec). the overall structure is the res nsibilil of the buildin des ner. 3.2x Impact bridging or lateral bracing required where shown++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ,J//, ! .SEQ. : 617 6 6 81 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, j/ design loads be applied to any component. and are for"dry condition"of use. / TRANS ID: 416 7 8 5 6,Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the ry. /, .p 51398 4f' fabrication,handling.shipment and installation of components. rte Design 7.Plates assumes adequate otdrainage is provided. trussed. Q 40 �, 6.This design is furnished subject to the limttaPOns set forth by 8.Plates shall be located on both faces of truss,and placed so their center Cjs" R II II Hill III I VIII VIII III III TPI MCA in SCSI,copies of which win be famished upon request. Digit coincide wiz joint ate inrnche. ssf NAL 9. tines oin aide size of plate in inches. O MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESP-1311,ESR-1988(MiTek) III II III ,_ , This design prepared from computer input bye PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-149) 126 3-4=(-101) 38 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -33/ 153H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (P9) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 DF ( 625) 7'- 11.2" -193/ 495V 0/ OH 1.50" 0.63 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -100/ 27V 0/ OH 1.50" 0.04 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/IRO MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.179" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.222" @ 3'- 10.9" Allowed = 0.820" 4 -1 MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 0 6.00 p Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 i 0 0 , of /- 1 ► 5►� -> Mi <��Ep PR QFFSS M-3x9 Ca � � 1 r 9 /O1- 92S$PE 1' Ale 1 1 1 1 ` I/ 1-00 8-00 'PROVIDE FULL BEARING;Jts:2,5,3,41 1-10-15 y OREGON p, c ij G ,� /O g4- 14, 2°\ dil ME � P R R I L- JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ5 EXPIRES: 12/31/2015 Scale: 0.4675 WARNINGS: GENERAL NOTES,unless otherwise noted' ERRIL j• , 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,`Q O4 WAS>i� T 2.2x4 compression web bracing must be installed where shown v, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Or ,4' C, Ff, DES. BY• LJ 2'o.c.and at 1o'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing uch as plywood sheathin C and/or tl , Kx' Ory g Plyis 9R s rywall(BC). a b. DATE• 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No load should be applied 0 any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,�;/ , SEQ. : 617 6 6 8 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, design loads be applied to any component, and are for"dry condition"of use. TRANS ID: 416 7 B 5 6.Design assumes full Dearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the +p 51398 w� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. o�.6'6, '�FC/STE.% � 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II I II VIII VIII VIII I III VIII I I IIII TPIIWf'CA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 810 V,146 8. Digits Indicate size of plate In inches. NAU MiTek USA,Inc./CompuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF IMABTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"DC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- D.0" -68/ 301V -6/ 43H 5.50" 0.48 DF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 DF ) 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �CDND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacinqd VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 1.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 p MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-12, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. 0 C 0 ti "-5 of a 0 M-3x9 <<, PR 0 ass/O 1, 1 1 4Y '�OPE �� 1-00 2-00 [PROVIDE FULL BEARING;Jts:2,4,3I A/ yL 4 OREGON�tx ki /Ogty14, 2° P+ MFR R 1 O-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ1 EXPIRES:12/31/2015 Scale: 0.6953 WARNINGS: GENERAL NOTES.unless otherwise noted: w RRILZ, 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 ea. Truss: ESJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1v �rZ,(-�(f 2.204 compression web bracing must be installed where shown«. incorporation of component is the responsibility of the building designer. ‘,.,4 ,..01 f' 2.Design assumes the top and bottom chords to be laterally braced at 'C''' �. 3.Additional temporary bracing to insure stability during construction Q >]". j. +f DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f^' �OC �1•DATE: 2/9/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridg.ng or lateral bracing required where shown n« W lz 4.No load should be applied to any component until after a4 bracing and d. Installation of truss is the responsibility of the respective contractor. /))) - SEQ. : 617 6 6 8 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. f/� ��' ---3 TRANS I D: 416785 design loads be applied to any component. and are for"dry condition"cf use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if --- fabrication,handling,shipment and installation of components. necessary. ,� 51398 Q7 7.Plates assumes adequate on both is truss,a ,(�, 8.This design Is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss,and placed so their center k6 C$ . 1 111111111111111110111111111111.111111111101 TPUWiCA in SCSI,copies of which will be furnished upon request. Digits coincide with joint ate in inches. s G B.Dp4s Indicate size of plate in inches. Sf0lYI�1..E� MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1 BBB(MiTek) 1E1111111 III , This design prepared from computer input by• PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 DF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 DF ( 625) LL = 25 PSF Ground Snow (P4) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 2 / Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 G"1 /' (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. C 0 Cu en/- 0 iicti o El OI f -1 M-3x4 c.:<°ED PROF I cr. ��PE r b 1 l `' // 2-00 1-11-11 PROVIDE FULL BEARING.) -YG 4.1 OREGON 1R A, 'O -9y 14, 2� Q-4- MFRRiO-e JOB NAME • LENNAR 2664-E 3 C BURLINGTON - ES J2 Scale: 0.9503 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: lagalt.4,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and a for an individual J F WA.. � Truss: E S J 2 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. Cr w� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q A C� ,p DES. BY: LJ is the responsibility of Inc erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by P aY D 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ik. i " iiix y. DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ %� y 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 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6176685 i - design loads be applied to any component. and are for"dry condition"of use.TRAN S I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the 398 w� necessary. fabrication,handling,shipment and installation of components. + 7.Design assumes adequate both drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ;4k,,-11.:;;Sri-'50 III VIII III IIII VIII VIII(IIII IIII III TPI WTCA in SCSI copies of which will be furnished upon request. Digit coincide with joint ate in inches. S 9. Digits indicate size of plate in inches. Sf�IVALBC� MiTek USA,InC.lCompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) II III 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 2.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 31 1-3=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -35/ 141V -14/ 57H 5.50" 0.23 DF ( 625) TOTAL LOAD = 42.0 PSF 2'- 0.2" -11/ 67V 0/ OH 5.50" 0.11 DF ( 625) 4'- 2.7" -48/ 103V 0/ OH 1.50" 0.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net)-5 nsf) uplift at 24 "oc spacinq.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.3" Allowed = 0.051" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.003" @ 1'- 1.3" Allowed = 0.068" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 y MAX HORIZ. LL DEFL = -0.000" @ 4'- 1.9" MAX HORIZ. TL DEFL = -0.000" @ 4'- 1.9" Design conforms to main windforce-resisting 12 ,I system. and components and cladding criteria. 6.00 12 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N I N o 3 0-7.1. 111 y M-3x4 �\�'∎<.• P R 0 Pe =92•OPE CC- 9(- ` r /% J, 1 2 rt -03 OREGON (/,,-52- 4, �� l 1 y i -1). +& 2-00-08 1-11-11 O 14, c- - AV I �� PROVIDE FULL BEARING;Jts:1,3,21 PRIL JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ2X EXPIRES: 12/31/2015 Scale: 0.9172 WARNINGS: GENERAL NOTES,unless otherwise noted: *VIRILE 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,•� W Truss: ESJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper v ,eyspv'/�r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. O �' 2.Design assumes the top and bottom chords to be laterally braced at t- AQ G 0 3.Additional temporary bracing to insure stability during construction Q ,, T "6 DES. BY: LJ 2'c.c.and at 1g'o.c,respectively unless braced throughout their length by t' is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). f., �/; 0 DATE: 2/4/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 09'•, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S EQ. : 6176686 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, loads be applied to any component. and are for"dry condition'of use. TRANS I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if �� 5.CompuTrus has no control over and assumes no responsibility for the necessary. Sl139g fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �O 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �i(i Cf�S"('F� Iii VIII VIII I�III VIII 11111IIII II I IIII TPIANlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint ate inrnche. ssf NAL G 9. Digits indicate size of plate in inches. Q • MiTek USA,Inc/CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) r ■ III III e , This design prepared frum computer Input. by P PACIFIC LUMBER-BC e LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ■ TC: 2x4 DF #1dBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -42/ 311V -20/ 99H 5.50" 0.50 of ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 DF ( 625) LL = 25 PSF Ground Snow (Pq) 5'- 11.7" -67/ 144V 0/ OH 1.50" 0.23 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" -/ MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" / MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,11CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 rh rn 0J- o O ' M-3x4 �\����Ep PR 0�S/o2 '9211PE r II y 2-00 1PR VIDE FULL BEARING.' 