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Report (6) : Sl) vlc - 00216 &I.L 1 Si0 >C_ cc.(--,s7- 57- RECEiEl) 50'-0' I- 18'-0 1/2' 16'x' 151-61/Y���5 I CR1 N STRIJC URAL VAULTED GABLE N ) 1' 15'-8' E1 J NI� - :ruralA&r.4 ■■I J1 ,� i�///■%%/%I ■VI a 11112. J3 J3 J4 _ /Ii!i�%r%I :/ ,� W%%//I Al ,5 , .___ At 7 Airi i�Ja . iAMP" Ailt" i1 J9 J10 - r F /I�/. IGg////s ■l■ X10 .....2? _ In • 10:1! o 11 F4 I'''' � ► ;, _ ran AI I .. al!;�� (8) • ■ �1 4042 --ii. I Oy �, — . F2 (2) ,if■I�OIII��111111.11; 1•i I� III ASJ1 1 10 12 ' = Fl L I 8rr -i PORCH PL MIGHT AT 17 17-0' GARAGE RIGHT 20'-0' 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS LENNAR 01/06/15 PLACEMENTTRUSS CALCULATIONS AND PROJECT TITLE REVISION-1. ENGINEERED STRUCTURAL DRGNERJE WNEERFOR FURTHER a umber LENNAR 2776-EDL DUBLIN ENGLISH 12' ENTRY DESIGNER/ENG NEER OF RECORD PLAN DRAWN BY LARRY M REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO & TRUSS 2776 EDL DULBIN CHECKED BY REVIEWANDAPPROFRECO L COMPANY DELIVERY LOCATION: SCALE REVISION-3 DESIGNS PRIOR To CONSTRUCTION. 1/8" = 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. • 50'-0' I- 15'-01/2' 161-5' 1a'-012121 1 * r 5 ._ STRUCTURAL VAULTED GABLE IV 115-6'_ J2 ,III _SWAM%//%I J2 J3 a ,. %I_%IHVJW4 J3 J4 1 iA_IiirriZil __ J4 24 J7 111. _, -%// 11%//Lj J7 J10 MEN /f0 _ ' o J10 J9 J9 ap J8. -- - - / , 1 E .. J8 4 \ �' 8 A . - J7 10:'2 -" _ O r ;0:12 b F4 to ,, 1 A3 (8', 11111Li 23 irill ,II, . . , .!„, / �. - - F3 (4) ���. . I- - T � VIII ace) _ 10:i/ ASJ1_ i. ' I � AIM= 1- ( ) . 10�12 ,I I 1- 8'-8' 4 F1 %PORCH PL HEIGHT AT 12 GARAGE LEFT 121-0' 201-0' ©Copyright CompuTrusInc.2006 BUILDER. ISSUE DATE. ABOVE PLAN PROVIDED FOR TRUSS LENNAR 01/06/15 PLACEMENTTO TRUSS CA COULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER LENNAR 2776 EDL DUBLIN ENGLISH 12' ENTRY DESIONSIBLEF RARO�RECORD Pai tfi r PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2776 EDL DULBIN DESIGNER/ENGINEER OF RECORD TO CHECKED BY REVIEW AND APPROVE OF ALL ;O �� I 1 C COMPANY DELIVERY LOCATION SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. Qt �J, \. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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 TPIIWTCA 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). �FR�O PROpps co\ ONBINeF,9 s/0 • �v 2; :0 0: E N." 6111111rie‘ OREGON 4 7` 4f'9Y 14. 2u,� � �f Si i98 C SFR R I L� 0P ,:ors-rt?-%' S'IONAL ' . EXPIRES )2/Z/j5 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF @16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 109 2- B=(-124) 700 3- 8=(-2B1) 260 BC: 2x9 OF #1&BTR SPACED 24.0" O.C. 2- 3=(-982) 249 8- 6=(-124) 663 8- 4=(-155) 547 WEBS: 2x9 DF STAND 3- 4=(-749) 246 8- 5=(-281) 260 LOADING 4- 5-(-749) 246 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-982) 249 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 109 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" 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" -180/ 1011V -226/ 226H 5.50" 1.62 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 0.0" -180/ 1011V 0/ OH 5.50" 1.62 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 10-00 10-00 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" T T 1 MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 5-01-01 4-10-15 4-10-15 5-01-01 MAX LL DEFL = -0.019" 8 10'- 0.0" Allowed = 0.954" T 1' T 1' T MAX LL DEFL = -0.011" @ 21'- 6.0" Allowed = 0.150" 12 12 MAX TL CREEP DEFL = -0.015" @ 21'- 6.0" Allowed = 0.200" 10.00 7 M-4x6 10.00 MAX BC PANEL TL DEFL - -0.147" @ 15'- 6.3" Allowed = 0.611" 4 4.0" MAX HORIZ. LL DEFL = 0.010" @ 19'- 6.5" 'f'.f MAX HORIZ. TL DEFL = 0.016" @ 19'- 6.5" Al Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-23.4ft, 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. M-1.5x3 M-1.5x3 3 5 in Allki&IL" rn \G���°D/p:R/JOFFssi of 1 M-3x4 M-3x8 M-3x4 7 c, '92• PE �' `, I/ 1 10-00 l 10-00 l y` A OREGON \� �II �Q y 1-06 y 20-00 y 1-06 6 /O MFRRIL\-�Q'4 JOB NAME : LENNAR 2776EDL DUBLIN ENG - A2 EXPIRES: 12131/2015 Scale: 0.2702 WARNINGS: GENERAL NOTES.unless otherwise noted: Q�LIZRILL , 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: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper .J\ OF WASlit� �J 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 'r !e, C �' 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Q '� 'i, j. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ire `tu„ O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r, '� DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�3 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. I 9 r SEQ. : 6167067 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, :,1 design loads be applied to any component. and are for"dry condition"of use. - TRANS I D: 416116 5.CompuTrus has no control over end assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if �r necessary. 51398 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. � 'P'GI�gt e 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 y • IIID VIII VIII'II II II I 11 1111 111 TPI VJfCA in SCSI,copies of which will be furnished upon request. lines coincide idwithjoint center tines. ' ONAL � 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICOmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MtTek) II II This design prepared from computer input by, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 109 2-7=1-132) 684 3-7=(-281) 259 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-983) 249 7-6=1-125) 666 7-4=1-185) 549 WEBS: 2x4 DF STAND 3-4=1-750) 245 7-5=1-286) 258 LOADING 4-5=1-750) 268 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=1-984) 278 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -186/ 1023V -205/ 217H 5.50" 1.64 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -114/ 839V 0/ OH 5.50" 1.34 IF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 10-00 10-00 MAX LL DEFL = -0.020" @ 10'- 0.0" Allowed = 0.954" T 1 MAX TL CREEP DEFL = -0.048" @ 10'- 0.0" Allowed = 1.272" 5-01-01 4-10-15 4-10-15 5-01-01 1' T T f f MAX HORIZ. LL DEFL = 0.010" @ 19'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.016" @ 19'- 6.5" M-4x6 10.00 7 Q 10.00 Design conforms to main windforce-resisting 4 4.0" system and components and cladding criteria. illiil . on Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn f (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 c_3���EpjPRoF6Sn o M-3x4 M-3x8 M-3x4 c �4le��PE 9� f' .- I/ • y 10-00 10-00 y yL 4,OREGON�h AZ4 J, 1-06 y 20-00 b /O M y 14, 20 R) FRRIL\ JOB NAME : LENNAR 2776EDL DUBLIN ENG - A3 EXPIRES:12/31/2015 Scale: 0.2627 WARNINGS: GENERAL NOTES,unless otherwise noted: O_AERL 12.14 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 C�• Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper i Q� ov WAsitt 7 J, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q' C4, lipliC <6 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q C 1V ,T "A DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • ], O DATE 1/23/2015 responsibility g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r' t. the overall structure is the res onsibilit of the buildingdesigner. 3.2x Impact bridging or lateral bracing required where shown"+ I1y 1,5,z 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.SEQ. : 6167068 ,!/Z �(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 toads be applied to any component. and are for"dry condition"of use. TRANS I D: 416116 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 Qr� necessary. RC1 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is providetl. Q 4'0I li 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 centerQI 111111 VIII VIII 11111 VIII VIII VIII IIII III TPIM fCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. s'SIONAL 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-00-00 DUTCH TC SETBACK 3-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 11168TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 109 2-10=(-214) 1231 10- 3=( -70) 659 2x6 DF SS T2 2- 3=(-1741) 430 10-11=(-557) 2451 10- 5=(-1325) 384 BC: 2x4 DF #16BTR LOADING 3- 4=( 0) 0 11-12=(-557) 2451 11- 5=( 0) 307 WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) 3- 5=(-1231) 341 12- 8=(-202) 1231 5-12=(-1325) 384 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 0.0" V 5- 7=(-1231) 341 12- 7=( -70) 659 TC LATERAL SUPPORT <= 12"OC. CON. TC UNIF LL( 37.5)+DL( 10.5)- 48.0 PLF 3'- 0.0" TO 17'- 0.0" V 6- 7=( 0) 0 BC LATERAL SUPPORT <= 12"OC. CON. BC UNIF LL( 0.0)+DL( 25.0)- 25.0 PLF 0'- 0.0" TO 20'- 0.0" V 7- 8=(-1741) 430 8- 9=( 0) 109 = TC CONC LL( 50.0)+DL( 14.0)= 64.0 LBS @ 3'- 0.0" L NOTE: 2x4 BRACING AT 24"OC CON. FOR TC CONC LL( 50.0)+DL( 14.0)= 64.0 LBS @ 17'- 0.0" L 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 5Q.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -406/ 1469V -91/ 91H 5.50" 2.35 DF ( 625) OVERHANGS: 18.0" 18.0" 20'- 0.0" -406/ 1469V 0/ OH 5.50" 2.35 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 10-00 10-00 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" 1' 1 1' MAX TL CREEP DEFL = -0.215" @ -1'- 6.0" Allowed = 0.200" 3-05-07 2-06-09 4-00 4-00 2-06-09 3-05-07 MAX LL DEFL = -0.288" @ 10'- 0.0" Allowed = 0.954" 4 T T 4 T 1 1' MAX TL CREEP DEFL = -0.189" 8 10'- 0.0" Allowed = 1.272" MAX LL DEFL = -0.011" @ 21'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 21'- 6.0" Allowed = 0.200" 3-08-12 f 3-08-12 T 4 644 1 4 648 T MAX HORIZ. LL DEFL = 0.032" @ 19'- 6.5" M-3X10 MAX HORIZ. TL DEFL = 0.050" @ 19'- 6.5" 34 IIM-9X4+ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 6 in the plane of the truss only. 12 12 10.00 7 M-4x6 ,''lilil ,1` 7M 4x6 Q 10.00 5����p PROF co co o 11 11 :2 i o Ct 3921 PE 9r co 1 M-4x4 M-3x6 M-1.5x3 M-3x6 -M-4x4 1 Aiiillit `'�, I/ Ir l 1 1 1 l 3-05-07 6-06-09 6-06-09 3-05-07 yL 4 OREGON\t" ,lv y y y /O' RRILL e' 1-06 20-03 1-06 JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - AH1 EXPIRES: 12;31,2015 Scale: 0.2452 WARNINGS: GENERAL NOTES,unless otherwise noted. _A�RRIL 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 `� WAS �1=1> Truss: AH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper J F H 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at QP P. ft j. �� DES. BY• LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by (v U. O DATE: 1/23/2015 responsibilitybuilding continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 the overall structure is the res onsibilit of the designer. 3.2n 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. 1Z /5 ` L/� --.._ _____, SEQ. : 6167069 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''.!r design loads be applied to any component, and are for"dry condition"of ase. TRANS I D: 416116 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if �; 4/,,,„, necessary. ,p 51398 pQr j fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. AG'ISTEA� y 6.This design is famished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center s ]j] 11111111�[ 1111111 '�I • TPI+VYfCA in SCSI,copies of which will be famished upon request. lines coincidewith jointcenterche, sSrONALET�G ]ifF33j1ljtlj {E[ 9. Digits indicate size of plate in inches. = MiTek USA,Inc.iCornpuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1088(MTek) ) II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 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) 109 2-4=(0) 0 BC: 2x4 DF M1&BTR SPACED 24.0" D.C. 2-3=)-93) 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 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" -104/ 403V -26/ 100H 5.50" 0.65 DF ( 625) 1'- 10.9" -37/ 47V 0/ OH 1.50" 0.07 DF ( 625) LL = 25 PSF Ground Snow )Pg) 3'- 0.0" -18/ 34V 0/ OH 5.50" 0.05 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -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" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" MAX BC PANEL LL DEFL = 0.005" @ 1'- 5.1" Allowed = 0.104" MAX BC PANEL TL DEFL = -0.005" @ 1'- 6.2" Allowed = 0.139" MAX BC PANEL TL DEFL = -0.001" @ 2'- 0.0" Allowed = 0.139" 12 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, 0, Truss designed for wind loads of in the plane of the truss only. 0 0 N rn .--./- 1 f oI 0� ►�11 ►� 4 M-3x4 �'<'-' PRO, ;sr �4' '1IZ!l15R °)9 92ISPE f b 1-06 l 3-00 y PROVIDE FULL BEARING;Jts:2,3,41 ./#_ 42111111° yL ,7 OREGON�p, �� zo I' 14. 2� P+ MENAME : LENNAR 2 7 7 6EDL DUBLIN ENG - AJ1 EXPI2/31/2015 Scale: 0.6561 WARNINGS: GENERAL NOTES,unless otherwise noted. ‘c) 1/1°- JOB °:14.- Truss: 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 Li T ru s s: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper J` AShy� 7 J�2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q' G2.Design assumes the top and bottom chords to be laterally braced at Q '� 's�l, J;DES. BY LJ 3.Additional temporary bracing to insure stability during construction Qis the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (✓ Ocontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r '�DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x I act brid in or lateral bracin re uired where shown++ 13 4.No load should be applied to any component until after all bracing and 4. Instalation of truss is the responsibility of the respective contractor. 1/Zyi ! C - SEQ. : 6167070 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: 416116 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 cr✓� necessary. .P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. (7k FGIS.I.E�� '� 6.This design is tarnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center FS & 111111 I 11 I I I ill I lilt III II II II TPIlVJTGA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SIQNAT✓ � B. Digits indicate size of plate in inches. M iTek USA,InC./COfnpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 109 2-4=10) C BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-88) 57 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -88/ 404V -37/ 126H 5.50" 0.65 DF ( 625) 2'- 9.2" -19/ 34V 0/ OH 5.50" 0.05 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" -39/ 72V 0/ OH 1.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2712 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 625) VERTICAL DEFLECTIJN LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -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" 10,00 7 3 -, MAX BC PANEL LL DEFL = 0.006" @ 1'- 5.1" Allowed = 0.104" MAX BC PANEL TL DEFL = -0.005" @ 1'- 6.2" Allowed = 0.139" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.2" IDesign conforms to main windforce-resisting system and components and cladding criteria. IP2 Wind: 140 mph, h=20.5ft, TCCL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads N in the plane of the truss only. rm-rf 1 v 0 1 f M-3x9 �- ... pPRQCFFssi 1 J, J. '9OPE r 1-06 3-00 PROVIDE FULL BEARING:Jts:2,4,3 `, 411111111. t. -74. 4 OREGON b, /, <O '/- 14, 2° P+ 4 eRRILL 0 JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - AJ2 EXPIRES:12/31/2015 Scale: 0.6819 WARNINGS: GENERAL NOTES,unless otherwise noted 1lF,RRILL,, 1.Builder and erection contractor should be advised of all General Notes 1.This designO is based only upon the parameters shown and is for an individual P' Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 Of"S 1.> 2.204 compression web bracing mum be installed where shown+. incorporation of component is the responsibility of the building designer. tU C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 A, T +P DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at Is'o.c.respectively unless braced throughout their length by An v, O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r! -2. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2o 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. / /5 ,- SEQ. : / 6167071 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 I D: 416116 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'oil bearing at all supports shown.Shim or wedge if /e 51398.0 4,,..fabrication.handling.shipment and installation of components. necessary. O S • 7.Design assumes adequate drainage is provided. (jf tt i 6.This design is furnished subject to the limitations set lode by B. Plates shall be located on both faces of truss,and placed so their center H�� VIII I I VIII III 11111 VIII 1111SII TPI/VJTCA in SCSI,copies of whim will be furnished upon request. lines coincide wjoint center lines. SStONAL G INS 9. Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1966(MTek) IIIIIIIIIIIIII This design prepared from computer input by, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAIL MEMBER FORCES 4WR/GDF/Cq=1.00 y TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 109 2-4=(0) 0 BC: 2x4 DF #10BTR SPACED 24.0" O.C. 2-3=(-84) 36 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -125/ 430V -26/ 100H 5.50" 0.69 DF ( 625) 1'- 9.2" -76/ 51V 0/ OH 5.50" 0.08 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -19/ 41V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18C BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -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" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.131" MAX TC PANEL TL DEFL = 0.004" @ 1'- 0.0" Allowed = 0.196" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10.00 7Design conforms to main windforce-resisting system and components and cladding criteria. 3 -, Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, r Truss designed for wind loads in the plane of the truss only. 0 0 0 0 s- oPLIIIIIIMIE o� ►�� 4► -� M-3x4 1 ��,E� PRQr . J. J. 1. =�OPE 9r 1-06 2-00 PROVIDE FULL BEARING;Jts:2,4,3J /.1•�. �_ - 4/OREGON 1� ��Q /O q y 14, 2-° P} MFR R i�\- JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - AS J1 EXPIRES: 12/31,2015 Scale: 0.6561 WARNINGS: GENERAL NOTES,unless otherwise noted: / ILLa 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 individualTruss: AS J1 and Warnings before construction commences. building component.Applicability of design parameters and proper f,.�� t J,, 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 Q '� . eN ,P 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 byis the responsibility of the erector.Adtlaional permanent bracing of continuous sheathin such as I ood sheathin �,...A• .. Othe overall structure is the res onsibilit of the buildin des ner. 3.2x I 9 P cw 9(Tq and/or drywall(BC). �•� DATE: 1/23/2015 P Y 9 ig rtpaU b dging or lateral bracing required where shown++4. No load should be applied to any component until afer all bracing and 4. Installation of truss is the responsibility of the respective contractor. 1/1j1SEQ. : 6167073 fasteners are complete and at no time should any loads greater than 5.Desgn assumes trusses are to be used in a non-corosive environment, / ?design loads be applied to any component. and are for"dry condition'of use.TRANS ID: 416116 5.CompuTrus has no control over and assumes no responsibility for the 6.Desgn assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnecessary. 0 ��7.Design assumes adequate drainage is provided. l 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 F 11111 II I I I 111111111111111111110111 I IIII III II IIII IIII III TPUVJfCA in SCSI,copies of which will be furnished upon request. it coincide with joint ate in che. SSrONAC.��G G. Digits indicateidesize 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(Mira) 11-11 II Ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 122 2- 7=1-549) 1245 3- 7=( -320) 227 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2- 3=1-1446) 304 7- B=1-388) 837 7- 4=( -49) 580 WEBS: 2x4 DF STAND; 3- 4=(-1193) 307 8- 9=1-149) 182 4- 8=1 -744) 289 2x4 DF #15BTR A LOADING 4- 5=1 -511) 279 8- 5=1 -118) 203 LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -440) 271 8- 6=( -253) 805 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 9=1-1011) 359 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 25.7" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) D'- 0.0" -163/ 1268V -210/ 381H 5.50" 2.03 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 23'- 6.0" -116/ 1045V 0/ OH 5.50" 1.67 DF ( 625) LIVE LOAD AT LOCATIONIS) 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.) 19-05 4-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,r ,1' l' MAX LL DEFL = -0.047" @ -2'- 1.7" Allowed = 0.214" E-08-13 6-04-02 6-34-02 4-03 MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" ,( 1 ,� 1 MAX LL DEFL = -0.043" @ 9'- 10.0" Allowed = 1.137" MAX TL CREEP DEFL = -0.098" @ 9'- 10.0" Allowed = 1.517" 7.00 7" 11M-4x4 Q 7.00 MAX HORIZ. LL DEFL = 0.018" @ 23'- 6.3" 4.0" MAX HORIZ. TL DEFL = 0.025" @ 23'- 6.3" 5 .f,/ NNDesign 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, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=1.6, M 5x8(S) 0/70 Truss designed for wind loads in the plane of the truss only. 0. o M-1.5x3 r� • 3A A o rn A(e co. N�p1 `` i rn 1.c,\ !lZ liP y 6S --- CC '920OPE r 0 7 8 -, 1 1 M-3x4 0.25" M 3x8 M-1.5x341000111' '= M-5x8(S) ,1 1 b b Cr 9-10 9-07 4-03 9G/ ',yr..OREGON b,+A(s 1 1, y 2-01-11 23-08 MERRILA-e. JOB NAME : LENNAR 2 7 7 6E DL DUBLIN ENG - C5 EXPIRES: 121131,2015 Scale: 0.2246 WARNINGS: GENERAL NOTES,unless otherwise noted: 01 ,RRILL 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 D• �9 Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper J` OF WAS1 y>' 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. "0' c,, �0 t6 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced al Q ' �, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !7 it;,, O DATE 1/23/2015 responsibilitybuilding continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 111 ♦ r, L the overall structure is the res onsibilit of the designer. 3.2x Impact bridging or lateral bracing required where shown.. / 3 r L r / 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility o1 the respective contractor. I/ J 17 .. SEQ. : 6167074 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 r design loads be applied to any component, and are for dry cid on of use. /; TRANS I D: 4161166. Design assumes full bearing at all suppons shown.Shim or wedge if 51398 ^' 5.CompuTrus has no control over and assumes no responsibility for thenecessary. 41 �1 y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 0^ I6C�,,�Q 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 �rs I'J i Gr G' 1 Ili I I 0 1I1 I I II III II IN III TPVWI'CA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. SIGNAL 0. 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-1088(MTek) 111110 1111111 This design prepared from computer input by• PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-08-00 GIRDER SUPPORTING 16-05-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-6540) 1304 1- 6=1-1182) 5468 6- 2=1 -400) 2196 8- 5=1 -686) 3348 BC: 2x6 DF SS 2- 3=1-4200) 896 6- 7=1-1174) 5428 2- 7=(-2276) 528 5- 9=1-4018) 830 WEBS: 2x4 DF STAND LOADING 3- 4=1-1746) 454 7- 8=1 -768) 3448 7- 3=( -666) 3308 LL = 25 PSF Ground Snow (Pg) 4- 5=1-1690) 462 8- 9=( -142) 186 3- 8=1-3230) 744 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 23'- 8.0" V B- 4=1 -364) 1420 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 180.2)+DL( 142.5)= 322.6 PLF 0'- 0.0" TO 23'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;SPECIES) Join together 2 ply with 16d Common nails staggered at LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -932/ 4637V -203/ 3608 5.50" 7.42 DF ( 625) 9" or in 1 row(s) throughout 2x4 top chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 23'- 8.0" -922/ 4516V 0/ OH 5.50" 7.23 DF ( 625) 9" oc in 2 rows) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 19-05 9-03 MAX LL DEFL = -0.086" @ 12'- 11.1" Allowed = 1.137" 1 T 1 MAX TL CREEP DEFL = -0.204" @ 12'- 11.1" Allowed = 1.517" 7-00-09 6-02-06 6-02-06 9-03 1' f T 1' MAX HORIZ. LL DEFL = 0.021" @ 23'- 6.2" 12 12 MAX HORIZ. TL DEFL = 0.035" @ 23'- 6.2" 7.00 M 4x6 Q 7.00 +2x4 web brace required. Laterally brace to roof diaphragm. 9.0 4 f Design conforms to main windforce-resisting IN 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), M 5x6 load duration factor=1.6, 5 Truss designed for wind loads M-5x8(5) 440 in the plane of the truss only. O. 0°°°°7°.V M-3x6 on 2 I on 5,\<' •p PRO F 1I a/15 M-5x10 � �G '9 M 44 ,--t �' $ IIImo® 11e '92��PE of 6 7 .8 9 -/o M-3x6 M-6x8 0.25' M 3x9 Air #' 1 y b 1 y 1 6-10-08 6-00-10 6-05-14 9-03 l ll:- 4141'R 20\t P}�� 23-08 WEDGE REQUIRED AT HEEL(S). MFRRIL\- JOB NAME : LENNAR 2776EDL DUBLIN ENG - C-GIRD EXPIRES: 12/31/2015 Scale: 0.2294 WARNINGS: GENERAL NOTES,unless otherwise noted: �ERRILL e 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 9 D• WAS '9� Truss: C-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper J� o� ff74, J, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 1r aV C F 2.Design assumes the top and bottom chords to be laterally braced at Q `� f rh 'p DES. BY: LJ 3.Additional temporary bracing to insure stability during construction , is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Irv, Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '�DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0• / o, 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. .(z 115 SEQ. : 6167075 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 r design loads be applied to any component. and are for`dry condition-of use. �. ♦ �', TRANS I D: 416116 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 <(� necessary. .p ,,(� fabrication,handling.shipment and installation of components. O S•1.� �.� 7.Design assumes adequate drainage is provided. A C( 8 ,y 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 F l VIII I I III II VIII 1101111111 TPl CA in SCSI copies which will be furnished upon request lines coincide with joint center lines. SSIONALV' B.Digits indicate size of plate in inches. I MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1986(MTek) EMI III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF 1116BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 122 2- 9-(-780) 2393 3- 9=1 -140) 211 2x6 DF SS T2 2- 3=(-2916) 869 9-10=(-984) 2588 9- 4=1 -3) 522 BC: 2x6 DF SS LOADING 3- 4=(-2781) 886 10-11=(-728) 1780 9- 6=1 -315) 330 WEBS: 2x4 DF STAND LL - 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 6-10=1 -635) 384 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0,0" TO 8'- 6.9" V 4- 6=(-2368) 804 10- 7=( -141) 1021 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF IL( 100.0)+DL( 28,0)- 128.0 PLF 8'- 6.9" TO 23'- 8.0" V 6- 7-(-2278) 852 7-11=(-2404) 982 BC LATERAL SUPPORT <= 12"0C. VON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 23'- 8.0" V 7- 8=( -75) 90 11- 8=1 -297) 217 TC CONC LL( 357.2)+DL( 100.0)= 457.2 LBS @ 8'- 6.9" NOTE: 2x4 BRACING AT 24"0C VON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" -559/ 2104V -93/ 194H 5.50" 3.37 DF ( 625) 23'- 8.0" -794/ 2041V 0/ OH 5.50" 3.27 DF ( 625) OVERHANGS: 25.7" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.047" @ -2'- 1.7" Allowed = 0.214" MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" MAX LL DEFL = -0.076" @ 8'- 6.0" Allowed = 1.138" MAX TL CREEP DEFL = -0.163" @ 8'- 6.0" Allowed = 1.517" MAX HORIZ. LL DEFL = 0.024" @ 23'- 4.5" • MAX HORIZ. TL DEFL = 0.040" @ 23'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. 8=06-09 15-01-07 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-02-15 3-10-05 0-05-04 4-07-13 5-01-01 5-04-09 Trus duration fforowi1.6, Truss designed for wind loads f "( f 4457.20# 'I )' 1' in the plane of the truss only. 12 7.00 ' M-5x6 5 M-3x4 M-5x6 M-1.5x3 4 E 7 H 0 * T2 43) M-1.5x3 VIIIN 3 �' ;Ili ��Q,ED PRQp . en 1 ct- 9 9 r „io (�''11 9211PE %r 0 1 M-3x8 M-3x8 0.25 M-5x61 / M-7x8(S) 4141110' 0 tr 7-11-08 y 7-09-06 L 7-11-02 b yL 4,OREGON�tx 4.0 l 2-01-11 y 23-08 y /o MFRRIL\-�P JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - CH1 EXPIRES:12/31/2015 Scale: 0.2586 WARNINGS: GENERAL NOTES,unless otherwise noted. gRRI�LpL.', 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �Y Truss: CIH and Wamngs before construction commences. building component.Applicability of design parameters and proper 4 e W ,x 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q Q 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". A '. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� O DATE: 1/23/2015building continuous sheathing such as plywood requireding(TC)and/or drywall(BC). r` t the overall structure is the responsibility of the designer. 3.2x Impact bridging or lateral bracing where shown++ I?3 r O r 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/`J SEQ. : 6167076 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, �j design loads be applied to any component, and are for condition'of use. + T RAN S I D: 4161166.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. 51348,,�y Q1 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 94 �4.GI It ' .. 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 (Cys Gl` r IIIII I I I I I II Ili! III I 111111 TPI/WfCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. S 6.Digits Indicate size of plate in Inches. IO1YA1. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1958(Mifek) IIIN14 11 This design prepared from computer input by ,W'IINI PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 23'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #13BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 122 2- 8=(-533) 1210 8- 3=( 0) 229 BC: 2x4 DF (116BTR SPACED 24.0" O,C. 2- 3=(-1510) 271 8- 9=(-535) 1208 3- 9=( -400) 187 WEBS: 2x4 DF STAND 3- 4=(-1095) 286 9-10=(-298) 770 9- 4=( 0) 253 LOADING 4- 5=( 0) 0 10-11-(-298) 770 9- 6=( -118) 234 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -866) 283 10- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -108) 127 6-11=(-1091) 335 TOTAL LOAD = 42.0 PSF 11- 7=( -162) 92 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) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -214/ 1262V -127/ 264H 5.50" 2.02 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 23'- 8.0" -123/ 9867 0/ OH 5.50" 1.58 DF ( 625) OVERHANGS: 25.7" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 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 = -0.047" @ -2'- 1.7" Allowed = 0.214" MAX TL CREEP DEFL = -0.060" 8 -2'- 1.7" Allowed = 0.285" MAX LL DEFL - -0.043" 8 11'- 4.3" Allowed = 1.138" MAX TL CREEP DEFL = -0.093" 8 11'- 4.3" Allowed = 1.517" MAX HORIZ. LL DEFL - -0.018" 8 23'- 4.5" MAX HORIZ. TL DEFL = 0.028" @ 23'- 4.5" Design conforms to main windforce-resisting 11-04-13 12-03-03 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-12 5-02-09 0-03-09 5-10-01 6-05-02 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 Truss designed for wind loads 7.00 t4-4x6 5 M-3x8 M-1.5x3 in the plane of the truss only. 6 7 -a 00 r 6 M-3x4 * -I-. .+ of co 0 50 • 5-. ' /-41 PROFFs ia si rn -57 e '� 10 X11 '-9240iPE r- c 1 M-3x4 M-1.5x3 0.25" M-1.5x3 M-3x4 4011r''''. M-5x8(S) d= * l 1• l 1 5-09 5-02-09 6-03-06 6-05-02 �G/ '17 OyREGON�\�`E A, 14, 2 P l2-01-11l 23-08 l O4'7F. RIU-- JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - CH2 EXPIRES: 12/31/2015 Scale: 0.2461 WARNINGS: GENERAL NOTES,unless otherwise noted: Q ERRrLL , 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: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper J` OF WASE/� >, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. '( �(., '.0 F 2.Design assumes the lop and bottom chords to be laterally braced at Q 1L, j' "p DES. BY LJ 3.Additional temporary bracing to insure stability during construction P is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fr ` ifs-., C y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7/Z j/i ,t y 1. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+0 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. : 6167077 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 tor'dry condition'of use. TRANS I D: 416116 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing a1 all supports shown.Shim or wedge if .i 51398 w' fabrication,handling,shipment and installation of components. Dnecessary. O .