3-11-11 y /de, - � L ,i,OREGON t), �� /6 -1}- � 14, c- P+ MFR RI LL 0 JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ3 EXPIRES:12/31/2015 Scale: 0.7331 WARNINGS: GENERAL NOTES,unless otherwise noted: liLSRRILE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and 6 for an individual S.A W �A e Truss: ESJ3 and Warnings before constriction commences. building component.Applicability of design parameters and proper V `�f' 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally Ixaced at air kQ ��►r C'i), vp DES. BY• LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A' 1 O DATE: 2/4/2015 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. : 617 6 6 8 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r design loads be applied to any component. and are for"dry condition"of use. TRANS ID: 416 7 B 5 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ...".% fabrication,handling,shipment components. necessary. ng,shi ment and Installation of com onents. 7,Design sumes adequate drainage is provided. I ' �. 51398 w 6.This design is furnished sub)ect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center . Cl$•1'ER IIIIII II II III VIII VIII VIII VIII Hill TPIM/fCA In BCSI,copies of which will be furnished upon request. lines coincide size Joint center lines. SSI QUO B.Digits indicate size of plate in inches. ANAL,s'" 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 2.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DE (f15BTR LOAD DURATION INCREASE = 1.15 1-2=1-101) 47 1-3=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BR; RECUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -34/ 139V -22/ 87H 5.50" 0.22 DF ( 625) TOTAL LOAD = 42.0 PSF 2'- 0,2" -49/ 148V 0/ OH 5.50" 0.24 DF ( 625) 6'- 2.7" -71/ 151V 0/ OH 1.50" 0.24 DF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.005" @ 1'- 1.3" Allowed = 0.051" 6,00 p BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.008" @ 1'- 1.3" Allowed = 0.068" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 -/ MAX HORIZ. LL DEFL = -0.001" @ 6'- 1.9" MAX HORIZ. TL DEFL = -0.001" @ 6'- 1.9" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.E, MWFRSIDir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 rn 1 IN C!1 I 3 � - O M-3x4 e--<,c �'PR�O ass, 1, 1 G�� !I 2-03 Ct ?9 SSPE 7 r 1 1, y 2-00-08 3-11-11 'PROVIDE FULL BEARING;Jts:1,3,21 /`_. '/ CC , A, OREGON�a x44/ '0 gy14, 2° P+ MFR RILL JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ3X EXPIRES: 12/31/2015 Scale: 0.6239 WARNINGS: GENERAL NOTES,unless otherwise noted: ,i RRILi , 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,-(� F wA r� Truss: E S J3X and Warnings before construction commences. building component.Applicability of design parameters and proper u) �f' 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 0 2.Design assumes the top and bottom chords to be laterally braced at V Q Cl ttN 3.Additional temporary bracing to insure stability during construction 2'o.c.and al 10'o.c.respectively unless braced throughout their length by 4 _ ,' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of P y ( y FN Y O� DATE: 2/4/2015 responsibility g designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). the overall structure is the res nsibiltt of the buildin des/ner. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after al bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 617 6 6 8 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, f i '" design loads be applied to any component. end are for"dry condition"of use. TRANS I D: 416785 8.Design assumes full bearing at all supports shown.Shim or wedge it ' 5.CompuTms has no control over and assumes no responsibility for the ! a `' necessary. 0 51398 fabrication,handling,shipment and installation of components. 'r .� p� 7.Design assumes adequate drainage is provided. Clots 4 �„ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center � C15 R �` nil I 1111 I I I I I I I ' 'III TPI/WTCA In SCSI,copies of which will be furnished upon request. tines coincide with joint censer lines. ssr G g. Digits indicate size of plate In inches. ANAL 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 t A +. , This design prepared from computer input by t PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 54 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-78) 37 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 496V 0/ 77H 5.50" 0.79 DF ( 625) 6'- 3.2" 0/ 80V 0/ OH 5.50" 0.13 OF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 6.0" -73/ 176V 0/ OH 1.50" 0.28 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.085" @ 3'- 8.1" Allowed = 0.395" MAX TC PANEL TL DEFL = -0.146" @ 3'- 8.2" Allowed = 0.592" 12 4.0017 MAX HORIZ. LL DEFL = -0.000" @ 6'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 6'- 5.2" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 50 N m o,_ m III 0 tom 1 2► 4 � M-3x4 ,p PROP- -� s/ c`' � LS) 4,Q 17 92S•PE 1 1 l 1-06 'PROVIDE FULL BEARING;Jts:2,4,3I 6-06 ..41# - - 47 OREGONp, A� 'O 'r 14, '1°N P+ 44ERR11..\-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - F2 EXPIRES: 12731/2015 Scale: 0.6412 7 WARNINGS: GENERAL NOTES,unless otherwise noted: ��RRILL , 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and a for an individual i�• Truss: F 2 and Warnings before construction commences. building component.Applicability of design parameters and proper A F WAS fi �- 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. I �' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at QP ,4 7 - 3L CT �,fj DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q' 0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). F. • i x.. 0 DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ " °!' 4.No load shoukt be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. l,l3,i, SEQ. : 617 6 6 8 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. ✓✓ j design loads be applied to any component. and are for"dry condition"of use. �, Zk� TRANS I D 416785 6.Design assumes lull bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the ry. +p 51398 C<✓� fabrication.handling,shipment and installation of components. oe Design 7.Plates assumes adequate a ed n drainage is truss, Q E` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '�'(. C($TER� II II VIII VIII VIII VIII VIII 11111 El TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SS! � G 9. Digits indicate size of plate in inches. �Nf�j. 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAF DURATION INCREASE = 1.15 1-2=1 0) 54 2-4=10) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-46) 35 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+CL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -72/ 409V 0/ 45H 5.50" 0.65 DF ( 625) 2'- 10.9" -93/ 96V 0/ OH 1.50" 0.15 DF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 6.0" 0/ 55V 0/ OH 5.50" 0.C9 DE ( 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.153" MAX TC PANEL LL DEFL = 0.006" @ 1'- 3.3" Allowed = 0.147" 2-11-11 MAX TC PANEL TL DEFL = -0.015" @ 1'- 6.2" Allowed = 0.220" MAX. BC PANEL TL DEFL = -0.049" @ 3'- 7.0" Allowed = 0.352" MAX HORIZ. LL DEFL = -0.000" @ 2'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 2'- 10.9" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. o c 0 rc, o/- r' I Ili o / tom 1 2 ** 4 -/ M-3x4 �.���cp PRO 9ss�o �� 7 y y y =921•PE 9r 1-06 1PROVIDE FULL BEARING;Jts:2,3,4I 6-06 .1- '' yL ,,OREGON�bc ,<`v4 i0 -1y 14, 2° P4 MRRILA- JOB NAME : LENNAR 2664-E3C BURLINGTON - FJ1 EXPIRES: 12/3112015 Scare: 0.6497 WARNINGS: GENERAL NOTES, unless otherwise noted: �gRRILL 6 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: FJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,�� F W1�$/i R f 2.2x4 compression web bracing must be installed where shown a incorporation of component is the responsibility of the building designer, e, �� �r� �`� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q 'S .'++ Q, it DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q is the responsibility cf the erector.Additional permanent bracing of h 4,`i.. O1. continuous sheathing such as plywood mead sheathing(TC)S and/or drywall(BC). DATE: 2/4/2015 the overall structure s 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 toss is the responsibility of the respective contractor. SEQ. : 617 6 6 9 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, f i design loads be appled to any component. and are for'dry condition"of use. `. TRANS I D: 416785 6. Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTVS has no control over and assumes no responsibility for the ry, �� +p 51398 �'� fabrication,handling,shipment and installation of components. necessary. Design assumes adequate drainage is provided. (:),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 �. CASTER III II II II VIII(IIII VIII VIII PIE II II TPINJfCA in BCSI,espies of which will be furnished upon request. Digits coincide with joint pate in lines. S `G 9. Dgks indicate size of plate in inches. S�ONAT,�"`_ MiTek USA,IDC./CO npuTru6 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) III III x , This design prepared from computer input by ► PACIFIC LUMBER-BC F LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-4=(01 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 34 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 482V 0/ 72H 5.50" 0.77 DF ( 625) 5'- 10.9" -65/ 163V 0/ OH 1.50" 0.26 DF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 6.0" 0/ 75V 0/ OH 5.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed • 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" '( .1 MAX TC PANEL LL DEFL = 0.056" @ 3'- 4.7" Allowed = 0.358" MAX TC PANEL TL DEFL = -0.105" @ 3'- 2.2" Allowed = 0.536" 12 4.00 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" Design conforms to main windforce-resisting 1 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o c N M o,.,- 0 i� O : ,- 1 2 +a 4 -, o M-3x4 c.,<(5\°) 1p uS/,-, 44-r 17 � OPE r b ., y 1-06 PROVIDE FULL BEARING;Jts:2,3,41 6-06 46OPP 0 CC yG 4 OREGONa acv /p y 14, `2-°\ P+ MERRIL\- JOB NAME : LENNAR 2664-E3C BURLINGTON - FJ2 EXPIRES: 12/31/2015 Scale: 0.6242 WARNINGS: GENERAL NOTES.unless otherwise noted: ORRII,l,B 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual Truss: FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� ' �T/ �� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4..‘43z..°* , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at C DES. BY• LJ i ry g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 ►n, T 'P is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ti i'" 0� DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 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. : 617 6 6 91 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, fi+ design loads be applied to any component. and are for"dry condition"of use. /-�� TRANS ID: 4167 8 5 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if 51398 necessary. .398 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �i0 �ACIu i c�-� � 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center O. IIIIII II II HMI VIII VIII VIII IIII IIII TPNNfCA in SCSI,copies of which will be furnished upon request. Digit coincide with joint center lines. SS'ONAL � 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 31 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -78/ 318V -4/ 348 5.50" 0.51 DF ( 625) 1'- 2.9" -54/ 20V 0/ OH 1.50" 0.03 DF ( 625) LL = 25 PSF Ground Snow (Pig) 2'- 0.0" -26/ 24V 0/ OH 5.50" 0.04 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 2312 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-03-10 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" -1'- 0,0" Allowed = 0.100" I. ,)AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" 0'- 0.0" Allowed = 0.012" MAX BC PANEL LL DEFL = 0.001" 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.001" 1'- 0.1" Allowed = 0.067" 6.00 p MAX BC PANEL TL DEFL = -0.000" 1'- 4.0" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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 in the plane of the truss only. 0-/rn ,141113 c,./- cr 0 O 0� 1 ,.4 M-3x9 p�EPRO a��� ss/ c 0�y y ?9 �PE �1-00 2-00 � PROVIDE FULL BEARING;Jts:2,314) pL 4.„OREGON a i:zu 'O illy 14, `223\ P4 M FRR10-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - FSJ1 EXPIRES:12/31,2015 Scare: 0.7338 _A WARNINGS: GENERAL NOTES,unless otherwise noted: ,,SOURJLL 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: FSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,`� F WAS/j f 2.2x4 compression web bracing must be installed where shown a incorporation of component is the responsibility of the building designer. O �' p g 2.Design assumes the lop and bottom chords to be laterally braced at ti ''C �s 3.Additional temporary bracing to insure stability during construction Q 'S j. y- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 11'o.c.respectively unless braced throughout their length by 4F o DATE 2/4/2015 responsibility g designer. continuous sheathing such as plywood required and/or drywall(BC). Lr the overall structure is the res nsibilit of the buildin desi ner. 3.2x Impact bridging or lateral bracing required where shown++ 7 4. No load should be applied to any component until after al bracing and 4. Installation of truss is the responsibility of the respective contractor. , ' SEQ. : 617 6 6 9 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, y design loads be applied to any component. and are for'dry condition"d use. �^�- TRANS I D: 416 7 B 5 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes lull Dearing at all supports shown.Shim or wedge if C fabrication,handling,shipment and installation of components, necessary. 'S 'P 51398 Q 7.Design assumes adequate drainage is provided. 0404+ 4. 6.This design is furnished subject to the limitations set torch by 8. Plates shall be braced on both faces of truss,and placed so their center CIS�4 III I 111111111111111 11111 VIII 11111 III TPI VJfGA in SCSI copies of which will be famished upon request. Dig indicate with joint ate:n nche. Ssf ( G N9Y e. Oig Is indicate size of plate�n inches. ANAL�'" MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) IIIIIIII Ill . • • . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-37) 17 1-3=(0) D BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 12 DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -17/ 91V -6/ 26H 5.50" 0.15 DF ( 625) 6.00 TOTAL LOAD - 42.0 PSF 1'- 3.2" -1/ 27V 0/ OH 5.50" 0.04 DF ( 625) 2'- 1.6" -27/ 40V 0/ OH 1.50" 0.08 DF ( 625) LL = 25 PSF Ground Snow (Pg) 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 MAX BC PANEL LL DEFL = 0.000" @ 0'- 9.6" Allowed = 0.029" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.0" Allowed = 0.039" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 2'- 0.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 0.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 - 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. 10 M-3x5 m 0 r rn 0 I r o IEW0 1' 3' °.∎.., PR O ass, CC 92SIPE t' f. 4' 7 4 OREGON�b �c�,, 1 1 P 1-06 0-07-10 �O qy 74, 2� `E' e. PROVIDE FULL BEARING;Jts:1,3,2I 11/ R R1 L\- JOB NAME • LENNAR 2 664-E3C BURLINGTON - FSJ2 Scale: 0.9858 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: �,.cY.IBI I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,� "" WB � Truss: FSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at 4r �Q �.� �� �r DES. BY• L J 2'o.c.and atilt).o.c.respectively unless braced throughout their length by �_ 1 0� I- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). F' DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ 1 y 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 617 6 6 9 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. f i ,�' design loads be applied to any component. and are In,"dry condition"of use. p�� /L.TRANS I D 416785 6. Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the necessary. '� 51398 Q14 fabrication.handling,shipment and installation of components. Design 7.Design assumes adequate drainage is provided. Q A 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center �� CISTER 1111111111111111 IIIIIIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssf Q g. Digits indicate size of plate in inches. ANAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESP-1311,ESR-1g66(MiTek) II VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 19-09-00 FROM 6-00-00 TO 21-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 ('Jon-Rep) 1- 2=1 0) 50 2- 8=(-1664) 8114 8- 3=1 -526) 2594 BC: 2x6 DF SS 2- 3=(-9104) 1922 8- 9=1-1646) 8030 3- 9=(-2988) 672 WEBS: 2x4 DF STAND; LOADING 3- 4=(-6036) 1308 9-10=(-1492) 7512 9- 4=(-1008) 4710 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6026) 1306 10- 6=(-1504) 7578 9- 5=(-2402) 498 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 21'- 0.0" V 5- 6=(-8506) 1744 5-10=( -364) 2042 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 6'- 0.0" V 6- 7=1 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 221.9)+DL( 170.9)= 392.8 PLF 6'- 0.0" TO 21'- 0.0" V OVERHANGS: 13.1" 13.1" ADD:.: BC CONC LL+DL= 1915.0 LBS @ 5'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -911/ 4403V -90/ 90H 5.50" 7.04 D£ ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 0.0" -1077/ 5116V 0/ OH 5.50" 8.19 DF ( 625) nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = 0.001" -1'- 1.1" Allowed = 0.109" MAX TL CREEP DEFL = -0.001" -1'- 1.1" Allowed = 0.145" MAX LL DEFL = -0.088" 10'- 5.9" Allowed = 1.004" MAX TL CREEP DEFL = -0.293" 10'- 5.9" Allowed = 1.339" MAX LL DEFL = 0.001" 22'- 1.1" Allowed = 0.109" MAX TL CREEP DEFL = -0.001" 22'- 1.1" Allowed = 0.145" MAX HORIZ. LL DEFL = 0.027" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 20'- 6.5" 10-06 10-06 '( '( 4' Design conforms to main windforce-resisting 5-10-07 4-07-09 4-07-09 5-10-07 system and components and cladding criteria. T Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 5.50 p M-5x6 's05.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5.0" Truss designed for wind loads 4 r�r in the plane of the truss only. M-3x6 44011111pOpoo M-3x6 3 5 01 M-5x10 M-5x10 ��QED PR Ore o . , i8I 9_ r o 7 o ��\� � � 11 9 i�217 ° M 3x8 0.25" M-3x6 0 '920•PE 1--- M-7x10(S) .40 • l 11, 915# 1 1 l `,-Iii. CC 5-08-11 4-09-05 4-09-05 5-08-11 yL 47 OREGON\A N 1-01-01 21-00 1 01-01 id -41? 14, 2° P+ MEA R 11-\- JOB NAME : LENNAR 2664-E3C BURLINGTON - G-GIRD EXPIRES: 12/31/2015 Scale: 0.2913 WARNINGS: GENERAL NOTES,unless otherwise noted: to ._B 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 44) j, Truss: G-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper a WA W 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4 P. 2.Design assumes the top and bottom chords to be laterally braced at r ' Q� DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' . [f'' �.i, DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. f design loads be applied to any component. and are for"dry condition"of use. �. $1 TRANS I D: 416785 6 Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. 51398 CV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �O '�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 ClS.I 1 G" VIII VIII VIII VIII 11111 11111 III III IIII TPIM CA in SCSI copies of which will be h mishetl upon request. Digits coincide with joint ate in lines. SSJ G V Irytll B. Digits indicate size of plate in inches. 0NAL MiTek USA,InalCom puTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) I II IIIIIIII ■ a r This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 21-00-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16M LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 51 2-12=(-795) 3355 3-12=(-146) 233 BC: 2x6 DF SS 2- 3=(-3801) 949 12-13=(-891) 3526 12- 4=( -7) 653 WEBS: 2x4 DF STAND LOADING 3- 4=(-3682) 945 13-10=(-795) 3355 12- 6=(-382) 245 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 6-13=(-382) 245 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 8.7" V 4- 6=(-3320) 886 8-13=( -7) 653 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 8.7" TO 12'- 3.3" V 6- 8=(-3320) 8B6 13- 9=(-147) 233 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 12'- 3.3" TO 21'- 0.0" V 7- 8=( 0) 0 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 21'- 0.0" V 8- 9=(-3682) 945 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-10=(-3802) 949 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 509.2)+DL( 142.6)= 651.8 LBS @ 8'- 8.7" 10-11=( 0) 51 TC CONC LL( 509.2)+DL( 142.6)= 651.6 LBS @ 12'- 3.3" OVERHANGS: 13.1" 13.1" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -404/ 2143V -72/ 72H 5.50" 3.43 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 21'- 0.0" -404/ 2143V 0/ OH 5.50" 3.43 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 = 0.004" @ -1'- 1.1" Allowed = 0.109" MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX LL DEFL = -0.112" @ 12'- 4.1" Allowed = 1.004" MAX TL CREEP DEFL = -0.245" @ 12'- 4.1" Allowed = 1.339" MAX LL DEFL = 0.004" @ 22'- 1.1" Allowed = 0.109" MAX TL CREEP DEFL = -0.004" @ 22'- 1.1" Allowed = 0.145" 0-04-05 0-04-05 MAX HORIZ. LL DEFL = 0.033" @ 20'- 6.5" 8-08-05 f-f 3-07-06 “ 8-08-05 MAX HORIZ, TL DEFL = 0.052" @ 20'- 6.5" T T T '1 Design conforms to main windforce-resisting 4-05-15 3-10-02 1-09-11 1-09-11 3-10-02 4-05-15 system and components and cladding criteria. T T 1' 651.60# 1' 46T51.80# f Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 5.50 G M-6x8 M-6x8 Q 5.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 M-3x4 7 load duration factor=1.6, 6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 cQ`c.pPR OF eS s / ° � /1 R O2o '�1 � cc, •7 12 13 - 0.25 a '�•P E r° M-3x10 M-3x8 M-3x10 M-7x8(S) I/ b y b b `, 8-02-05 4-07-07 8-02-05 9G ,_OREGON,, �4,,,Cr 1-01-0 21-00 1-01-0 <0 -1 r 14, 2° Q+ 4/FR R 1 L\-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - GH1 EXPIRES:12/31/2015 Scale: 0.2924 WARNINGS: GENERAL NOTES.unless otherwise noted: _�A. jj,L, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C��" Truss: GH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,l� 4 W]pgp, 2.204 compression web bracirg must be installed where shown v, incorporation of component is the responsibility of the building designer. �' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 A C 1 Po rY 0 dY 9 4 �r-, 'p DES. BY: LJ 2'o.c.and at 10'oc.respectively unless braced throughout their length by T • is the responsibility of the erector.Additional permanent bracing of r" 0� continuous sheathing such as plywood suired where s shown tlrywell(BC). „ DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r��l � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,' / ,f1 SEQ. : 617 6 6 9 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, and are for"d condition"of use. , design loads be applied to any component. "dry /� TRANS I D 416785 5.CompuTrus has no control aver and assumes no responsibility for the 6.Design assumes"dry lull bearing at all supports shown.Shim or wedge if 51398 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. �� GI qe.� � B.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIIII II VIII VIII VIII VIII VIII 1111101 TPUWfCA in BCSI,copies of which w ll be furnished upon request lines coins de w lA joint center lines s 0.lines indicate size of plate to inches. slQNA[, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 ie8(MiTek) II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(0) 65 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 280V -6/ 41H 5.50" 0.45 DF ( 625) 1'- 8.9" -118/ 138V 0/ OH 1.50" 0.22 DF ( 625) LL = 25 PSF Ground Snow (P9) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 DF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacinq.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 0'- 11.3" Allowed = 0.084" MAX TC PANEL TL DEFL = -0.006" @ 1'- 0.6" Allowed = 0.126" MAX BC PANEL LL DEFL = 0.010" @ 3'- 6.6" Allowed = 0.350" 1-09-11 MAX BC PANEL TL DEFL = -0.099" @ 4'- 8.2" Allowed = 0.467" '( 1' MAX HORIZ. LL DEFL = -0.000" @ 1'- 8.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 8.9" 6.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. I o M O v O O 1 X4 M-3x4 �����p P`R Qp ,- �G/7/`f9 S/0, y y y e 92•sPE 1" 1-00 IPROVIDE FULL BEARING;Jts:2,3,41 8-00 A fie i e-, -574 ,"OREGON\0, K4'1 /O qy 74, 20 P-l-- MRRI0L 0 JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ1 EXPIRES: 12/31/2015 Scale: 0.6510 WARNINGS: GENERAL NOTES,unless otherwise noted: _A�RRILL, 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 lam' Truss: GJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 410 F WAS/ 4..204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. �' P g 2.Design assumes the top and bottom chords to be laterally braced at F' We 'F 3,Additional temporary bracing to Insure stability during construction Q `L fl, J. 15 DES. BY: L J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �; 0 DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ! r�f . design loads be applied to any component. and are for"dry condition"of use. ' T��S ID: 416 7 8 5 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if ,� necessary, fabrication,handling,shipment and installation of components. 5 398 QI 7.Design assumes adequate drainage th c S provided. Q ,,,,,.r� 6.This design is fumished subject to the limitations set forth by 6. Plates shall be located on both faces of truss,and placed so their center , OJ 401S/SW III I IIII IIIII II I VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 'As,/ G H.Digits indicate size of plate in inches. QIVAt, MiTek USA,Inc./CompuTrusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-198B(MiTek) r a r III III . , This design prepared from computer input by • PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(C) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-53) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 346V -12/ 66H 5.50" 0.55 DF 1 625) 3'- 6.9" -138/ 132V 0/ OH 1.50" 0.21 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.195" MAX TC PANEL LL DEFL = -0.006" @ 2'- 1.6" Allowed = 0.221" MAX TC PANEL TL DEFL = -0.025" @ 1'- 10.9" Allowed = 0.332" 3-37-11 MAX BC PANEL TL DEFL = -0.137" @ 4'- 4.8" Allowed = 0.467" 1' 1' MAX HCRIZ. LL DEFL = -0.000" @ 3'- 6.9" 12 MAX HCRIZ. TL DEFL = -0.000" @ 3'- 6.9" 6.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 All Heights), Enclosed, Cat.2, Exp.B, MBFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 i the plane of the truss only. N o N M O,,_ rn el O f 1 ��4 -/ M-3x4 �`�-CYs I R 0 gss, Ct '92SSPE -7 re- ), 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 8-00 4= `-. -y 47 OREGON a k� /O -1)- 14, 2-°\ P+ MFR R I I-- JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ2 Scale: 0.6010 EXPIRES: 12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: _f,�[ZRI e 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual l�• Truss: GJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,10 4 WAsilt/Li 9 f 2.2x4 compression web bracirg must be installed where shown+. incorporation of component is the responsibility of the building designer. 0 � �' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at QP i4' aoDES. BY' LJ 2'o.c.and at 10'on.respectively unless braced throughout their length by T is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) _DATE: 2/4/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ f�f� y 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 2 5 = SEQ. : 617 6 6 9 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. •' l" TRANS I D: 416785 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,/.;. . 51398 fabrication,handling,shipment and installation of components. necessary. �s R 7.Design assumes adequate tad o drainage ce is f truss, 16 •C IL �� 6.This design is furnished sub,ect ro the limitations set IoM by 8.Plates shall be located on both faces of truss,and placed so their center �'�(. t$TE `� IIIIII I II VIII VIII VIII II II VIII(III(III TPI/WTCA in BCSI,copies of which will be furnished upon request. Digits coincide with joint ate in nche. `',..57..-, B. Digits indicate size of plate in inches. NAL F.� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1866(MiTek) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 010BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(D) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=f-84) 60 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 406V -18/ 92H 5.50" 0.65 DF ( 625) 5'- 4.9" -:19/ 159V 0/ OH 1.50" 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pig) 8'- 0.0" 0/ 78V 0/ OH 5.50" 0.13 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Des-qn checked for net(-5 psf) uplift at 24 "oc spacinq. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.103" 5-05-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.138" 1' T MAX TC PANEL LL DEFL = 0.071" @ 2'- 11.2" Allowed = 0.358" MAX BC PANEL TL DEFL = -0.172" @ 4'- 1.4" Allowed = 0.467" 12 6.00 f7 MAX HORIZ. LL DEFL = -0.000" @ 5'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 4.9" 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. I �) Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. 0 M ro o,,,_ I g Mil o� 1 ►�4 M-3x4 p P R p �\c..- �ss/o2 Q :92s•PE 9< y l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 8-00 r 49= 7= 4,OREGON Ix A,44/" /0 14, 2° P+ MFR R►�1-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ3 EXPIRES: 12/31/2015 Scale: 0.5885 WARNINGS: GENERAL NOTES,unless otherwise noted: �EARJLL , 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: GJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,1� v WASH `'7 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 4, �' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at Q� �� f/� GT Fs DES. BY: LJ 2'o.c.end at 10'o.c.respectively unless braced throughout their length by Q' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood �' KS �1,j.DATE: 2/4/2015 the overall structure is the responsibility of the building g r esuired where sown tlrywell(BC).lding designer. 3.2x Impact bridging or lateral bracing required where shown++ ,1.7 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. : 617 6 6 9 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment. ( 1..4; design loads be applied to any component. and are for'dry condition'of use. �� %! TRANS ID: 416 7 8 5 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the necessary. 4/ +� A 51398 Q/Ar fabrication,handling,shipment and installation of components. 7_Design assumes adequate drainage is provided. Q 'fy0 �, 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 GIS $ H i l l I 1111 I I I I I'I II TPI/WTCA in BCSI.copies of which will be famished upon request. lines coincide with joint certer lines. Ss! NA .,w1G • 9. Digits indicate size of plate in inches. Q 1,Yi•' 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 II • r , This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-115) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -42/ 462V -24/ 117H 5.50" 0.74 DF ( 625) 7'- 2.9" -93/ 202V 0/ OH 1.50" 0.32 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 94V 0/ OH 5.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" 7-03-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" 4 1' MAX TC PANEL LL DEFL = 0.184" @ 3'- 10.1" Allowed = 0.495" MAX TC PANEL TL DEFL = -0.288" @ 3'- 10.3" Allowed = 0.742" 12 3 -, 6.00 p MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.9" I �) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 c r") O f v. III 0/- 1 ►t4 0 M-3x4 ��,rcO PROF6c, Cs-.) °Ahigf'9 'C; 92•OPE 1- b r 1 1 Adite-00 (PROVIDE FULL BEARING;Jts:2,3,41 8-00 `.• ''IMIPIPP. IL- 47 OREGON � ��, /O '9y 14, 2-C3\ P+ /1,/ -R RIO, JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ4 Scale: 0.5510 EXPIRES: 12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: tO+++�DD�TT���)))!!l��.,,... 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual a� F 8 Truss: GJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracirg must be installed where shown+. incorporation of component is the responsibility of the building designer. O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,OV �� t.., CT '<,A DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathi such as od sheathin C and/or d A ` ' OK, the overall structure is the res onsibiltt of the building designer. plywood sheathing(TC) rywall(BC). DATE: 2/4/2015 p Y 9 9 3.2x Impact bridging or lateral bracing required where shown++ *�' 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. / f , SEQ. : 617 6 7 0 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. �� %'�- , TRANS ID: 416 7 8 5 6. Design assumes full bearing at all supports shown.Shim or wedge it 5.CompuTrus has no control over and assumes no responsibility for the ry. v +f+ 4, 51398 4,a fabrication,handling,shipment and installation of components. nesgn �.Design assumes adequate red dthinace is truss,a O 6. This design is furnished subject to the limitations set loth by 8. Plates shall be located on both faces of truss,and placed so their center �, CISTER III II 11 II VIII VIII VIII VIII VIII(III(III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint ate inr lines. ssf G 9. Digits indicate size of plate in inches. ONAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) 11110111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=10) 0 BC: 2x4 DF #1&BTR SPACED 24.0" D.C. 2-3=1-133) 128 3-4=(-148) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIDNS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 439V -31/ 143H 5.50" 0.70 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 89V 0/ OH 5.50" 0.14 DF ( 625) 7'- 11.2" -227/ 604V 0/ 011 1.50" 0.77 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 1.7" -255/ B3V 0/ OH 1.50" 0.13 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.149" @ 3'- 7.3" Allowed = 0.546" 4 -i MAX TC PANEL TL DEFL = -0.210" @ 3'- 10.9" Allowed = 0.820" 12 MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 3 6.00 P (� MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn 7'- a . 1 5►�� M-3x4 c.... -C.:, --O PR0�5�/02 Ct 92•SPE � ' r- :Ale - 1, 1, 1, 1 1 // 1-00 8-00 1-01-11 (im 'PROVIDE FULL BEARING;Jts:2,5,3,41 O R EGO N1a ,v /O Y 14, 2°�P'}- MRRIO- JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ5 EXPIRES: 12/31/2015 Scale: 0.5033 _A WARNINGS: GENERAL NOTES,unless otherwise noted: lx•c.RRf(,L , 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Indlvkdual Truss• GJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,tiQ f VJAS�J " 2.2.1 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. e" t, �� �'� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q ,< "" CT 11 DES. BY: LJ is the responsibility of the erector.Additional bracing 2'c.c.and at 10'o.c.respectively unless braced throughout their length by Q• p y permanent Dracin of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' [v' 0.�-DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. y/r/i y" ; -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. !// ,,f/y 1: SEQ. : 617 6 7 01 fasteners are complete and at no time should any loads greater than b.Design assumes trusses are to be used in a non-corrosive environment, / i design loads be applied to any component. and are for"dry condition"of use. ' TRANS I D: 416785 5.CompuT us has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if L 51398 fabrication,handling,shipment and Installation of components. necessary. w 7.Design assumes adequate drainage is provided. QI� l7 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center C CIS"(�R .? IIIIII'IIII'IIII(IIII'IIII'IIIIIIII IIII ill TPI WTCA in SCSI copies of which will be furnished upon request. Digits coincide with joint ate in nche_ �sl NAL G ' I 9. Dgns mtlicale size of plate in inches. O MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) II II I • , This design prepared from computer input by • PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ■ TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 51 2-4=(0) 0 BC: 2x4 DF #1•BTR SPACED 24.0" O.C. 2-3=(-49) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 323V -4/ 438 5.50" 0.52 DF ( 625) 1'- 9.2" -35/ 26V 0/ OH 5.50" 0.04 DF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 2'- 1.9" -21/ 47V 0/ OH 1.50" 0.08 DF ( 625) 5.50 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.048" MAX TC PANEL TL DEFL = -0.001" @ 1'- 4.1" Allowed = 0.159" MAX HORIZ. LL DEFL = -0.000" @ 2'- 1.1" MAX HORIZ. TL DEFL = -0.000" @ 2'- 1.1" Design conforms to main windforce-resisting 3 -, system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 r1,./- O - - co 0 I - - o f 2 42: E -,_1 M-3x4 • \ ��r<p P Rp �/o cc � r �PE b b y 1 1-01-01 2-00 0-01-14 PROVIDE FULL BEARING;Jts:2,9,31 72- 4,OREGON�Na �(V O Y14, 'a P+ MFRR1Lv-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - GSJ1 Scale: 1.0000 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual ,� ot6 � Truss: GSJ1 and Warnings before constriction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O� 'S' , Qr �,�1 DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ! /- is the responsibility of the erector.Additional permanent bracing of 4.- cD continuous sheathing such as plywood required where s and/or drywall(BC). i. DATE• 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. _ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. // 1/f ,,%� SEQ. : 617 6 7 0 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conosive environment, i design loads be applied to any component. and are for"dry condition"of use. - l;" 1 TRANS I D 416785 6.Design assumes lull bearing at all supports shown.Shim or wedge if • 5.CompuTrus has no control cver and assumes no responsibility for the necessary. +� 51398 w� fabrication,handling,shipment and installation of components, ne s gn 7.Design assumes cared one both is grossed. Q S 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bosh faces of truss,and placed so their center �� CjR IIIIII II II VIII VIII VIII VIII VIII IIII IIII TPI/WiCA in SCSI,copies of which will be furnished upon request. Digits coincide with joint ate In Inches. SS+J G 9.Digits and care size of plate In inches. ppjpj 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 4.1" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 3) 51 2-4=(0) 0 BC: 2x4 DF 919BTR SPACED 24.0" O.C. 2-3=(-71) 31 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 343V -9/ 71H 5.50" 0.55 DF ( 625) 1'- 9.2" -9/ 73V 0/ OH 5.50" 0.12 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 4.1" -48/ 104V 0/ OH 1.50" 0.17 DF ( 625) 12 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. 