�� �t'1 ,� 7. Design assumes adequate drainage is provided. (�'( 1L 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 tps STE �`� 1111 I II IIIA IIII II 1101111111 IITPIJVJfCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. Sf�NAL E� 0. 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(WO) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cpl=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 122 2- 8=(-576) 1229 8- 3=( O) 229 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2- 3=(-1510) 355 8- 9=(-577) 1226 3- 9=( -400) 159 WEBS: 2x4 DF STAND 3- 4=1-1095) 374 9-10=(-358) 785 9- 4=( 0) 253 LOADING 4- 5=( 0) 0 10-11=(-358) 785 9- 6=( -126) 262 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -971) 361 10- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -108) 128 6-11=(-1112) 421 TOTAL LOAD = 42.0 PSF 11- 7=( -162) 84 NOTE: 2x4 BRACING AT 24"0C 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) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1262V -127/ 266H 5.50" 2.02 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 23'- 8.0" -1B1/ 996V 0/ OH 5.50" 1.59 DF ( 625) OVERHANGS: 25.7" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.047" @ -2'- 1.7" Allowed = 0.214" MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" MAX LL DEFL = 0.052" @ 11'- 4.3" Allowed = 1.138" MAX TL CREEP DEFL = -0.093" @ 11'- 4.3" Allowed = 1.517" MAX HORIZ. LL DEFL = -0.020" @ 23'- 4.5" 14-03-02 9-04-14 MAX HORIZ. TL DEFL = 0.029" @ 23'- 4.5" T '( '1' Design conforms to main windforce-resisting 5-10-12 5-02-09 3-01-13 2-11-12 6-05-02 system and components and cladding criteria. T T T fT T 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 CZ Support top chord at joint 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-9x6 Truss designed for wind loads M-3x8 M-1.5x3 in the plane of the truss only. .06 7 M-3x4 3 0 r 1,71116641 t m en 1 o 1 to '`- ` 'TA '�6 PE 0 1 M-3x4 M-1.5x3 0.25" M-110 5x3 M-3x9. 11 � ' M-5x8(5) y l 1 l b `, C 5-09 5-02-09 6-03-06 6-05-02 �` ,�OREGON��, �((2 ; 2-01-11 > 23-08 1, /O M y 14, 2°�P-l- RRI��- JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - CH3 EXPIRES:12/31/2015 Scale: 0.2461 pD 44��y'' WARNINGS: GENERAL NOTES,unless otherwise noted: ry IL,, 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 individualvY Truss• CH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4� of V 1/ 6 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '" Q Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at r� fiii.i., �, tis DES. BY: DJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 /'C .1 O is the responsibility o1 the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). ' '�DATE: 1/23/2015 the overall structure is the responsibility of the building desgner. 3.2x Impact bridging or lateral bracing required where shown++ I 3 ' ,,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. !7 J SEQ. : 6167078 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. , 4 TRANS I D: 9161166.Design assumes full bearing at all supports shown.Shim or wedge if +fi 51398 4 5.CompuTrus has no control over end assumes no responsibility for the necessary. Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 0 �A(`jr tL� K.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 Q�O 1 I IIIIII I I I I I II III VIII II III TPVWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SIGNAL"" 9. Digits indicate size of plate in inches. M(Tek USA,Inc./CompuTrus Software 7.6.6(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ca This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- B.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 122 2-10=(-592) 1276 3-10=1 -255) 195 BC: 2x4 DF 416BTR SPACED 24.0" O.C. 2- 3=(-1476) 288 10-11=(-454) 954 10- 4=1 -41) 462 WEBS: 2x4 DE STAND; 3- 4=1-1257) 292 11-12=1-163) 228 4-11=1 -618) 245 2x4 DE #103TR A LOADING 4- 5=1 -670) 286 12-13=1-150) 181 11- 5=( -39) 138 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 11- 8=1 -285) 803 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=1 -508) 285 8-12=( -822) 462 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 12- 9=1 -399) 960 8- 9=1 -257) 240 9-13=)-1040) 422 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC VON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -229/ 1268V -195/ 387H 5.50" 2.03 DF ( 625) OVERHANGS: 25.7" 0.0" 23'- 8.0" -144/ 1032V 0/ OH 5.50" 1.65 OF ( 625) 0-03-09 17-01-06 4-07-03 PI 11-06 !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 = -0.047" @ -2'- 1.7" Allowed = 0.219" 5-10-07 5-05-11 5-05-11 0-03-09 4-07-03 1-07-13 MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" ' 'f 1' 1' T" T '( MAX LL DEFL = 0.054" @ 17'- 0.8" Allowed = 1.137" 12 12 MAX TL CREEP DEFL = -0.104" @ 17'- 0.8" Allowed = 1.517" 7.00 Q 7.00 MAX HORIZ. LL DEFL = -0.017" @ 23'- 6.2" M-9x6 M-7:6MAX HO8IZ. TL DEFL = 0.024" @ 23'- 6.2" 56 7 Design conforms to main windforce-resisting �c A� 99M-3x9 system and components and cladding criteria. :l 11 Wind: 190 mph, h=24.2ft, TCOL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(S) 0• Truss designed for wind loads 4 in the plane of the truss only. � M 1.5x33 A o M 1001:44, a, r� �....Adig\hk �����D PRO�s�/o �, �. 7. 27 `11 12 '4 Ile��PE r- . 1 M-3x4 M-3x9 0.25"11 =M-4x9 12 -13 M-5x8(S) M-1.5x3 „...,.asio-el,. I_ CC b /8-07-04 8-00-13 l 5-07-09 1-04-5 �L/ ,��OREGON Cu ,s l 1 1, O 7 4, `22()\ P�' 2-01-11 23-08 MFRRI LA- JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - CH4 EXPIRES:12/31/2015 Scale: 0.2240 WARNINGS: GENERAL NOTES,unless otherwise noted. L 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �Y Truss: CH4 and Warnings before construction commences. building component.Applicability of design parameters and proper Q4' O ), 2.2x4 compression web bracing must be installed where shown n. incorporation of component is the responsibility of the building designer. j" G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 .474' �'ih; oN 0 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). jj 41�' " i. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown♦o I R( / "O., 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 Gd �- SEQ. : 6167079 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, ..r design loads be applied to any component. and are for"dry condition"of use. ; TRANS I D: 416116 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 51398 QJ4 fabrication,handling,shipment and installation of components. necessary. O �F �(1 7.Design assumes adequate drainage is provid,a r(+ Cj R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center VIII III VIII VIII III I VIII VIII III III TPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSINAL 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 D.For basic connector plate design values see ESR-1311,ESR•1 g88(MTek) 1E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1NBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 122 2-10=1-319) 2242 3-10=(-271) 212 BC: 2x4 DF N10BTR SPACED 24.0" O.C. 2- 3=(-2596) 513 10-11=1-226) 1883 10- 9=( -36) 525 WEBS: 2x4 DF STAND 3- 4=(-2346) 512 11-12=1-226) 1769 4-11=(-721) 281 LOADING 4- 5=(-1667) 482 12- 8=1-372) 2112 11- 5=(-298) 1276 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1667) 482 11- 6=(-721) 281 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2346) 511 6-12=1 -36) 526 TOTAL LOAD = 42.0 PSF 7- 8=(-2596) 513 12- 7=1-271) 212 OVERHANGS: 25.7" 25.7" 8- 9=( 0) 122 LL = 25 PSF Ground Snow (Pg) 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) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -221/ 1875V -264/ 2648 5.50" 3.00 DF ( 625) 38'- 10.0" -221/ 1875V 0/ OH 5.50" 3.00 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.047" @ -2'- 1.7" Allowed = 0.214" MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" MAX LL DEFL = -0.122" @ 19'- 5.0" Allowed = 1.896" MAX TL CREEP DEFL = -0.290" @ 19'- 5.0" Allowed = 2.528" MAX LL DEFL = -0.047" @ 40'- 11.7" Allowed = 0.214" MAX TL CREEP DEFL = -0.060" @ 40'- 11.7" Allowed = 0.285" MAX HORIZ. LL DEFL = 0.058" @ 38'- 4.5" MAX HORIZ. TL DEFL = 0.095" @ 38'- 4.5" 19-05 19-05 Design conforms to main windforce-resisting 6-08-13 6-04-02 6-04-02 6-04-02 6-04-02 6-08-13 system and components and cladding criteria. 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 17' Q 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 .M in the plane of the truss only. M-5x8(S) M-5x8(5) 0.25" 0.25" 4 6 tl M-1.5X33 .5x3 � QDPRQF6-\lippop714-1 �%Z�1i59 S'°� 44° =9211OPE 9� 0-, \ r" 0 1/M 3x8 M-3x4 .25" M-3x4 M-3x8 9 I ` '/ M-5x8(S) 171- OREGON u ,.CC b y 9-10-14 4 9-06-02 6 9-06-02 l 9-10-14 b /O�� 74, �P+� 2-01-11 38-10 2-01-11 R RIL JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - D5 EXPIRES:12/31/2015 Scale: 0.1444 WARNINGS: GENERAL NOTES,unless otherwise noted. ORRILL 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: D5 and Warnings before construction commences. building component.Applicability of design parameters and proper ." 1 01p WA$fj�, >, 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ti 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al Q� r'�� 1„ J. <el DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (✓ i,• Q DATE: 1/23/2015 responsibilitybuilding designer. bridsheging org such as acingoequird dwhernnh shod/or wn ywall(BC). I =Z �r 1 the overall structure is the of the 3.continuous Impact bridging lateral bracing required where shown++ Z3 ,h/ �'4 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. If SEQ. : 6167081 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are In be used in a non-corrosive environment, TRANS I D: 416116 design loads be applied to any component. and are for"dry condition"of use. , ,.:45.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if ,� S 1398 ' fabrication,handling, necessary. Cr,/ shipment and installation of components. 40 7.Design assumes adequate drainage is provided. 4�C B.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.S"]'G'� • MINI EMI 1111111 II I IIID 111114 III IIID III III TCInnTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sSIONALG 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector date design values see ESR-1311,ESR-1988(MTek) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 i TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 124 2-10=(-318) 2242 3-10=(-271) 212 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2- 3=(-2596) 513 10-11=(-226) 1883 10- 4=( -36) 525 WEBS: 2x4 DF STAND 3- 4=(-2346) 511 11-12=(-226) 1769 4-11=(-721) 282 LOADING 4- 5=(-1667) 482 12- 8=(-372) 2112 11- 5-(-298) 1276 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1667) 482 11- 6-(-721) 281 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2346) 511 6-12-( -36) 525 TOTAL LOAD = 42.0 PSF 7- 8=(-2596) 513 12- 7=(-271) 212 OVERHANGS: 26.0" 26.0" 8- 9=( 0) 124 LL = 25 PSF Ground Snow (Pg) 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) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1878V -264/ 264H 5.50" 3.00 DF ( 625) 38'- 10.0" -222/ 1878V 0/ OH 5.50" 3.00 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.049" @ -2'- 2.0" Allowed = 0.217" MAX TL CREEP DEFL = -0.063" @ -2'- 2.0" Allowed = 0.289" MAX LL DEFL = -0.122" @ 19'- 5.0" Allowed = 1.896" MAX TL CREEP DEFL - -0.290" @ 19'- 5.0" Allowed = 2.528" MAX LL DEFL = -0.049" @ 41'- 0.0" Allowed = 0.217" MAX TL CREEP DEFL = -0.063" 8 41'- 0.0" Allowed = 0.289" MAX HORIZ. LL DEFL = 0.058" 8 38'- 4.5" MAX HORIZ. TL DEFL = 0.095" @ 38'- 4.5" 19-05 19-05 Design conforms to main windforce-resisting 6-08-13 6-04-02 6-04-02 6-04-02 6-09-02 6-08-13 system and components and cladding criteria. 1' 1' ' 1' , 1' 1' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 7r Q 7.00 load duration factor-1.6, 4.0" Truss designed for wind loads 5 4t' in the plane of the truss only. M-5x8(5) 3 M-5x8(S) 0.25" 0.25" 4 6 +1 PR M-1.5x 3 \1110714-1.5x3 , 'FlEd �. 86) , \ , 44, 92 E ` 10 �. 4 12 � /•� / of 1/ M-3x8 M-3x4 U•25" M-3x9 M-3x8^'\9 0 M-5x8(S) -yL ,7 OREGON\t, 40 1 9-10-14 b 9-06-02 y 9-06-02 l 9-10-14 1 <0 14, 2-° P+ 1 I 1- 2-01-11 2-01-11 38-10 2-01-11 JOB NAME : LENNAR 2776EDL DUBLIN ENG - D6 E:I:RplUuLs.:: I :12;35 Scale: 0.1436 WARNINGS: GENERAL NOTES,unless otherwise noted: R1.Builder and erection contractorshould be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual LTruss: D6 and Warnings before construction commences. budding component.Applicability of design parameters and properWA � t J 2.204 compression web bracing must be Installed where shown 0. incorporation of component is the responsibility of the building designer. Q^ 4, 0 es 2.Design assumes the top and bottom chords to be laterally braced at Q 'S n..fj, 3.Additional temporary bracing to Insure stability during construction it DES. BY: LJ2'o.c.and at 10'o,c.respectively unless braced throughout their length by (. - it,,, O is the responsibility of the erector.Add Nional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), 1. DATE: 1/23/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 / 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. /l ' ,, - i SEQ. : 6167082 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'or use. + TRANS I D: 4161166. Design assumes full bearing at all supports shown.Shim or wedge if �� �4 5.CompuTrus has no control over and assumes no responsibility for the necessary. 51398 fabrication,handling,shipment and instafation of components. 7.Design assumes adequate drainage is provided. 0 ��(si( � 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 QCT II I I I VIII I 111111111111111111 III IIII IIII II III TPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ssIONAL""O 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 11111 10111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 4.2" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-611) 96 1-5=1-242) 494 5-2=( 0) 312 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-256) 253 5-6=1-242) 491 2-6=1-565) 210 WEBS: 2x4 DF STAND; 3-4=( -57) 43 6-7=( 0) 0 6-3=(-261) 227 2x4 DF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -60/ 508V -131/ 262H 5.50" 0.81 DF ( 625) LL = 25 PSF Ground Snow )Pg) 11'- 7.4" -95/ 555V 0/ OH 5.50" 0.89 DF ( 625) 14'- 4.2" -39/ 92V 0/ OH 0.99" 0.15 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.045" @ 11'- 1.5" Allowed = 0.546" MAX TL CREEP DEFL = -0.090" @ 11'- 1.5" Allowed = 0.729" 6-09-03 4-10-03 3-01 12 MAX HORIZ. LL DEFL = 0.005" @ 11'- 7.4" 1' T T 1' MAX HORIZ. TL DEFL = 0.007" @ 11'- 7.4" 12 4 - 7.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, i Truss designed for wird loads in the plane of the truss only. N M-3x4 t W 2 0 O m o �\���� o PRo 9ss/o2 �o ��Zl/I ' -57 o I' M-3x4 M-1.5x3 M-3x4 �� 1-.92•IPE r Ate, -le Ct 6-02-07 4 10 03 y v` A_OREGON�p, �4/ 14-04-02 'PROVIDE FULL BEARING;Jts:1,7,4I /O '44- 14, 2o�P� � RRILL JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - D7 EXPIRES:12/31/2015 Scale: 0.3151 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 is for an individual WASJ�', '7 Truss: D7 and Wamings before construction commences. building component.Applicability of design parameters and proper 4 (JF ), 2.2x4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building designer. t‘0, 0 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Q � �, J. +,J DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A, O continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). rcf 'L. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. 40 V y/ 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. /. 41 415 !� SEQ. : 6167083 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, , LL�� design loads be applied to any component, and are for'dry condition"of use. /; TRANS I D: 4161166. Design assumes full bearing at all suppons shown.Shim or wedge if .1.45::"(3):11.°) 51398 W� 5.CompuTrus has no control over and assumes no responsibility for the necessary. ,.('� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O�C��('jlgG_ 6.This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss,and placed so their center C IIII'IIII'IIII'IIII(IIII IIII IIII II III TPINJTCA in BCS',copies of which will be furnished upon request. git coincide wiz jointanr lines. sSIONL G iii 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) III' II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 - TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1-2=( 0) 124 2-6=)-256) 642 6-3=( 0) 3B2 2x4 DF 2400F T2 SPACED 24.0" O.C. 2-3=(-826) 188 6-7=)-258) 640 3-7=(-739) 235 BC: 2x4 DF #1&BTR 3-4=(-393) 268 7-4=(-754) 491 WEBS: 2x4 DF STAND; LOADING 4-5=(-217) 9 2x4 OF #1&BTR A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -81/ 903V -180/ 408H 5.50" 1.44 DF ( 625) OVERHANGS: 26.0" 35.5" 16'- 5.5" -232/ 1123V 0/ OH 5.50" 1.80 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.099" @ -2'- 2.0" Allowed = 0.217" MAX TL CREEP DEFL = -0.063" @ -2'- 2.0" Allowed = 0.289" MAX TL CREEP DEFL = -0.040" @ 8'- 5.1" Allowed = 1.036" 8-06-14 7-10-10 MAX LL DEFL = -0.265" @ 19'- 5.0" Allowed = 0.296" ,r f T MAX TL CREEP DEFL = -0.284" @ 19'- 5.0" Allowed = 0.394" 12 5 MAX TC PANEL LL DEFL = -0.019" @ 13'- 0.9" Allowed = 0.550" 7.00 MAX HORIZ. LL DEFL = 0.010" @ 15'- 10.0" MAX HORIZ. TL DEFL = 0.013" @ 15'- 10.0" M-1.5x4 Design conforms to main windforce-resisting 4 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, MWFRSIDir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-5x10(S) 0.25" 310.4 o Qr A 1 0 5��"�0p P R OFFssi `4 X1111159 '92 mf- __ ° =_ ct '926OPE 9r rs -s o I M-3x4 M-1.5x3 M-3x4 Ale -.„ `rli ' 1 8-05-02 ), 7 04-14 0-07-08 yL OREGON1cc es �lV y y y /O FRRIIL �- 2-02 16-05-08 2-11-08 tiJ �P JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - D8 EXPIRES: 12/31;2015 Scale: 0.2439 WARNINGS: GENERAL NOTES,unless otherwise noted: ERRILL a 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q Truss: D8 and Warnings before construction commences. building component.Applicability of design parameters and proper J\ of WAS/1/4, �J, 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 Q 11, )1 'P 3.Additional temporary bracing to insure stability during construction 7 DES. BY: LJ is the responsibility of the erector,Additional permanent bracingof 2'o.c.and at 10'c.c.respectively unless braced throughout their length by fr j fir, O P tY P continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). - " /, DATE: 1/23/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown•* 1/ZP 15 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. : 6167084 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. T RAN S I D 416116 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if +p 51398 c ' fabrication,handling,shipment and installation of components. Dnesign as. O �"' If1 7.Design assumes adequate drainage is truss, �{+^ CIS1'ER 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center C 1111111111111111111111 VTPUWTCA in BCS',copies of which will be furnished upon request. it cce with jointacenter lines. SStONAL G B. 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) 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1-2=(-828) 205 1-5=)-253) 649 5-2=( 0) 382 2x4 DF 2400F T2 SPACED 24.0" O.C. 2-3=(-393) 267 5-6=1-254) 648 2-6=(-741) 275 BC: 2x4 DF Ol&BTR 3-4=(-217) 9 6-3=(-740) 492 WEBS: 2x4 DF STAND; LOADING 2x4 DF 816BTR A 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 BAG AREA TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -81/ 633V -173/ 389H 5.50" 1.09 DF ( 625) LL = 25 PSF Ground Snow (Pg) 16'- 5.5" -241/ 1149V 0/ OH 5.50" 1.84 DF ( 625) OVERHANGS: 0.0" 35.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.040" @ 8'- 5.1" Allowed = 1.036" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.265" @ 19'- 5.0" Allowed = 0.296" MAX TL CREEP DEFL = -0.284" @ 19'- 5.0" Allowed = 0.394" MAX TC PANEL LL DEFL = -0.022" @ 13'- 0.9" Allowed = 0.550" 8-06-14 7-10-10 'I' T f MAX HORIZ. LL DEFL = 0.010" @ 15'- 10.0" 12 4 MAX HORIZ. TL DEFL = 0.013" @ 15'- 10.0" 7.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 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=l.6, Truss designed for wind loads in the plane of the truss only. M-5x10(S) 404111111 2 0 0.25" DQE o G A of � I <<- r•PR-- 06) sc 0)l fi//59 .(' 17 Aiiiir��PE r of 1 M-3x4 M-1.5x3 M-3x4 '/ J. y 1 OREGON CC 8-05-02 7-04-14 0 07-08 7G 4, ,�b ,\� y 16-05-08 y 2-11-08 1 /O 14 20�P'E RR10, JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - D9 EXPIRES: 12/31/2015 Scale: 0.2498 p��. WARNINGS: GENERAL NOTES,unless otherwise noted: O , 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$ O W A ), Truss: D9 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 4 k `"j 2.204 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. ti �C a 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced al ,..,4- �'S T ., DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by r, O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v,e �. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. /�3 l[ 2 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. I/ J r 7 .• SEQ. : 6167085 fasteners are complete and at no'irne should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition'of use. p TRANS I D: 416116 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all suppols shown.Shim or wedge if �0 � fabrication,handling,shipment and installation of components. necessary. 'AD 4�51398 w 7. Design assumes adequate drainage is provided. G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center 1 VIII IIII 11111 VIII III II II II II I IIII TN/WI-CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. `rSIONAL G 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-07-00 GIRDER SUPPORTING 16-05-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #168T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6054) 1208 1- 7=(-1108) 5056 7- 2=( -400) 2192 5-10=(-4048) 832 BC: 2x6 DF SS 2- 3=(-3710) 800 7- 8=(-1102) 5016 2- 8=(-2290) 530 WEBS: 2x4 DF STAND; LOADING 3- 4=(-1234) 354 8- 9=( -692) 3026 8- 3=( -672) 3344 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-1156) 372 9-10=( -146) 210 3- 9=(-3262) 750 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 7.0" V 5- 6=( -8) 16 9- 4=( -284) 962 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 180.2)+DL( 142.5)= 322.8 PLF 0'- 0.0" TO 22'- 7.0" V 9- 5=( -730) 3482 BC LATERAL SUPPORT <= 12"OC. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join together 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -881/ 4379V -204/ 37511 5.50" 7.01 IF ( 625) nails staggered at: 22'- 7.0" -888/ 4355V 0/ OH 5.50" 6.97 CF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, ++ For hotr i3p4Fc3ow-(s$ed haltR M It lXlEfns webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.077" @ 6'- 10.5" Allowed = 1.083" 0-07-08 MAX TL CREEP DEFL = -0.184" @ 6'- 10.5" Allowed = 1.444" 19-05 3-02 MAX HORIZ. LL DEFL = 0.019" @ 22'- 2.2" T '( 1 MAX HORIZ. TL DEFL = 0.032" @ 22'- 2.2" 7-00-09 6-02-06 6-02-06 2-06-08 T T T .' .f +2x4 web brace required. Laterally brace to roof diaphragm. 12 M-9X9 12 Design conforms to main windforce-resisting 7.00 17' ' 7.00 system and components and cladding criteria. 4 4� 4.0" Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, JF 4N6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8 load duration factor=l.6, 5 Truss designed for wind loads 4114 � in the plane of the truss only. ',M-6x6(8) 4007/ 0. 4.e 0 M-3x6 A 1 o .- i 1 ,,E5)r,1PR oFFssi M-5x10 t<,�\�� ��!GII1�9 O2 m �� ilii 1-- 7 8 9 18*: ��PE O M-3x6 M-6x6 0.25" AflOr M-10x10(S) `. dr_ M-3x4 -ie Cr 7, OREGON p, hCo b 6-10-08 6-00-10 y 6-05-14 1 3-02 l4-76.474}' 14, '16\ Q+ y 22-07 l MRRI�L JOB NAME : LENNAR 2776EDL DUBLIN ENG - D-GIRD EXPIRES: 12/31/2015 Scale: 0.1883 WARNINGS: GENERAL NOTES,unless otherwise noted' O�ERRILL 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 'Q T r u s s: D-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper J` 04 WAS/U L. 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. C F. 2.Design assumes the top and bottom chords to be laterally braced at Q `' T DES. BY: LJ 3.Additional temporary bracing to insure stability during construction Q 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F /r .-.. O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ///5,7 /�3 /5 �j 4.No load should be applied tc any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. r )�/I r s- s. SEQ. : 6167086 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. 4 TRANS I D: 416116 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 :pp, 51398 w' necessary. fabrication,handling.shipment and installation of components. ��' 7.Plates assumes adequatearedondrainage is provided.rus. CfSTER 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 VI C" VIII VIII VIII VIII VIII VIII IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �``'`''s'IONAL+'-G H.Digits indicate size of plate in inches. M iTek USA,InC.lCompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19813(Welt) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 30-06-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 122 2-10-(-1109) 3287 3-10=( -112) 225 2x4 DF #1&BTR Ti 2- 3=(-3987) 1227 10-11-(-1646) 4277 10- 4=( -176) 1023 BC: 2x6 DF SS LOADING 3- 4=1-3900) 1265 11-12-(-1555) 3931 10- 6=1-1218) 689 WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=) 0) 0 12-13=(-1028) 2508 6-11=( -95) 222 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 6.9" V 4- 6=(-3338) 1129 11- 7-) -21) 4B8 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL) 28.0)= 128.0 PLF 8'- 6.9" TO 30'- 6.0" V 6- 7=(-4240) 1568 7-12=(-1359) 641 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL) 40.0)= 40.0 PLF 0'- 0.0" TO 30'- 6.0" V 7- 8=1-3070) 1158 12- B-) -319) 1484 8- 9=( -72) 84 8-13=(-3321) 1321 TC CONC LL( 357.2)+DL( 100.0)= 457.2 LBS @ 8'- 6.9" 13- 9=( -302) 214 NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" -737/ 2690V -87/ 178H 5.50" 4.30 DF ( 625) OVERHANGS: 25.7" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 30'- 6.0" -1002/ 2599V 0/ OH 3.50" 4.16 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 = -0.047" @ -2'- 1.7" Allowed = 0.214" MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" MAX LL DEFL = -0.145" @ 13'- 8.5" Allowed = 1.487" MAX TL CREEP DEFL = -0.335" @ 13'- 8,5" Allowed = 1.983" MAX HORIZ. LL DEFL = -0.049" @ 30'- 2.5" MAX HORIZ, TL DEFL = 0.080" 8 30'- 2.5" 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, 0 05-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-06-09 T'( 21-11-07 End vertical(s) are exposed to wind, Truss designed for wind loads 4-02-15 3-10-05 5-01-15 5-07-03 5-07-03 5-07-03 in the plane of the truss only. 1 457.20# 1' 1' 'r 1' 12 7.00 1Z M-4x10 5 M-3x5 M-7x8(5) 0.25" M-5x8 M-1.5x3 6 y 7- 8 9 I ' ■w NW B M-1.5x3 Nolossio. +. + I ��PED PROFFsdt 0 In C.CD ° VZ 11SR '°1- Zt f it '�1PE f 10 11 12 13 I -4x8 M-3x10 0.25" M-4x6 M-5x81 M-7x8(5) `'�.- 4110111P Cr 1 1 1 1' /' yL 4,OREGON\b` A,0 1, 1 l 7-11-08 7-07-05 7-05-09 7-05-09 1 i0 .11' 14 23 P+ 2-01-11 30-06 MRRIL\-0 JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - DH1 EXPIRES: 12/31/2015 Scale: 0.2039 WARNINGS: GENERAL NOTES.unless otherwise noted: ry RR�L j. e1.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 individual19 WAS II�q LTTruss: DH 1 and Warnings before construction commences. building component.Applicability of design parameters and properJ f 7 2.2x4 compression web bracing must be installed where shown n. incorporation of component is the responsibility of the building designer. 'r w C F 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Q T "P DES. BY: LJ2'o.c.and at 10'D.C.respectively unless braced throughout their length by f i4„ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). II �. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown it+ `�3I r C 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. I r J i �, :- SEQ. : 6167087 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. ; T RAN S I D: 4161166.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. .:1 51398 'w fabrication,handling,shipment and installation of components. A 7.Design assumes adequate drainage is provided. �Cv C R 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center �(. 1.5 " " IIfII 1 Ell l 111111111111 (1 IIIII 11' III TPUWTCA In SCSI copies of which will be furnished upon request. lines coincideitwith joint ate inrche. ssIQNALE�G 1(I E1 9.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software+7.6.6 SP2(1 L)E 10.For basic connector plate design values see ESR-1 311,ESR-1988(M7ek) IIIIIII I III This design prepared from computer input by, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 30'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 122 2-11=(-585) 1651 11- 3=( 0) 208 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2- 3=1-2042) 429 11-12=1-586) 1649 3-12=( -344) 177 WEBS: 2x4 DF STAND 3- 4=1-1657) 417 12-13=1-464) 1487 12- 4=( -57) 491 LOADING 4- 5=1 0) 0 13-14=1-381) 1195 12- 6=( -254) 105 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1353) 409 14-15=1 -74) 91 6-13=( -268) 164 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1371) 405 13- 7=( -45) 537 TOTAL LOAD = 42,0 PSF 7- 9=( -494) 232 7-14=(-1090) 320 8- 9=( 0) 0 9-14=( -7) 114 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -581) 229 14-10=( -259) 1039 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-15=1-1272) 347 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: 25.7" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -194/ 1551V -123/ 2238 5.50" 2.48 DF ( 625) 30'- 6.0" -151/ 1267V 0/ OH 3.50" 2.03 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.047" @ -2'- 1.7" Allowed = 0.214" MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" MAX LL DEFL = -0.072" @ 11'- 4.3" Allowed = 1.487" MAX TL CREEP DEFL = -0.162" @ 11'- 4.3" Allowed = 1.983" MAX HORIZ. LL DEFL = 0.031" @ 30'- 4.2" MAX HORIZ. TL DEFL = 0.051" @ 30'- 4.2" 0-03-09 -(f Design conforms to main windforce-resisting 11-04-13 16-00-06 3-00-13 system and components and cladding criteria. T 1' '1 1' 5-10-12 5-02-09 0-03-09 5-02-15 5-06-08 5-02-15 2-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' f ff T 1 . ( T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 7.00 Z3 7.00 End vertical(s) are exposed to wind, Truss designed for wind loads • M-4x6 M-9x6 in the plane of the truss only. 45 M-3x4 M-3x4 8 6 7 r I-/\/\ w M-3x4 M-9x4 0 Ncn PROFCD In 61/ « 14 B �0PE r o 11 12 '( �3 14 r15 / 441111, 0 1 'M-4x4 M-1.5x3 M-3x8 0.25' M-4x8 M-5x8(S) M-1.5x3 falf el ,1 y .1 1, y y yL ,,OREGON�t. h r 5-09 5-02-09 8-05-08 8-05-08 2-07-08 /Q r9y 14 2,. ', P 2-01-11y 30-06 y MERRIU- JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - DH2 EXPIRES:12/31/2015 Scale: 0.1992 ppyy����� WARNINGS: GENERAL NOTES, unless otherwise noted: rg+""LC.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: DH2 and Warnings before construction commences. budding component.Applicability of design parameters and proper 44) OV WAS/44;14> � 2.2x4 compression web bracing must be installed where shown,. incorporation of component is the responsibility of the building designer. C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q tr-i,. J, '5 DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�, / O • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/m drywalt(BC). rs r• "t+ DATE• 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown+• /t] I , 4. No load should be applied to any component until after all bracing and 4.Instalation of truss is the responsibility of the respective contractor. I/ d �, SEQ. : 6167088 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. TRANS I D: 416116 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 /r '!54,,,51398,0 �4 necessary. ,(1 fabrication,handling,shipment and installation of components. DesignO A Tim 7. lasassumesadequateoneothi face isprovided.sCf 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(heir center III I1 I I I IIII 11111111 III II I I III TPINJfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. -iONALIb,O 9.Digits indicate size of plate in inches. MiTek USA,InC./Compulrus Software+7.6.6-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) s III II III • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 30'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 122 2-11-(-669) 1655 11- 3=( 0) 208 BC: 2x4 DF #15BTR • SPACED 24.0" O.C. 2- 3=(-2042) 559 11-12-(-671) 1653 3-12=( -344) 145 WEBS: 2x4 DF STAND 3- 4=(-1657) 560 12-13-(-598) 1501 12- 4=( -60) 493 LOADING 4- 5=( 0) 0 13-14=(-489) 1195 12- 6=( -259) 118 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1353) 520 14-15=) -72) 89 6-13=( -268) 196 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1378) 526 13- 7=( -78) 555 TOTAL LOAD = 42.0 PSF 7- 9=( -499) 272 7-14=(-1090) 404 8- 9=( 0) 0 9-14=( -46) 119 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -586) 284 14-10=( -373) 1037 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-15=(-1272) 476 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 BAG AREA OVERHANGS: 25.7" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -252/ 1551V -123/ 223H 5.50" 2.48 DF ( 625) 30'- 6.0" -209/ 1267V 0/ OH 3.50" 2.03 DF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.047" @ -2'- 1.7" Allowed = 0.214" MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" MAX LL DEFL = 0.081" @ 11'- 4.3" Allowed = 1.487" MAX TL CREEP DEFL = -0.162" @ 11'- 4.3" Allowed = 1.983" MAX HORIZ. LL DEFL = -0.033" @ 30'- 4.2" MAX HORIZ. TL DEFL = 0.051" @ 30'- 4.2" 14-03-02 10-03-13 5-11-02 T T f Design conforms to main windforce-resisting 5-10-12 5-02-09 3-01-13 2-04-10 5-06-08 2-04-10 3-01-13 2-09-04 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12 Support top chord at joint 5 and 8 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00(7 5 8 '1 7,00 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 M-3x4 M-3x4 M-4x6 in the plane of the truss only. 4 6 7 w w 0 M-3x4 3 \ . M-4x4 +. N O ['1ci I 0\EO P R OF u-i ���'�� ��lZ1�5g `�'°.9� A-4X4 92I•PE 0 M-1.1 5x3 M-3x8 0.25' M-4x8 �15 M-5x8(S) M-1.5x31 .`'_ A_ 1, l l l y y OREGON ts l j 1 ) 5-09 5-02-09 8-05-08 8-05-08 2-07-081 Gi --qy 14 20'` P+� 2-01-11 30-06 '�ERR1UL JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - DH3 EXPIRES: 12/3112015 Scale: 0.1992 WARNINGS: GENERAL NOTES,unless otherwise noted: O 1.4=',6:147,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 Truss: DH3 and Warnings before construction commences. building component.Applicability of design parameters and proper J� �o WASy4Y J� 2.2x4 compression web orating must be installed where shown+. incorporation of component n the responsibility of the building designer. r C 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Q ,z- A +fJ DES. BY: L S 2'o.c.and at t0'o.c.respectively unless braced throughout their length by !� O is the responsibility of:he erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „�. 'j. DATE: 1/23/2015 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. -/?j ,;.,e,„.4.--� / SEQ. : 6167089 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: 416116 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�Q (�w� necessary.s451398,a .? fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. C l` 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 S III I VIII VIII VIII VIII II I VIII IIII III TPbWfCA in BCSI,copies of which will be furnished upon request. lines coincide withizjoint centerlines. s`S,ONAL G 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus/CompuTrus Software+7.6.6 SP2(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) VIII III This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 , TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 122 2-12=(-424) 2230 3-12=(-201) 175 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2618) 566 12-13=(-305) 1962 12- 4=( -23) 415 WEBS: 2x4 DF STAND 3- 4=(-2407) 567 13-14=(-175) 1565 4-13=(-560) 224 LOADING 4- 5=(-1858) 540 14-15=(-289) 1871 13- 5=( -97) 602 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-11=(-424) 2133 13- 8=(-115) 119 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=(-1530) 521 8-14=(-101) 674 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-561) 223 8- 9=(-1866) 547 9-15=( -40) 426 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2413) 583 15-10=(-211) 195 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2620) 585 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 25.7" 0.0" 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" -224/ 1885V -212/ 223H 5.50" 3.02 DF ( 625) 38'- 10.0" -194/ 1631V 0/ OH 5.50" 2.61 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.047" @ -2'- 1.7" Allowed = 0.214" MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" MAX LL DEFL = -0.123" @ 21'- 9.2" Allowed = 1.896" MAX TL CREEP DEFL = -0.279" @ 21'- 9.2" Allowed = 2.528" 0-03-09 0-03-09 MAX HORIZ. LL DEFL = 0.057" @ 38'- 4.5" MAX HORIZ. TL DEFL = 0.094" @ 38'- 4.5" 17-01-06 4-07-03 17-01-06 Design conforms to main windforce-resisting 5-10-07 5-05-11 5-05-11 1' 4-07-03 1 5-05-11 5-05-11 5-10-07 system and components and cladding criteria. f T 1' (i' ff / 1' 1' Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 6 M-4x6 .M-6x6 Q 7.00 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-5x6(S) in the plane of the truss only. 0.25" M-3x4 M-1.5x3 M-1.5x3 + + ° �.�ED PR OF6-ss _m \ 9��PE c-- .1.� 12 13 to 14 15 ^`ll�o o 00/9-'14-3x8 M-3x9 M-3x8 M-3x4 M-3x4 M-3x8 of '_ M-3x5(S) `�. * .1 3, l .1 3, -411 tr y 8-07-04 8-00-13 5 y 7-09 7-11-01 8-07-04 l 7G A OREGON�o, �4/ l * 18-10 20-00 y /o MFRRIL\-�P-! 2-01-11 38-10 JOB NAME : LENNAR 2776EDL DUBLIN ENG - DH4 EXPIRES:12/31/2015 Scale: 0.1548 WARNINGS: GENERAL NOTES,unless otherwise noted: IARRIErt.g 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: DH 4 and Warnings before construction commences. budding component.Applicability of design parameters and proper 44) QF W 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. '' Q t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4' '� l~rr., '� DES. BY. LJ2'o.c.and at 10'o.c.respectively unless braced throughout:heir length by f. 0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andior drywall(BC). 1j . 'k DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I�7I 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. r J �,- SEQ. : 6167090 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. TRANS I D: 416116 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,a <y� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0 AC'ifs'('gR� B.This design Is fumished subject la the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �S IIIIII Hill 1110 I IIII VIII II IIII IIII TPIANfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL✓"G 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6 SP2(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 DF N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16BTR SPACED 24.0" 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=15ft, 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, Ex B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF p• TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2312 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. 6-00 6-00 1 1 1 12 ITN.-4x4 12 10.00 7 3 Q 10.00 AL 411°N°1°°°°°1°°°1°41°°1°N4N1061••••••••4 r-, 2 I AIAlIlIllilh 1111 I II I h. q rt --r . E I d PROre. 5 ���� 7� �IIZl� ss/o2 M-3x4 M-3x9 •92SIPE vT Ale y y y .1. l�.- I� 1-06 12-00 1-06 7OREGON\a AsQ L 'd qy 74, 2° P+ MFR RILL JOB NAME : LENNAR 2776EDL DUBLIN ENG - Fl EXPIRES: 12/31/2015 Scale: 0.4073 ��nT� WARNINGS: GENERAL NOTES,unless otherwise noted: 140.t,4A- 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: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper 44) 04 r 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. Q ...«.---. C t(+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 i >]r, j, ;$ DES. BY: LJis the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ti / y.;_ O DATE: 1/23/2015 responsibilitybuilding continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r '� the overall structure is the of the designer. 3.2x Impact bridging or lateral bracing required where shown«« I Z7 I ..76-,•,.i 4,No load should be applied to any component until after all bracing and 4.Instalation of truss is the responsibility of the respective contractor. r J SEQ. : 6167091 fasteners are complete and no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ✓'4 TRANS I D: 416116 design loads be applied to any component, and are for"dry condition'of use. /; .4 S.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if +pO 51398 Qr. fabrication.handling,shipment and installation of components. necessary. FV 7.Design assumes adequate drainage is provided. G 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I�i��- • 11101111111111 1111111111111 IIII III TPINVTCA in BCSI,copies of which will be furnished uponrequest. tines Coincide with joint center lines. SSIONAL G 3.Digits indicate size of plate in inches. MITek USA,Inc./COmpuTfu3 Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1388(MTeI) II II This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 109 2-6=(-14) 278 6-3=(0) 274 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-481) 106 6-4=1-14) 278 WEBS: 2x4 DF STAND 3-4=(-481) 106 LOADING 4-5=1 0) 109 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (P9) 0'- 0.0" -102/ 675V -128/ 128H 5.50" 1.08 DF ( 625) 12'- 0.0" -102/ 675V 0/ OH 5.50" 1.08 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 6-00 6-00 MAX LL DEFL = -0.011" @ 13'- 6.0" Allowed = 0.150" T T 1 MAX TL CREEP DEFL = -0.015" @ 13'- 6.0" Allowed = 0.200" 12 12 MAX TC PANEL LL DEFL = 0.094" @ 8'- 9.3" Allowed = 0.479" 10.00 IIM-4x4 10.00 MAX TC PANEL TL DEFL = 0.372" @ 8'- 9.4" Allowed = 0.719" 34A" MAX HORIZ. LL DEFL = 0.002" @ 11'- 6.5" �� MAX HORIZ. TL DEFL = 0.004" @ 11'- 6.5" orALlii �� 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. rn on �EO P R OFFS 1 M-3x4 M-1.5x3 M 3x9 �<���Z ��59 ts�o 44, / ct 792OSPE 9r l ,l b / 6-00 6-00 /f-lis% . Aim. l 1, 1 l y OREGON a Z4 1 06 12-00 1-06 L,O'L14y 14 2�N P+� 4"/ 1-06 NAME : LENNAR 2 7 7 6E DL DUBLIN ENG - F2 EXPIRES: 12/31/2015 Scale: 0.3948 WARNINGS: GENERAL NOTES,unless otherwise noted. _rr�RRrI-j, 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 0 1�' Tr us s F2 and Warnings before construction commences. building component.Applicability of design parameters and proper J` oti WAS/f/ J : 2.244 compression web bracing must be Installed where shown a. incorporation of component Is the responsibility of the building designer. Q. (t, �"'1- �C e' 2.Design assumes the top and bottom chords to be laterally braced at Q '� fV ). 3.Additional temporary bracing to Insure stability during construction Q" DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'oa and at 10'hin respectively unless braced throughout their length by ti 1, O W N continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). //11//57• r! 1. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ 4. No load should be applied to any component until alter all bracing and 4.Instalation of truss is the responsibility of the respective contractor. .4, SEQ. : 6167092 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: 416116 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 51398 <(" necessary. 4V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O-{+ FG/S.LE�� 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 '' 1111111111111111111 III VIII VIII VIII VIII VIII VIII 1III III TPWJfCA in BCSI,copies of which will be furnished upon request. lines coincideiatwith joint ate in che. SSfONAL��G H. Digits 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) IIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 1-2=(-481) 108 1-5=(-14) 283 5-2=10) 274 BC: 2x4 OF 416BTR SPACED 24.0" 0.0. 2-3=(-483) 104 5-3=(-14) 283 WEBS: 2x4 DF STAND 3-4-( 0) 109 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 18.0" 0'- 2.0" -59/ 503V -121/ 110H 3.50" 0.80 DF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 0.0" -110/ 695V 0/ OH 5.50" 1.11 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.017" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" 8 0'- 0.0" Allowed = 0.022" 6-00 6-00 MAX LL DEFL = -0.011" 8 13'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 13'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.117" @ 3'- 2.7" Allowed = 0.479" 12 IIM-4x4 12 MAX TC PANEL TL DEFL = 0.372" @ 8'- 9.4" Allowed = 0.719" :0.00 7 Q 10.00 MAX HORIZ. LL DEFL = 0.002" @ 11'- 6.5" 2 4'0" MAX HORIZ. TL DEFL = 0.004" @ 11'- 6.5" i) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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. on on A vo t 1'=' 5 . t M-3x4 M-1.5x3 M-3x4 4 ���co PRore 1 y 1 921OPE r 6-00 6-00 Oy32 11-10 1 `' �_ 1 Ill IZ. 1 1 y` OREGON�a �4/ 12-00 1-06 <O "}- 14 2° 'E MFR RILL NP JOB NAME : LENNAR 2776EDL DUBLIN ENG - F3 EXPIRES: 12/31/2015 Scale: 0.3722 1� WARNINGS: GENERAL NOTES,unless otherwise noted. �A�+R�1,j,,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 O� A Truss: F3 and Wamings before construction commences. building component.Applicability of design parameters and proper Jti QlC WASFIi, �f J 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. t}, C L{+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'� �F J. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Av v, O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �` '� DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1I g rr 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. 11j l+5 SEQ. : 6167093 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 toads be applied to any component. and are for'dry condition'of use. TRANS I D: 4161166.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 'fV • fabrication,handling.shipment and installation of components. Q y0 7.Design assumes adequate drainage is provided. wC+, CJg[$R ' 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 L�' • !ONAL • 113�� 1111111111IJ{II 1111 11 11 1I"Ik31 IIII TP WJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. G 9.Digits indicate size of plate in inches. MTek 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ,r TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 109 2-4-(0) 0 BC: 2x4 DF N16BTR SPACED 24.0" O,C. 2-3=(-142) 116 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" -35/ 480V -62/ 1858 5.50" 0.77 DF ( 625) 5'- 11.2" -90/ 164V 0/ 0H 1.50" 0.26 DF ) 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 73V 0/ OH 0.00" 0.00 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -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 = 0.166" @ 3'- 7.4" Allowed = 0.481" 3 -,, MAX TC PANEL TL DEFL = -0.134" @ 3'- 5.0" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" �� MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 12 Design conforms to main windforce-resisting 10.00 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 rn en to �� ` �q -, M-3x4 �...Is PRpFFSS cc- '��PE r y y y �, II 1-06 6-00 -7L 47 OREGON�a �� PROVIDE FULL BEARING;Jts:2,4,31 �O ,Q V 7 4 2° MFRRIL\- P JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - F4 EXPIRES: 12/31/2015 Scale: 0.4848 WARNINGS: GENERAL NOTES,unless otherwise noted' RRILL, ,,'9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q p• Truss: F4 and Warnings before construction commences. building component.Applicability of design parameters and proper .4 QF 4A$/i/� f j 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q• �<(, ..++. C es 2.Design assumes the top and bottom chords to be laterally braced at Q 11. j, DES. BY: LJ 3.Additional temporary bracing to insure stability during constructionQ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ir, O continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). e. DATE• 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t+ 1 4. No load should be applied lc any component unlit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. I/�, /f 5' y-' : SEQ. : 6167094 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. a �� f 4;S T RAN S I D 416116 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 $ 5 398 �� necessary. ,Q fabrication,handling,shipment and installation of components. 