5.50 p VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.004" @ -1'- 1.1" Allowed . 0.145" MAX BC PANEL LL DEFL = 0.002" @ 1' • 0.1" Allowed = 0.048" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.064" 3 J MAX HORIZ. LL DEFL = -0.000" @ 4'- 3.3" MAX HORIZ. TL DEFL = -0.000" @ 4'- 3.3" Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, a Truss designed for wind loads ° in the plane of the truss only. N M O f a sia O 0 1 2� 4� -s M-3x4 �\����rGp P R OF`A S' l y 1 y '�1 P E 9r 1-01-01 2-00 2-04-01 '/ PROVIDE FULL BEARING;Jts:2,4,3' / '�.' yL 4 OREGONb A,OREGON /O qty 14, '1°\ P+ MFR RIO- JOB NAME : LENNAR 2664-E3C BURLINGTON - GSJ2 EXPIRES: 12/31/2015 Scale: 0.7839 WARNINGS: GENERAL NOTES,unless otherwise noted: 10,111tILL 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual a� W 4efly Truss: GSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 'l7(� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at T C 3.Additional temporary bracing to insure stability during construction Q 'S A +JJ DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout thek length by t' is the responsibility of the erector.Additional permanent bracing of - 4 0� continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). DATE: 2/4/2015 the overall structure s the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• t > 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1111 SEQ. : 617 6 7 0 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. f % 1 design loads be applied to any component. and are for"dry condition"of use. �� � ` TRANS ID: 416 7 8 5 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it `�vMl al�� �4 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0 4 993l�gQ� 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ■ !III 111111 VIII III IIII VIII III III TPIANiCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sQS+f (,1 B.Digits indicate size of plate in inches. �j1jAj-, 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 II , 1 This design prepared from computer Input by r PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 51 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-104) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 320V -14/ 99H 5.50" 0.51 DF ( 625) 1'- 9.2" -61/ 184V 0/ OH 5.50" 0.29 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.2" -74/ 157V 0/ OH 1.50" 0.25 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.048" 12 MAX BC PANEL TL DEFL = -0.006" @ 1'- 0.1" Allowed = 0.064" 5.50 p 3 -, MAX HORIZ. LL DEFL = -0.001" @ 6'- 5.5" MAX HORIZ. TL DEFL = -0.001" @ 6'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 M en O rn III O O 1 4 � -, M-3x4 ��-<<%6 I R 0 ass, �- 1.921/ 1PE 9< 1, y b 1 1-01-01 2-00 4-06-04 A= 'PROVIDE FULL BEARING;Jts:2,4,31 .../el_ie•" --7/.._ ,,OREGON 5,, /,�� /0 ' 14, 2� P± M .1:3R11-\-- JOB NAME : LENNAR 2664-E3C BURLINGTON - GSJ3 EXPIRES: 12/31/2015 Scale: 0.6195 WARNINGS: GENERAL NOTES,unless otherwise noted: h_A'•,RRILL e 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual q Truss: GSJ3 and Warnings before construction commences. bullring component.Applicability of design parameters and proper ,`Q OF WASy4� `7J, 2.2x4 compression web bracing must be installed where shown o. incorporation of component is the responsibility of the budding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q� 'S r 11- C, �/3 DES. BY LJ 2'o c.and at 10'o.c.respectively unless braced throughout their length by P • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � .�, DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown r x 6176705 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 `: C SEQ. : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. ;, design loads be applied to any component. and are for"dry condition"of use. TRANS I D 416785 6.Design assumes full bearing at all supports mown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the ry +n 51398 w� fabrication,handling,shipment and installation of components. necessary. Design assumes adequate drainage is provided. 17 F y\" 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center �'� C�S7-ER IIIIII II II 11111 VIII I Ell IIII I 11 11 TPI WTCA in SCSI copies of which will be furnished upon request. lines coincide with joint center lines. ss NG 9. Digits in cide size of plate to inches. IO1t1A[ E MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.E5R-1888(MiTek) IIII 11 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF A1&BTR LOAD DURATION INCREASE = 1.15 1-2=(3) 63 2-4=(0) 0 BC: 2x4 DF #15BTR SPACED 24.0" O.C. 2-3=(D) 72 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 2.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -65/ 287V -16/ 63H 5.50" 0.46 DF ( 625) 1'- 10.9" -:45/ 154V 0/ OH 1.50" 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pig) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 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 LIMITTS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND 3OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.114" MAX TC PANEL TL DEFL = -0.008" 0 1'- 1.5" Allowed = 0.171" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.102" @ 4'- 4.8" Allowed = 0.472" 1-11-11 MAX HDRIZ. LL DEFL = -0.000" @ 1'- 10.9" T '( MAX HDRIZ. TL DEFL = 0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 8.00 system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. o co 0 r o� o _ o�X4 / 1 M-3x4 �\�����p PR p�s/o 1Tt Q �ePE r 1-00 PROVIDE FULL 3EARING;Jts:2,3,41 8-00 - 4_ ..„."r�. yL , OREGON\'''t, ■ /O gy14, V p'� MFRRI0- JOB NAME : LENNAR 2664-E3C BURLINGTON - Jl EXPIRES:12/3112015 Scale: 0.6010 WARNINGS: GENERAL NOTES,unless otherwise noted: loRRILL,, 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual l�• Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper a`Q WA k 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. O S �' 2.Design assumes the top and bottom chords to be laterally braced al 1" 0 F 3.Additional temporary bracing to insure stability during construction Q A' it, ), 16 DES. BY: LJ 2'o.c.and a110'o.c.respectively unless braced throughout their length by Q is the responsibility Cl the erector.Additional permanent bracing o1 f„ - M. G, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 2/4/2015 the overall structure s the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** > 4. No bad should be applied to any component until alter all bracing and 4. Installation of truss is the responsibility of the respective contractor. y / SEQ. : 617 6 7 0 6 fasteners are complete and at no time shout any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment. y r design loads be applied to any component. and are for"dry condition"of use. �� ." ,_ 4 TRANS ID: 416 7 8 5 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. '� 51398 Q7 7.Design assumes cae d on drainage is provided. QI� y0 �w,a,� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center Q" CID 1 L'' 1111111111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Sst NALww1G ■9 Digits indicate size of plate in inches. Q � MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIII! t ' . This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 '• TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF 81&BTR SPACED 24.0" D.C. 2-3=(-72) 74 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 357V -31/ 104H 5.50" 0.57 DF ( 625) 3'- 10.9" -162/ 158V 0/ OH 1.50" 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.J REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 3-11-11 MAX BC PANEL LL DEFL = -0.015" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.035" @ 2'- 2.2" Allowed = 0.413" '1' T MAX BC PANEL TL DEFL = -0.152" @ 4'- 4.8" Allowed = 0.472" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 8.00 17 MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 0 � p P Rp�ss 0 a ► ► 4 -/o I M-3X4 F /OC..:0° - 1- 9208PE r l y l 1-00 (PROVIDE FULL BEARING;3ts:2,3,9 8-00 �. - ,7 OREGON �A �� - -II' 14. 2C P+ MRRIL\.- JOB NAME : LENNAR 2664-E3C BURLINGTON - J2 Scale: 0.5885 EXPIRES: 12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: �■�1�1rj t,,, 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual C�� Truss• J2 and Warnings before construction commences. building component.Applicability of design parameters and proper a`� WASk 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �, 0 �' 2.Design assumes the top and bottom chords to be laterally braced at &w O Fa 3.Additional temporary bracing to insure stability during construction Q �i IN 'P DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �' is the responsibility of erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)C and/or drywall(BC). ' 0 g plywo g(r ) rywall(BC).DATE: 2/4/2 015 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. : 617 6 7 0 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, r design loads be applied to any component. and are for"dry condition"of use. . :*r- TRANS I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. o 51398 cp'� fabrication,handling,shipment and installation of components. Design 7.Design assumes adequate reed o faces drainage is of truss, Q �,,�Q�, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '0.51.501 C1J l G" ill VIII VIII VIII VIII VIII Bill IIII TPI WICA in BCSI copies of which will furnished upon request. lines coincide with joint ate inr lines. 9. Digits indicate size of plate in inches. ONAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) III' III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-114) 97 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 422V -46/ 146H 5.50" 0.68 DF ( 625) 5'- 10.9" -143/ 186V 0/ OH 1.50" 0.30 DF 1 625) LL = 25 PSF Ground Snow (Pig) 8'- 0.0" 0/. B3V 0/ OH 5.50" 0.13 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 = -0.002" -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.000" 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" 0'- 0.0" Allowed = 0.105" 1' 1' MAX TC PANEL LL DEFL = 0.120" 3'- 2.1" Allowed = 0.436" 3 MAX BC PANEL TL DEFL = -0.182" 4'- 1.4" Allowed = 0.472" 12 8.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 0 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o, Truss designed for wind loads ° in the plane of the truss only. 0 Z. r- rn rld CD o 1 M-3x4 \c��� p PRO s/o Q '92•IPPE 9r J., y ,I, 'PROVIDE FULL BEARING;Jts:2,3,41 8-00 ` yL ,, OREGON , K�, /O ,n i' 14, 2° P= MFARILL 0 JOB NAME : LENNAR 2664-E3C BURLINGTON - J3 EXPIRES: 12;31/2015 Scale: 0.5385 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 ,RRIL(,e 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual l�� `� Truss: J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,t9 4 WASff -� 2.2x4 compression web bracing must be installed where shown 0, incorporation of component is the responsibility of the building designer. O �' p 0 2.Design assumes the top and bottom chords to be laterally braced at ti3.Adddional temporary bracing to insure stability during construction rnrrif DES. BY: I,J is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout thek length by �, Q� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4. DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •.w- 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. 21;1 13 y SEQ. : 617 6 7 0 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 • TRANS ID: 416 7 8 5 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if $1 398 ik fabrication,handling, necessary. .,,<� shipment and installation of components. T,Design assumes adequate drainage is provided. O �.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 �'�, CIS7�R III II II II IIII'IIII'IIII III II I I IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint censer lines. .S' G a. Digits indicate size of plate in inches. s��Nl1I.Fi� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) II III r r This design prepared from computer input by A PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 DF g1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 BC: 2x4 OF #163TR SPACED 24.0" O.C. 2-3=(-157) 124 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREC BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 480V -62/ 188H 5.50" 0.77 DF ( 625) 7'- 9.2" 0/ 160V 0/ OH 5.50" 0.26 OF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -116/ 219V 0/ OH 1.50" 0.35 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,1' ,' MAX TC PANEL LL DEFL = 0.382" @ 4'- 9.0" Allowed = 0.596" 3 MAX TC PANEL TL DEFL = -0.434" @ 4'- 6.0" Allowed = 0.894" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" ) MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 12 Design conforms to main windforce-resisting 8.00 system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 co o an r- 7,- 1 4_� S�REO PRO, M-3x4 Cr✓�\� ?1 I J9 /°I. 92sIPE r II 1-00 PROVIDE FULL BEARING;Jts:2,4,3] 8-00 OREGON ,CC L/0 'II' 14, 'a° 4� MFRRIl.1.0 JOB NAME : LENNAR 2664-E3C BURLINGTON - J4 EXPIRES:12/31/2015 Scale: 0.4736 WARNINGS: GENERAL NOTES,unless otherwise noted: -iG. L 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual l'��" Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 f WAsitt �), 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �,. , .'%' sit 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at C p ry 9 y g 2'o,c.and at 10'o.c.respectively unless braced throughout their length by �^" 'T� DES. BY LJ P y 9 ) x is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). e' "r' DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied 10 any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "I'S EQ. : 617 6 7 0 9 fasteners are complete and at no time should any loads greater than 5.Desgn assumes trusses are to be used in a non-corrosive environment,desi n loads be a ied to an com nent. and ere for"dry condition"of use. /7� ' TRANS I D: 416785 5.Co polms has no control ever and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 " fabrication,handling,shipment and installation of components. Design 7.Design assumes adequate drainage is provided. 0 . ...�:C� 6. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center + Ct�4 L" 31111111 B1111111111111111111111 7PI/WfCA in BCSI,copies of which will be furnished upon request. fines coincide with joint ate inr lines. SS' Q�G 9.Digits indicate size of plate in inches. OVAL�'" 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 IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 63 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-216) 203 3-4=(-123) 47 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -78/ 230H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (P9) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 7'- 11.2" -254/ 495V 0/ OH 1.50" 0.63 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -94/ 38V 0/ OH 1.50" 0.06 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. -' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I �� VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 3'- 10.7" Allowed = 0.598" 12 MAX TC PANEL TL DEFL = -0.242" @ 3'- 11.0" Allowed = 0.897" 8.00 F7 0 MAX HORIZ. LL DEFL = -0.003" @ 7'- 11.2" MAX HORIZ. TL DEFL - -0.003" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads r-- in the plane of the truss only. r o1- c PAIN ; r ��Ep P R�OFt M 3x9 <4S1 / ,f9 s/O2 'SIPE 9c- 1-00 8-00 PROVIDE FULL BEARING.] 1-11-11 v - ,�OREGON tv ./O y 14, 2� P,T- MRRII. 'C5 JOB NAME : LENNAR 2664-E3C BURLINGTON - J5 EXPIRES:12/31/2015 Scale: 0.4534 WARNINGS: GENERAL NOTES,unless otherwise noted: _ silta,L e 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C�• Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 OF WAS/lb. ,, 2.2x4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building resigner. 3.Additional temporary bracing to insure stabiley during construction 2.Design assumes the top and bottom chords to be laterally braced at Qlr ,��' �is� F� DES. BY: LJ 2'c.c.and at 10'o.c.respectively unless braced throughout ther length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andior d fe J 1t'' O•x DATE: 2/4/2015 responsibility building designer. e Pb� r rywan(BC). the overall structure is the res ncom of the until a n des ncin 3.Installation Impact bridging or lateral bracing ity of the where shown•t 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the res edive contractor. ;l Y P SEQ. : 617 6 i 1� fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in anon-conosive environment f i� design loads be applied to any component. and are for'dry condition"of use. « • {. T�N S ID: 416 7 8 5 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the -1 �'a.• necessary. 5139$ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Q �A 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center v�� C1STsR 11111111111111111111 TPI/V✓fCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. s G ► 9. Digits indicate size of plate in inches. 'IONALEt� MiTek USA,Inc./CompuTrus Software 7.0.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111111 This design prepared from computer input by i PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5-(0) 0 BC: 2x4 DF #I&BTR SPACED 24.0" O.C. 2-3=(-275) 259 3-4=(-112) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 1.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -94/ 276H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 7'- 11.2" -259/ 473V 0/ OH 1.50" 0.61 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 4 11'- 11.7" -38/ 61V 0/ OH 1.50" 0.10 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. -/ THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' �1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.211" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.253" @ 3'- 11.0" Allowed = 0.897" 12 MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 8.00 p 3 Design conforms to main windforce-resisting system and components and cladding criteria. �1 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. do s -, - PR oFFSs M-3X4 ?�1PE 9r Air WIPP b 1-00 y 8-00 PROVIDE FULL BEARING Jts:2,5,3,41 3-11-11 y -92- // OREGON NA ,4 i /O Y 14, 2° P+ 41 RRIO...q) JOB NAME : LENNAR 2664-E3C BURLINGTON - J6 EXPIRES: 12/31/2015 Scale: 0.4096 WARNINGS: G.This NOTES,based only upon the noted: ,� 4��F1 I,J_e 1,Builder and erection contractor should be advised of all General Notes 1.This tlesgn is based only upon the parameters shown and is for an individual l�'� Truss: J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown c, incorporation of component is the responsibility of the building designer. �, �6 3.Atltlgional temporary brawn to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,� G p ry 9 dY 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length D f 4 .A .P DES. BY: LJ pe y 9 9 y is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)C and/or d all BC. A i 4r'-' i• 0 9 pMng 9R ) ryw ( ) - .DATE: 2/4/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown. f 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. r�r■ , - e SEQ. : 617 6 711 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. / `,/ - TRANS ID: 416 7 8 5 5.CompuTws has no control over and assumes no responsibility for the 6. Design asumes full bearing at all supports shown.Shim or wedge if S 1398 fabrication,handling.shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. �A AG....eCT � 6.This design is fumished sub act to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ^�, r�1�" IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Ssl �n1G 9. Digits indicate size of plate in inches. ONAL G�_ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.9" I3C 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF (1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=1-315) 300 3-4=(-113) 65 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -29) 28 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pc) 0'- 0.0" -30/ 444V -106/ 311H 5.50" 0.71 DF ( 625) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5 ., 7'- 11.2" -263/ 477V 0/ OH 1.50" 0.61 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -69/ 1D2V 0/ OH 1.50" 0.13 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1.1 13'- 4.9" -25/ 56V 0/ OH 1.50" 0.09 DF ( 625) i 4 '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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.209" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.252" @ 3'- 11.0" Allowed = 0.897" 12 8.00 F77 MAX HORIZ. LL DEFL = -0.005" @ 13'- 4.2" MAX HORIZ. TL DEFL = -0.005" @ 13'- 4.