0 F -41 7.Design assumes adequate drainage is provided. o(S'I'gtL 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center F 1 II I I I IIIA I I II II I Iill III III TPUVJTCA in SCSI,copies of which will be furnished upon request lines coincide with join)center lines. SS�ONpL ENG 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 8'- 8.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #1&BTR SPACED 24.0" O.C, system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=l5ft, 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=1.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. M-1x2 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. 9-04 4-04 1` T 4 12 12 IIM-9x9 :0.00 73 IJ 10.00 M mhillihh. 4 m o I 0 M-3x9 M-3x9 ��sk0 PROFF6, �c;� 911YI 9 s'°2 39211PE 9r 411P 1-06 8-08 1-06 9L 47 OREGON�b' X411 /O -11' 14, 2° P+ MER R I I.L 0 JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - G1 EXPIRES:12/31/2015 Scale: 0.9747 p��. WARNINGS: GENERAL NOTES,unless otherwise noted: lw•" B 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual W Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper 44) OF WAo'' >, 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 OiRr- �.DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1n o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)end/or drywall(BC), 111 s / r, `0Y.DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�7 / ,i4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / J �, SEQ. : 6167095 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 1416116 design loads be applied to any component. and are for"dry condition"of use. + 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it /, 41.74;051§113:: O A 51398 Q7� fabrication,handling,shipment and Installation of components. Dnecessary. +� 7.Design assumes adequate drainage is provided. �+ C B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,andplaced so their center �S"j'$R • II III I I VIII VIII VIII VIII IIII IIII TPIlyVTCA In BCSI,copies of which will Be furnished upon request. git coincideitwithzjointpcenter lines. �SsIONALE�O 9. Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1688(MITA) II II This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ,w TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 109 2- 8=(-30) 77 8- 3=(-270) 184 BC: 2x4 DF 1116BTR SPACED 24.0" O.C. 2- 3=(-149) 60 8- 9-(-28) 91 3- 9=( -10) 111 WEBS: 2x4 DF STAND 3- 4=1-239) 73 9-10=(-25) 92 9- 4=( 0) 102 LOADING 4- 5-1-239) 79 10- 6=(-21) 92 9- 5=( -10) 107 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-149) 92 5-10=1-270) 209 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 109 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" 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" -135/ 373V -101/ 101H 3.50" 0.60 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1'- 0.2" -26/ 333V 0/ OH 3.50" 0.49 DF ( 625) 7'- 7.7" -26/ 333V 0/ OH 3.50" 0.48 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 8'- 8.0" -135/ 373V 0/ OH 3.50" 0.60 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-04 9_04 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' f f f VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 1-02 3-02 3-02 1 02 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" '1' 1 1 '1' T MAX LL DEFL = -0.011" @ 10'- 2.0" Allowed = 0.150" 12 12 MAX TL CREEP DEFL = -0.015" @ 10'- 2.0" Allowed = 0.200" 10.00 IIM-9x4 Q 10.00 MAX TC PANEL LL DEFL = 0.003" 8 0'- 7.8" Allowed = 0.054" 4 �„ MAX TC PANEL TL DEFL - 0.004" 8 0'- 7.8" Allowed = 0.080" 9 MAX TC PANEL LL DEFL - 0.025" @ 5'- 10.1" Allowed = 0.250" 4h, MAX TC PANEL TL DEFL = 0.024" @ 5'- 10.1" Allowed = 0.375" MAX TC PANEL LL DEFL = 0.003" @ 8'- 0.2" Allowed = 0.054" MAX TC PANEL TL DEFL = 0.004" @ 8'- 0.2" Allowed = 0.080" a MAX HORIZ. LL DEFL = 0.001" @ 8'- 4.5" • MAX HORIZ. TL DEFL = 0.001" @ 8'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. M 3x4 M-3x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWI'RS(Dir), 3 5 load duration factor=1.6, Truss designed for wind loads (0 Q� in the plane of the truss only. o"f' /I Gid �,, N. o JI r z 1 FI 8 lend 9 10► =ao, 1 -3x4 M-1.5x3 M-3x8 M-1.5x3 -3x4 ��.p PR OFFS 1 7 e °,/Z if P s/°* 92.SPE ,- ,I, y 1 l l b . 1-00-04 3-03-12 3-03-12 1-00-04 ` /% l y y Q 1-06 8-08 'PROVIDE FULL BEARING;Jts:2,8,10,6' 1-06 G ,�OREGON a �� ' y � O 14, 2° P+ MFRRIL\- JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - G2 EXPIRES:12/31/2015 Scale: 0.4372 WARNINGS: GENERAL NOTES,unless otherwise noted: 140E1X.RILL 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• G2 and Warnings before construction commences. building component.Applicability of design parameters and proper J� VJA$ ,1- 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. f /4sc3.Additional temporary bracing to insure stability during constructio❑ 2.Design assumes the top and bottom chords to be laterally braced at C ^11t 'P DES. BY• LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f. }• O 20 Impact sheathingngr such l acing esheathing(TC)and/or drywall(BC). iJU5 �,,, '� / DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.co Impact bridging or lateral bracing required where shown tJ( 4.No load should be applied to any component until after all bracing and 4. Instalation of truss is the responsibility of the respective contractor. SEQ. : 6167096 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. �5�.''1� -�i r TRANS I D: 416116 5.CompuTrus has no control over and assumes no responsibility for the 5 Design assumes full bearing at all supports shown.Shim or wedge if .P \ 51398 cr✓', necessary. • \ yQ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OjC ���i/ Q." 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 �' 5- II II I III III II III I I II TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL F'�G 9. Digits indicate size of plate in inches. M Tek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) L II III This design prepared fron. computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 1116BTR LOAD DURATION INCREASE = 1.15 1-2=(-1892) 475 1-6=(-368) 1610 2-6=(-334) 373 BC: 2x4 DF (R6BTR SPACED 24.0" O.C. 2-3=(-1567) 206 6-7=(-104) 850 6-3=( -71) 893 WEBS: 2x4 DF STAND 3-4=1-1566) 206 7-5=(-367) 1564 3-7=( -60) 869 LOADING 4-5=(-1891) 492 7-4=(-342) 385 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members Won). LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -82/ 689V -144/ 144H 5.50" 1.10 DF ( 625) 16'- 5.0" -82/ 690V 0/ OH 5.50" 1.10 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.091" 8 7'- 2.5" Allowed = 0.775" MAX TL CREEP DEFL = -0.203" @ 7'- 2.5" Allowed = 1.033" 8-02-08 8-02-08 I / 1' MAX HORIZ. LL DEFL = 0.130" @ 15'- 11.5" 4-02-07 3-10-10 4-02-12 4-01-03 MAX HORIZ. TL DEFL = 0.208" 8 15'- 11.5" Design conforms to main windforce-resisting 12 12 10.00 M-5x6 10.00 system and components and cladding criteria. 3 5.0" Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x6 �� M-3x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, I, Truss designed for wind loads " in the plane of the truss only. M-1.5x4 M-1.5x4 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top '� rr chord. Insure tight fit at each end of let-in. M-3x6M-3x6 Outlookers must be cut with care and are M-1.5x3M-1.5x3 permissible at inlet board areas only. 2 6.D. 6# 4 M-3x6 ,�'M-5x6 M-5x6 \ -3x6 M-1.5x4 likkiM-1.5x4 M-3X4 ,, rr M-3X9 M-3x6 M-3x6 1--- = 5 I ) a j5 , 47.00 7.00p '�OPE 9r 12 12 `,;.. - I4.11111"y 1 l l Cr 7-02-08 2-00 7-02-08 y` 4,OREGON (v y 16-05 y <O �4r14, e2-(3\b‘\1..-L-71 ' RRIl-k-0 • JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - El EXPIRES: 12/31/2015 Scale: 0.3043 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 g1 .BRILL 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 L Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 4ti OQ WASfIr- 7�, 2.244 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '. ti 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q ". T DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'oc.respectively unless braced throughout their length by R. O continuous sheathing suchr l plywood re suited were s and/or drywall(BC). /41//5/ 'I -1 DATE: 1/23/2015 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 atter all bracing and 4. Installation of truss is the responsibility of the respective contractor. , SEQ. : 6167097 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-cortosive environment, r design loads be applied to any component. and are for"dry condition"of use. + TRANS 1 D: 416116 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 - 1 51398 necessary. '(" w fabrication,handling,shipment and installation of components. O �A 7.Passumes adequate on othi ace is provided. a. (� /i 6.This design is furnished subject to the Gmitelions set forth by B.Plates shell be located on both faces of truss,and placed so their center • (VIII VIII VIII ILII)VIII VIII VIII III)ILII TPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center che. s 9. Digits indicate sae of plate in Inches. s fONALE� MTek USA,Irtc.(CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MTek) III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ,r TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1-1692) 475 1-6=(-368) 1610 2-6-1-334) 373 BC: 2x4 DF M1&BTR SPACED 24.0" O.C. 2-3=1-1567) 206 6-7=(-104) 850 6-3=( -71) 893 WEBS: 2x4 DF STAND 3-4=1-1566) 206 7-5=(-367) 1564 3-7=( -60) 869 LOADING 4-5=1-1891) 492 7-4=(-342) 385 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -82/ 669V -144/ 144H 5.50" 1.10 DF ( 625) 16'- 5.0" -82/ 690V 0/ OH 5.50" 1.10 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.091" @ 7'- 2.5" Allowed - 0.775" MAX TL CREEP DEFL = -0.203" @ 7'- 2.5" Allowed = 1.033" 8-02-08 8-02-08 MAX HORIZ. LL DEFL = 0.130" @ 15'- 11.5" MAX HORIZ. TL DEFL = 0.208" 8 15'- 11.5" 4-02-07 3-10-10 4-02-12 9-01-03 T 4 T 1 '( Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-5x6 10.007 Q 10.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 3 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. M-1.5x30�A`!.,1111, M-1.5x3 Ee4 M-5x6 M-5x• 1°)I 51IP r� M-3x6 M 3x6 ��n 0 PR0FFss 47,00 7,00p '�sPE 9r 12 12 Aiiiiiiiiir 1 1 3, 3' `rte-" // Q 7-02-08 2-00 7-02-08 yL ,�OREGON�ti �(V 1 1 iQ '91' 20 '� 16-05 WEDGE REQUIRED AT HEEL(S). 1 4, �t�.- MRRt�L JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - E2 EXPIRES: 12;31/2015 Scale: 0.2990 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 $$.RILL 8 1. Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual 9 Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,Q C1F WASry�� �J 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. ' F, C 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q � �, 15 DES. BY• LJ 2'o.c.and al 10'o.c.respectively unless braced throughout their length by -0 .4., is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1, DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0+ f Z /�� ��"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. SEQ. : 6167098 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 condhion"of use. /�j. TRANS I D: 416116 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 necessary. �'1 44, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C),6 �•CIS•Isity ,,]� 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 IIIIII 11111 I I I1 1 VIII 11111 II I IIII I'll III TPVN(TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SS�ONAL V.1460.Digits indicate size of plate in inches. MTek USA,Inc./CompuT us Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MIT(*) III) )III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF A1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 107 2- 8=1-262) 253 8- 3=(-439) 237 BC: 2x4 DF R1&BTR SPACED 24.0" O.C. 2- 3=(-174) 326 8- 9=1-234) 176 3- 9=1-103) 290 WEBS: 2x4 DF STAND 3- 4=1-249) 69 9-10=1-234) 236 9- 4=1 -96) 110 LOADING 4- 5=1-249) 69 10- 6=1-262) 251 9- 5=1-100) 290 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-172) 326 5-10=1-439) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 107 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Unbalanced live loads have been LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 8.5" -98/ 535V -103/ 1038 5.50" 0.80 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.5" -82/ 535V 0/ OH 5.50" 0.80 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-04 4-04 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.012" @ -1'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.094" 1-01 3-03 3-03 1-01 MAX LL DEFL = -0.002" @ 8'- 8.0" Allowed = 0.071" T T T ' T MAX TL CREEP DEFL = -0.002" @ 8'- 8.0" Allowed = 0.094" 12 12 MAX LL DEFL = -0.009" @ 10'- 2.0" Allowed = 0.150" 10.00 II)1-4x4 Q 10.00 MAX TL CREEP DEFL = -0.012" @ 10'- 2.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 0'- 0.0" Allowed = 0.030" 4 4.0" MAX TC PANEL LL DEFL = 0.028" @ 5'- 10.6" Allowed = 0.257" AL MAX TC PANEL TL DEFL = 0.026" @ 5'- 10.6" Allowed - 0.385" MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.8" MAX HORIZ. TL DEFL = -0.002" @ 7'- 8.8" 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), M 3x9441 M-3x4 load duration factor=l.6, 3 5 Truss designed for wind loads in the plane of the truss only. �� Q� c 2��N � �,�6rn f c 7r ,- 8=� l 0 �r o M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 0 1 7 ��Q,c O P Rf°Pas, 1 1 b 1 l �1.c,�� °,/15/I P /O2 0-11-04 3-04-12 3-04-12 0-11-04 •�,P E 9� l 1 b l 0-03-08 7-03 0-08-08 /rte,- 40110P. ip sc • 11-06 ,1 B OS l 1 06 l - 4 OREGON !4, >x iQ 4 . 14, 4 2-°\ P+� �FRR1L\-0 JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - G3 EXPIRES:12/31/2015 Scale: 0.3997 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 is for an individual l.�- Truss: G 3 and Warnings before construction commences. building component Applicability of design parameters and proper 44) QQ wAst-r,,• C >r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. _''4W�r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4) i$ r:., J. �/6 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� DATE 1/23/2015 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 4 i the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing where shown++ I fie!;, 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 l� SEQ. : 6167099 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: 416116 6.Design assumes full bearing at all supports shown.Shim or wedge if /, 51398 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4V fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. (304. �BCJ�g� 8.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 • �( (j €{(� '� [J( `E} TPtMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint tecenter lines. sarl0 AL � /#} !f[ti[1 tjFiF#{f# iijli#If# {fE{i#tE( 9. Digits indicate ith of plate in inches. MiTek USA,Inc./ConlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 8-08-00 GIRDER SUPPORTING 11-09-05 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ,. TC: 2x9 DF 81&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-771) 164 1-4=(-80) 523 4-2=(-146) 708 BC: 2x6 DF SS 2-3=(-771) 164 4-3=1-80) 523 WEBS: 2x6 DF SS; LOADING 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.01= 64.0 ?LF 0'- 0.0" TO 8'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 122.2)+DL( 103.11= 225.3 ?LF 0'- 0.0" TO 8'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 8.5" -223/ 1254V -61/ 61H 3.50" 1.81 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.5" -240/ 1254V 0/ OH 3.50" 1.81 DF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Hangers attached to the bottom chord [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Unbalanced live loads have been MAX LL DEFL = -0.003" @ 0'- 0.0" Allowed = 0.071" considered for this design. 