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. t 4t � Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "-, load duration factor=l.6, 0 I Truss designed for wind loads O-. in the plane of the truss only. ��� D 1 ROFFSt9 r 5 ¢ 1 -��- �'\ � f7�79 1029 ° M-3x9 6._ Q� 'S1PE r `,4 - II ,1 b 1, 1, 1-00 8-00 5-09-15 yL/ 'II OREGON b` k/ bs.'PROVIDE FULL BEARING;Jts:2,6,3,4,5] O r 4, 2 Q+ MFR R 10-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - J7 EXPIRES:12/31/2015 Scale: 0.3825 WARNINGS: GENERAL NOTES,unless otherwise noted: AEpRII,L,, 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual C�' Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper a`Q F yjiJA4p, 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. O •Vj� �` 2.Design assumes the top and bottom chords to be laterally braced at I" ti r 4 CT <6 3.Additional temporary bracing to insure stability during construction Q it DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t'is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 0 DATE: 2/4/2015 the overall structure s the responsibility of the building designer. 5.2x Impact bridging or lateral bracing required where shown 1. 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. : 617 6 712 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. , f C I.s. ' design loads be applied to any component. end are for"dry condition"of use. TRANS I D: 416785 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the ry. /" 51398 <Q� fabrication,handling,shipment and installation of components. ne Design 7.Design assumes ca adequate drainage is provided. Q �A 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +�'�(, Crg� III(I VIII VIII VIII 11111 VIII'III'III'III TPI WiCA in BCSI,copies of which‘vin be fumishetl upon request. lines coincide with joint ate inrnche. SS f G + III B. Digits indicate size of plate in inches. ONAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1511,ESR-1988(MiTek) • IIII III r r This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-58) 27 TC LATERAL SUPPORT <= 12"DC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" C.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 301V -16/ 63H 5.50" 0,48 DF ( 625) 1'- 9.2" -30/ 27V 0/ OH 5.50" 0.04 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 'BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 8.00 177 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, -, Truss designed for wind loads in the plane of the truss only. ►1 0 co 0 r-f 0 c o M-3x4 4° qIIPIP /g1' 444 -7 y y ¢ 9211PE r 2-00 / 'PROVIDE FULL BEARING.] `, 0_ L. ,_OREGON 1t, �lt,� /O -(1fr 14, '1° P+ MFRRIU- JOB NAME : LENNAR 2664-E3C BURLINGTON - SJ1 sale: 0.7786 EXPIRES: 12/31/2015 WARNINGS: GENERAL NOTES, unless otherwise noted: cRRILr 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 �'" 8 � Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 •♦.c'•Q,'/,Y 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q3 ,c ' 4r,_ , fir (a DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e o • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)C and/or P ` .. .t,,0 Ply her s rywall(BC).DATE' 2 4/2 O 1.S No overall suld b ra is lied tos ny comp of the ntii afte Oesgaec 4.In tmpad bodging or thterel punsib ity of the res a she co t a > 4. No load should be applied to any component until after all bracing and 4.Design assumes of truss is the responsibility of the respective contractor. ,�f SEQ. : 617 6 713 fasteners are complete and at no time should any loads greater than 5.Desgn assumes trusses are to be used in a non-corrosive environment, f±.i design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 416785 6. Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the ry +f+ 51398 Qr� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. Q A 6.This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center + CTS�R VIII II II VIII(IIII III IIII IIII' IIII TPIPArTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssf NA G 9. Digits indicate size of plate In inches. L, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF II1&BTR LOAD DURATION INCREASE = 1.15 1-2=( D) 63 2-4=(0) 0 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. 2-3=(-85) 54 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -5B/ 322V -31/ 104H 5.50" 0.52 DF ( 625) 12 1'- 9.2" -4/ 62V 0/ OH 5.50" 0.10 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -54/ 94V 0/ OH 1.50" 0.15 DF ( 625) 8.00 17 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL - -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. o 0 M r 0 o o IPAAMMII M-3x4 <GS P R O k9/0 444 17 f.9211•PE r" f, 1, y 1 2-00 1-11-11 PROVIDE FULL BEARING. 9L/O,�OR GON E � lt °N +�i P 4-/ R Rt ="-0 JOB NAME : LENNAR 2664-E3C BURLINGTON - SJ2 Scale: 0.8836 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES.unless otherwise noted: _•ttj�lLj , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T��" q� Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,10 F WAS '1 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �' 2.Design assumes the lop and bottom chords to be laterally braced at �' fel, �.� 3.Additional temporary bracing to insure stability during construction d '6 DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' :' "I, DATE: 2/4/2015 the overall structure s 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. : 617 6 714 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�f " ._, design loads be applied to any component. and are for"dry condition"of use. r TRANS ID: 916 7 8 5 8.Design asumes full bearing at all supports shown.Shim or wedge if 51398,0 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 41 4,'PL' ,(rte 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 14�^ CI$'1'$R ,?' III II I III III I II I IIII IIIII IIII IIII TPUWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Cssl G 9. Digits Indicate size of plate in inches. .in. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1 a88(MiTek) I I r II III , This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 010BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF 1110BTR SPACED 24.0" C.C. 2-3=(-126) 79 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -46/ 146H 5.50" 0.50 DF ( 625) 1'- 9.2" -47/ 154V 0/ OH 5.50" 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -83/ 144V 0/ OH 1.50" 0.23 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL - 0.004" @ 1'- 0.1" Allowed = 0.054" 3 y MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" 12 6 00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" (' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, 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 o in the plane of the truss only. 0 4. o a 0 I 1 4► -/ 1 M-3x4 �\����Ep PRp�s/o � 2-9 ct- SP E r- 1, 1 b b � 1-00 2-00 3-11-11 `, .1!, 4411111P IPROVIDE FULL BEARING;Jts:2,4,3J 91- , OREGON 1b �4/ <O .11'. 14, 2° P+ MFR R 10- JOB NAME : LENNAR 2664-E3C BURLINGTON - SJ3 EXPIRES: 12/31/2015 Scale: 0.5681 WARNINGS: GENERAL NOTES,unless otherwise noted: , .RRILL , 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1�' q Truss: S J 3 and Warnings before construction commences. bullring component.Applicability of design parameters and proper a+,� F V�ASl f -�- 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q, cc, /� �'� 3.Additional temporary bracing to insure stability during construction 2.Desgn assumes the top and bottom chords to be laterally braced at Q 'S .�'^it CT ,11 DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q • is the responsibility of the erector.Additional permanent bracing of rt.- 0 continuous sheathing such as plywood sheathing(TC)required ere shown and/or tlrywall(BC). DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Z!;//5 / 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �' SEQ. : 617 6 715 fasteners are complete and Al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �. design loads be applied to any component. and are for"dry condition'of use. TRANS ID: 416 7 8 5 6.Design assumes lull bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the 0, +j1 51398 <(r� fabrication,handling,shipment and installation of components. necessary. Design assumes adequate drainage is provided. F 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 �� CfSTER IIII II II(IIII(IIII IIII(IIII 1IIII IIII IIII TPI/WfCA in SCSI,copies of which wig be famished upon request. lines coincide with Joint center lines. Ss f ��? 8.Digits Indicate size of plate in inches. �NAT.� MiTek USA,Inc.7CompuTfus So(1Wa a 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESP-1888(MiTek)