4-04 9-04 MAX TL CREEP DEFL = -0.004" 8 0'- 0.0" Allowed = 0.094" '1' 1' 1" MAX LL DEFL = -0.009" @ 4'- 4.0" Allowed = 0.333" 12 12 MAX TL CREEP DEFL = -0.024" @ 4'- 4.0" Allowed = 0.444" 10.00 M-4x6 Q 10.00 MAX LL DEFL = -0.003" @ 8'- 8.0" Allowed = 0.071" 2 4.0„ MAX TL CREEP DEFL = -0.004" @ 8'- 8.0" Allowed = 0.094" AL MAX HOR:Z. LL DEFL = 0.002" @ 7'- 9.8" MAX HORIZ. TL DEFL = 0.003" @ 7'- 9.8" i e.. MAX 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. M-5x10 i.e.040/ 1M hdill‘3 co to m Ngo I/- 5�ei 4 ��7 I M-3x6 �\���-1141/1P � -1PR /JO�ss/o2 1, 4-04 4-04 1 icy 1l41 I CC 9 1 b l 8 �OPE r 0-08-08 7-03 0-08-08 l y y f 8-06 WEDGE REQUIRED AT HEEL(S). , OREGON�a ��:4- /O R)- 14, 2O 'V- ille MFRRILA-0 JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - G-GIRD EXPIRES: 12/31/2015 Scale: 0.4918 WARNINGS: GENERAL NOTES.unless otherwise noted: O_■ERR1LL 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 h• Truss: G-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4ti of WASq� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' (� G� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at Q e� +p DES. BY' LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� fii. ; O P ry g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 0 /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. !Z �� • _�� SEQ. : 6167100 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 design loads be applied to any component. and are for"dry condition"of use. 6.TRANSf I D: 416116 . 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if v ,p 51398 w� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O A(if T- 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 1101 VIII VIII VIII VIII VIII VIII IIII III TPI WrCA in BC 51 copies of which will De furnished upon request lines co withjoint center lines. s`SIONAL G 9. Digits indicate size of platete in inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP2(1 L)-E 10.For basic connector plate design values see ESR-1 311,ESR-1988(MiTek) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 109 2-4=(0) C BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=1-86) 66 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -112/ 384V -19/ 80H 3.50" 0.61 DF ( 625) 1'- 3.7" -64/ 105V 0/ OH 1.50" 0.17 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 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 DEFLECTIDN LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -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 = 0.003" @ 0'- 8.6" Allowed = 0.079" 1-04-0) MAX TC PANEL TL DEFL = -0.003" @ 0'- 8.6" Allowed = 0.118" f 'f MAX BC PANEL LL DEFL = 0.011" @ 2'- 7,4" Allowed = 0.261" MAX BC PANEL TL DEFL = -0.030" @ 3'- 2.9" Allowed = 0.348" 12 10.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 3,7" MAX HORIZ. TL DEFL = 0.000" @ 1'- 3.7" Design conforms to main windforce-resisting I• system and components and cladding criteria. 3 -n' 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 0 o in the plane of the truss only. I 0 0 rn t o low ra ►i�4 M-3x4 1 co<<' f-P L--- 64> 44�'\ °17Z/i/P 7 i, y y ct ;.921IPE 1-C6 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 0_ y` 4,OREGON t, , =O -/y- 14, ,2.(3\ p'E MFAA LL JOB NAME : LENNAR 2 7 7 6E DL DUBLIN ENG - J1 EXPIRES:12/31/2015 Scale: 0.6769 WARNINGS: GENERAL NOTES,unless otherwise noted 10,111t14, 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 WA. Truss: J1 and Warn ngs before construction commences. building component.Applicability of design parameters and proper 4 OF ) 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. (�, G 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 4 e' T S, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. �, O DATE: 1/23/2015 responsibilitybuilding continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), r' t the overall structure is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing required where shown t+ f r/ 4. No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respeclive contractor. /Z��� _� SEQ. : 616 7101 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, 1, design loads be applied to any component. and are for"dry condition"of use. , TRANS I D: 416116 5.CompuTros has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if l" ,� 51398,0 fabrication,handling, necessary. '� shipment and installation of components. 7.Design assumes adequate drainage is provided. 0 ' 3Js"'$� ` 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 Ill ll 1I 11111 111 i��Illi III III 7PVWfCA in BCS(,copies of which will be furnished upon request, lines coincide with jointcenterche. SSfONAL O If{EE 9.Digtts 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) 1111111111 IIAIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 .. TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 109 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" D.C. 2-3=(-77) 62 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 381V -32/ 113H 3.50" 0.61 DF ( 625) 2'- 8.5" -107/ 115V 0/ OH 1.50" 0.18 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 54V 0/ OH 5.50" 0.09 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 = -0.011" @ -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" 2-09-09 MAX BC MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.139" PANEL LL DEFL = 0.014" @ 2'- 7.4" Allowed = 0.261" T f MAX TC PANEL TL DEFL = -0.010" @ 1'- 0.9" Allowed = 0.301" MAX BC PANEL TL DEFL = -0.044" @ 3'- 2.9" Allowed = 0.348" 12 10.00 7MAX HORIZ. LL DEFL - -0.000" @ 2'- 8.5" 3 -s MAX HORIZ. TL DEFL - 0.000" @ 2'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 0 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, o Truss designed for wind loads oto in the plane of the truss only. 0 N rn ij: c O o �� 044 M-3x4 cc- '9 IaPE r 1 1 l 1-06 PROVIDE FULL BEARING;Jts:2,3r91 6-00 /_ - 4, OREGON ,.Q <O -.7/- /- 7 4, 2° + P MRRIU'-0 JOB NAME : LENNAR 2 7 7 6E DL DUBLIN ENG - J2 EXPIRES:12/31/2015 Scale: 0.6190 WARNINGS: GENERAL NOTES, unless otherwise noted, 9.A., ILL& 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 D� T r us s: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q` �4 wASyW J 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. !G C 2.Design assumes the lop and bottom chords to be laterally braced at Q 'S i. ). .15 DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughouttheir length by `, f; is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* 111/15 ��6167102 4 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. : 16 710 2 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, .,r design loads be applied to any component. and are for"dry condition"of use. r c", TRANS I D: 416116 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 �� necessary. .f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O� ACJg']'gR� �5� 6.This design is famished subject to the limitations set forth by S.Plates shall be located on both faces of truss,end placed so their center 6' cl.k& 1111111101111011111111111111 III TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. CAI..., r-' 9.Digits indicate size of plate In Inches. MiTek USA,InC./CompuT us Software 7.6.6(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) In II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 109 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-102) 84 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 415V -46/ 145H 3.50" 0.66 DF ( 625) 4'- 1.3" -106/ 137V 0/ OH 1.50" 0.22 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 62V 0/ OH 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 DEFLECTIDN LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -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 = 0.069" 9-02 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.092" 1' - MAX TC PANEL LL DEFL = 0.034" @ 2'- 2.4" Allowed = 0.322" 3 -, MAX BC PANEL TL DEFL = -0.053" @ 3'- 0.4" Allowed = 0.348" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 1.3" 10.00 F MAX(A) HORIZ. TL DEFL = -0.001" 8 4'- 1.3" 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), m load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. i, c 0 iii ci M-3x9 1 I �� .t( PROFs�°W/ i (? 92•SPE 1' y l y 1-06 6-00 �� •- - 'PROVIDE FULL BEARING;Jts:2,3,4J yL ',OREGON1a X44/ /O -4y 14, 2.0 P+ MRRI�k-0 JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - J3 EXPIRES:12/31/2015 Scale: 0.5534 �r�. WARNINGS: GENERAL NOTES,unless otherwise noted. O voKRILl,. 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 en individual WAS 'N,: J3 end Warnings before construction commences. building component.Applicability of design parameters and proper 4 OV ), 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. Q- ‘Cr 0 �(1 2.Design assumes the top and bottom chords to be laterally braced al Q 3.Additional temporary bracing to insure stability during construction w, �' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f 1.. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I�f 3 �� , 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. la - S EQ. : 6167103 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, ,<,y design loads be applied to any component. and are for'dry condition"of use. . T�N S 1 D: 416116 5.CompuTrus has no control over and assumes no responsibility for the 8. Design assumes toll bearing at all supports shown.Shim or wedge if /' 51398� 4. necessary. CO , fabricatior,handling,shipment and installation of components. Q �� 7.Design assumes adequate drainage is provided. G 8.This design is famished subject to the limitations set forth by 8. Plates shall be located on bosh laces of truss,and placed so their center I' � • 11111 II I I I IIIA IIID II IIIA I III TPI/WMA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSrONAL G 1 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) II IIII This design prepared from computer input by x PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 109 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" C.C. 2-3=(-132) 107 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: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 452V -59/ 1778 3.50" 0.72 DF ( 625) 5'- 6.1" -95/ 161V 0/ OH 1.50" 0.26 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -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 = 0.123" @ 3'- 1.1" Allowed = 0.444" 5-06-13 MAX TC PANEL TL DEFL = -0.109" @ 3'- 1.3" Allowed = 0.666" T 1' 3 -, MAX HORIZ. LL DEFL = -0.001" @ 5'- 6.1" MAX HORIZ. TL DEFL = -0.001" @ 5'- 6.1" �� Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 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. co 0 o co rn o - 311111=1111111111111111.. 9 ,,oPRpF� 1 M-3x4 ����1l Z�/1.79 s>o �� ?9SPE 9r J, 1' l f•� • / . - 1-06 6-00 PROVIDE FULL BEARING;Jts:2,3,41 9470-474 / Cr ,�,OyREGON�\�+(V O 14, P, SF131:111.\-0 JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - J4 EXPIRES:12/31/2015 Scale: 0.4812 WARNINGS: GENERAL NOTES,unless otherwise noted: 10,R/tilt,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual wAs Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper J o4 /j �, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (f, C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q Q't fl, J. t% DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. 4,,. O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` 'Z. DATE: 1/23/2015 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. I Z 'y �•• _ SEQ. : 6167104 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. TRANS I D: 416116 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �• 51398 tV� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Oj:+ q'gR� 8.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VI C)I I I 11111 I III I II I II TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSjONAL""G 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 11 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 109 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-203) 116 3-4=( -70) 0 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 BOG AREA OVERHANGS: 1B.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -33/ 453V -69/ 222H 3.50" 0.73 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 80V 0/ OH 5.50" 0.13 DF ( 625) 6'- 0.0" -161/ 274V 0/ OH 1.50" 0.35 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT ION-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0,150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.097" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0,129" MAX TC PANEL LL DEFL = 0.146" @ 3'- 6.6" Allowed = 0.481" 3 MAX TC PANEL TL DEFL = -0.147" @ 3'- 4.1" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 0 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 10.00 7 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, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads CO in the plane of the truss only. So M 111 f 5 $ 3f-PR OF66, 1 .►� 5►� < N M-3x9 �� 39 IIPE vi--- Ar,/ J. b l ). ,0",41110.. - / 1-06 6-00 0-11-10 OREGON D„ 4Q � (PROVIDE FULL BEARING;Jts:2,5,31 `/ -41, .. rZO�P+A' MFR RILL JOB NAME : LENNAR 2 7 7 6E DL DUBLIN ENG - J5 EXPIRES:12/31/2015 Scale: 0.4505 WARNINGS: GENERAL NOTES,unless otherwise noted: LL 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 A. Truss" J5 and Warnings before construction commences. building component.Applicability of design parameters and proper a1 ��WASj�., tJ " 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '4 $, C Cfi 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q '., fl J, 7, DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (�� 1;., O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r� '�. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "am. // ' / - } 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 J SEQ. : 6167105 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: 416116 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. Dnesign . '�0 ,p�, .' 4V 7.Design assumes adequate drainage is truss,a Ci R 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 4.S ESTE G Eli 111 TPVWfCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. SjQNALVI 9.Digits indicate size of plate in inches. M Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) i IIIIIIIIIIIIII This design prepared from computer input by II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 a- TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 109 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-266) 237 3-4=( -90) 38 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 BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 456V -85/ 240H 5.50" 0.73 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 DF ( 625) 5'- 11.2" -189/ 342V 0/ OH 1.50" 0.44 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -16/ 28V 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 �C.OND. 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 = -0.011" @ -1'- 6.0" Allowed = 0.150" 4 -4 MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" MAX TC PANEL TL DEFL -0.071" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL - -0.003" @ 8'- 3.7" MAX HORIZ. TL DEFL - -0.003" @ 8'- 3.7" Design conforms to main windforce-resisting 1system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads en in the plane of the truss only. 0 0 r7q pro_im ��,c),0)JP RI()Fess/1".1111/11/ -3x4 5..7.1.7.11cs � "l/V ii 4? / -y 0 444 2 1 CC V921OPE r `.' 1 1 l 1 l 1-06 6-00 2-04-07 7L/ 4,), OREGON 4/ &� 'PROVIDE FULL BEARING;Jts:2,5,3,4] Q Y 14, `2-° + MFRRILL JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - J6 EXPIRES: 12/31/2015 Scale: 0.3956 WARNINGS: GENERAL NOTES,unless otherwise noted: Q.ERRILL , 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: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper J� of WAsff� I J • 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' �� '1'C �C+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q T `� DES. BY• LJ2'o.c.and al 10'o.c.respectively unless braced throughout their length by P 1 0 • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' I�j '/ '�. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4 !/ S/ ,(/4 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. : 6167106 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"dry condition"of use. "1,, design loads be applied to any component. 6.Design assumes full beano at all supports shown.Shim or wedge if , a ��' TRANS I D: 416116 5.CompuTrus has no control over and assumes no responsibility for the 8 pp0 BI 51398 necessary. a� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4'Gpr ok 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 VIII VIII VIII VIII VIII III II III III TPVN?CA In SCSI,copies of which will be furnished upon request lines coincide wish joint center nche SSIONAL G B.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 1 B.For basic connector plate design values see ESR-1311,ESR-1888(MITek) 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.2" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 109 2-5=(0) 0 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. 2-3=(-327) 294 3-4=(-1051 50 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 BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 453V -98/ 273H 5.50" 0.72 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 DF ( 625) 5'- 11.2" -212/ 371V 0/ OH 1.50" 0.48 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.2" -51/ 87V 0/ OH 1.50" 0.14 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 BCTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.069" @ 3'- 2.4" Allowed = 0.481" bt MAX TC PANEL TL DEFL = -0.067" @ 2'- 11.9" Allowed - 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 8.4" MAX HORIZ. TL DEFL = -0.005" @ 9'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.01 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads r in the plane of the truss only. 0 m <W PROFESS PIAIM CQCp 111/5 o M-3x4 s- (kr 792•OPE 9< 1 AMP 1, ), 1, y y1 ,,OREGON�tx ,, , 1-06 6-00 3-09-03 /O •9y 14, 2p M 'E (PROVIDE FULL BEARING;Jts:2,5,3,41 0P FR RILL JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - J7 EXPIRES: 12/31;2015 Scale: 0.3611 WARNINGS: GENERAL NOTES,unless otherwise noted: 10,RRILL u q� , 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 tOQ WAS '-Y) Truss: J 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 F WASH I, 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. V ti �C e' 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ' T A, j. 7A DES. BY: LJ s the responsibility of the erector.Add Tonal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /. • )-44 O DATE: 1/23/2015 responsibilitybuilding designer. contmous bridgingsheathinrg suer' plywood required here sown drywall(BC). Ilt / Ifi_ Z the overall structure is the res onsibilit of the 3.2x Impact or lateral bracing where shown++ Z3410 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. : 6167107 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used a non-corrosive environment, ,'-I design loads be applied to any component. and are for'dry condition"o!use. ; TRANS I D: 416116 5.CompuTrus has no control over aid assumes no respons bility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if �� ,a�1 necessary. 'r .4 51398 pw' fabrication,handling,shipment and installation of components. 7, Design assumes adequate drainage is provided. ^A� CO.�,�,�Q S1` 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 Q"[y jJ 1 D�' G" t I IN II 111111 VIII{III 111111111 TPUWTCA in SCSI copies of which will be furnished upon request lines coincide with joint center lines V-ZONAL 9. Digits indicate size of plate in inches. MlTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 109 2-6=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-380) 349 3-4=(-157) 109 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -50) 23 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 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 Stow (Pg) 0'- 0.0" -23/ 454V -112/ 305H 5.50" 0.73 DF ( 625) 5'- 9.2" D/ 68V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -209/ 365V 0/ OH 1.50" 0.47 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -111/ 185V 0/ OH 1.50" 0.24 DF ( 625) 11'- 2.0" 0/ 9V 0/ OH 1.50" 0.01 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" I; MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 4 MAX TC PANEL LL DEFL = -0.065" @ 3'- 2.4" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.068" @ 2'- 11.9" Allowed = 0.722" ti MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 11'- 1.3" Design 7onforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 m Truss designed for wind loads 11 in the plane of the truss only. ji m 0 m c�\G'���ED P R 9ss/42 rn �/Z /15 6- 92"PE ci M-3x4 410, 1 /= `_. b l l b yG ,OREGON1� ,4Q 1-06 6-00 5-02 /Q 4).- 14. 2-0 14. 'PROVIDE FULL BEARING;Jts:2,6,3,4,5I MER R I L\- JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - J8 EXPIRES: 12/31/2015 Scale: 0.3283 WARNINGS: GENERAL NOTES, unless otherwise noted. _1,F+RRlL j, 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�' •9. Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 4\c) � of WASy1 2.2x4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the buildiig designer. 'V Q. �. 'vC r;", 2. Design assumes the top and bottom chords to be laterally braced at Q 'S fl. T "P 3.Additional temporary bracing to insure stability during construction Q• DES. BY: LJ2'o.c and at 10'o.c.respectively unless braced throughout their length by •,t ;-" O • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r} '1. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact budging or lateral bracing required where shown 0• r1 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. 111j /J 5'_y' SEQ. : 6167108 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. .y 1 , T RAN S I D: 416116 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if `a r 51398 �� necessary. 4. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O,C+ FGJS.I.ER� 6.This design is furnished subject to the limitations set Ions by 8. Plates shall be located on both faces of truss,and placed so their center �' II III III III I III I II TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint censer lines. SS'ONAL �G 9.Digits indicate size of plate in inches. MiTek USA,Inc./CO puTrus 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 12'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 109 2-6=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-4361 404 3-4=(-217) 165 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 43 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BCTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 454V -125/ 337H 5.50" 0.73 DF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -210/ 362V 0/ OH 1.50" 0.46 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 214V 0/ OH 1.50" 0.27 DF ( 625) 12'- 6.8" -37/ 68V 0/ OH 1.50" 0.11 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.066" @ 3'- 7.4" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.069" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 12'- 6.1" 4, MAX HORIZ. TL DEFL = -0.008" @ 12'- 6.1" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=:.6, Truss designed for wind loads o in the plane of the truss only. 3 0 1 0 , ' < PR Op 444 r .4 --'9SPE 9r o 6__. o l M-3x4 /'� , 4 ' yL ,7 OREGON � (V � /b b l 1 � qY� 742.,,1-06 6-00 6-06-13 ,MFRRII.L 61- PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG J9 EX PIKES: 12/31/2015 • Scale: 0.2937 WARNINGS: GENERAL NOTES,unless otherwise noted: 1tRIL[, , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' 4, Truss: J9 end Warnings before construction commences. building component.Applicability of design parameters and proper J1O �F WASyyy J 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 1" 'Cr., he 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q 77 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'S.C.respectively unless braced throughout their length by u '''' O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). // '1. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown n* rl Z 3�f5 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 J I �_ SEQ. : 6167109 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: 416116 6. Design assumes full bearing at all supports shown.Shim or wedge if �' ,� 51398 ' 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4V fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. F 8. 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,S � 5� 1 VIII VIII VIII 111111111 III VIII Ip VIII II IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointari che. sS�ONAL��G I' 0.Digits indicate size of plate n 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) 1111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 109 2-6=(0) 0 BC: 2x4 DF 916BTR SPACED 24.0" O.C. 2-3=(-469) 441 3-4=(-262) 205 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -86) 62 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 OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 455V -134/ 359H 5.50" 0.73 DF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -207/ 354V 0/ OH 1.50" 0.45 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -152/ 251V 0/ OH 1.50" 0.32 DF ( 625) 13'- 6.2" -56/ 98V 0/ OH 1.50" 0.16 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.068" @ 3'- 7.4" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.070" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.009" @ 13'- 5.4" MAX HORIZ. TL DEFL = -0.009" @ 13'- 5.4" Design conforms to main windforie-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.00 7 load duration factor=1.6, Truss designed for wind loads „-, in the plane of the truss only. r- 0 3 - �<K, PR oFFss4 1 rw 92SIPE r C) = 6 cD M-3x4 ITV y 1 l - 47 OREGON\h; A, nO 1-06 6-00 7-06-03 �� 44/ MER 4, , �P-E- !PROVIDE FULL BEARING;Jts:2,6,3,4,5! JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - J10 EXPIRES: 12/31/2015 Scale: 0.2788 WARNINGS: GENERAL NOTES,unless otherwise noted: Q_frERRILL ,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual p, Trus s: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 41 of WASki��4.>, 2.204 compression web bracing must be installed where shown+ " , Incorporation of component is the responsibility of the building designer. - !4, C e, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at Q �`S ,",--'...k, J. It DES. BY: LJ 2'o.c.and al 10'o.c.respectively unless braced throughout their length by / nF, O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/o'drywall(BC). 5� - 't. DATE: 1/23/2015 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. Instalation of truss is the responsibility of the respective contractor. / 1/405::::. 2. S EQ. : 6167110 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: 416116 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 S3TH necessary. 'P TE ��'Q1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0� � 0 R 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center F IIIIII/III III 11111111111111111111 III VIII VIII VIII/III III TPI JJfCA in BCS!copies cf which will be furnished upon request. lines coincide with join)center lines. SSfkiNAL�1G 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-1688(MTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.1" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 122 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=1-79) 33 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: 25.7" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -140/ 550V -22/ 95H 3.50" 0.88 DF ( 625) 1'- 9.2" -108/ 57V 0/ OH 5.50" 0.09 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.1" -32/ 71V 0/ OH 1.50" 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 = -0.047" @ -2'- 1.7" Allowed = 0.214" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" MAX TC PANEL LL DEFL = 0.006" @ 1'- 3.3" Allowed = 0.179" 3 -s MAX TC PANEL TL DEFL = 0.006" @ 1'- 3.3" Allowed = 0.268" MAX HORIZ. LL DEFL = -0.000" @ 2'- 9.3" MAX HORIZ. TL DEFL = -0.000" @ 2'- 9.3" 12 M Design conforms to main windforce-resisting 7.00 '/ 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), / o load duration factor=1.6, o I Truss designed for wind loads r" in the plane of the truss only. <--,,- .-',- o 11111111111111 ole2► 4► f M-3x4 1 �� Fp PR OFF, ct- -92•1PE 9r y b l y 41000 2-01-11 2 00 0-10-01 �= PROVIDE FULL BEARING;Jts:2,4,3I /#_11, yG ,,OREGON�t ,4/ /O q Y 14, 2° P+ MFRRIL\-� JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - SJ1 EXPIRES:12/3112015 Scale: 0.8311 WARNINGS: GENERAL NOTES,unless otherwise noted: \o,RRILL 8 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 Jt� oWAS 1-7 J, Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper F ff/, 2.2x4 compression web bracing must be installed where shown o. incorporation of component is the responsibility of the building designer. Q' e, �. Y 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Q j. +p DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10'o.c.respectively unless braced throughout their length by f. Y O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „r, 1. DATE: 1/23/2015 the overall structure is the resporsibility of the building designer. 3.20 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/1 //5:"":-_ -'t . _ SEQ. : 616 7111 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosion environment. � v 1, design loads be applied to any component. and are for"dry condition'of use. ft, T RAN S I D: 416116 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 4 fabrication,handling,shipment and installation of corn necessary. �V p components. 7, Design assumes adequate drainage is provided. �� �FCJSTER� y B.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center �' f I II I I I 111 I III II II II TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sS'ONAL S1469. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.3" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF B1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 122 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 65 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 25.7" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -124/ 561V -39/ 141H 3.50" 0.90 IF ( 625) 1'- 9.2" -91/ 135V 0/ OH 5.50" 0.22 CF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.3" -66/ 142V 0/ OH 1.50" 0.23 IF ( 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 = -0.047" @ -2'- 1.7" Allowed = 0.219" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 MAX TL CREEP DEFL = -0.060" @ -2'- 1.7" Allowed = 0.285" MAX BC PANEL LL DEFL = 0.009" @ 0'- 10.9" Allowed = 0.057" MAX BC PANEL TL DEFL = -0.006" @ 0'- 10.9" Allowed = 0.077" 7# MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.6" MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.6" 12 Design conforms to main windforce-resisting 7.00 " system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. rn o Ion /400 ►ii 4►� M-3x9 �, �fZ115 -57 Q �1PE f l b 1 l / 2-01-11 2-00 3-08-05 �_ 4/ PROVIDE FULL BEARING;Jts:2,9,31 `• 1Z- -7.4- 9L ,�OREGONb, ki '0 " y14, 2°\ '?"(a. JOB NAME : LENNAR 2 7 7 6EDL DUBLIN ENG - SJ2 EXPIRES:12/31/2015 Scale: 0.6159 WARNINGS: GENERAL NOTES,unless otherwise noted' 9_AFRR�1-j, 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 p` q Truss: S J2 and Warnings before constmction commences. building component.Applicability of design parameters and proper J1 bf WAS/1, f>, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q' !t, C C,` 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at O /s• ,IL, T "p DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h Kr., O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 111115 jjj / �' 'i DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /Z(11 p .-_-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. I J �/ iy� t L/ _. SEQ. : 616 7112 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, / TRANS I D: 416116 design loads be applied to any component. and are for"dry condition"of use. 6. /p 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if ,� 51398 W4 fabrication,handling,shipment and installation of components. necessary. O ' �(1 7.Pesgnassumes adequate drainage isfs Cj tit 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of lass,and placed so their center Q� VIII VIII VIII VIII VIII VIII VIII IIII III TPINVTCA in SCSI copies which will be furnished upon request. git coincideinctwith jointacenter lines. sslONAL G 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek)