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Plans (12) /Lt 57-)-6/ S-- - 064 P 1 5cv /cue c-57"- 40'-0' _ GARAGE R1GHT 1 CEIVEII - - -4 0 ' 2015 CITv Fr tu4Kr, ''rrLDI 'G FIVISION I I 3:1: >m i S 8:1: ili • C1( ') •? 8:12 H.�SI26 f _s L -1 I�d . 81 12 A 1 d :12 4 ._Ii? ID4 CA !c s - rta 8:12 I 1 - - - D3 (2) ,I 224 33'-r r , [)'I 6:12 . — 10'-8' r -1 18'-1 11T 10'-0' 1 7'-5 11? 1 21'-1011Y 40'-0' ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS LENNAR 05/27/14 TPLACEMENT RUSS CALCOULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE REVISION-1• DRAWINGS FOR ALL FURTHER INFORMATION BUILDING Pacufic .umber . LENNAR-2448A LARWOOD AMERICAN DESIGNER/ENGINEER OF RECORD PLAN DRAWN BY JP REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS 1 / A CHECKED BY COMPANY D:LIVERY 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. -r II 40'-0' 1 GARAGE LEFT 1 a / / 0. 3:13 / ,--r--t— 1:12 7...k % -1—t--ilit Si 6:1! I _ lip - . .. C1(11) : (3) HUS2€ 6: 2 _ •? 1 . J 8112 a -- 4 1 I ) • - - F2 . 1 -6 _t2 MENEM 6:1. IIsa Gi i II 2G-4' ZID 33'-r 8:12 - D1 , qsa 10'-8' 18'-1112' 21'-1012' 40'-0' k' T-0112' 10'-8' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS LEN NAR 05/27/14 TRUSS CALCOULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE REVISION-I: DRAWINGS FOR ALL FURTHER p� umber LENNAR-2448A LARWOOD AMERICAN INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY JP REVISION-2 TO TRUSS CONNECTIONS.BUILDING 1 1 A CHECKED BY DER VIEW AND APPROVE OF ALL D TO O C O M P A N Y DELIVERY LOCATION: SCALE REVISION-3. DESIGNS PRIOR TO CONSTRUCTION. ° TRUSS _ 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. h S ./ MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Compulrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: -, 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper , incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for`dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate site of plate In inches. 10. For basic connector plate design,values see ESR-1311, ESR-1988(MiTek). t. f+.7.01/47`" _ c�,;.0 PROpps s. 44 .�w_'` c4,. �`i �G1NE's /0ti [mod', 1 `a 1 n. sl. ,f /fg/I3 tit t‘ G� 143 . ' s� .. it- EXPI(ES 6/30/15 II 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 3.0' ICOND. 2: Design checked for nett-5 nsfl uplift at 24 'oc spacing.' TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting 2x4 DF k16BTR SPACED 24.D' O.C. system and components and cladding criteria. 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 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series 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. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-07-08 8-07-08 f T 1' 12 IIM-4x4 12 6.00 I/ Q 6.00 CO IV 0 0 Tr v C) • 40440.0 PROpe M-3x4 M-3,•� II1 E -9f I/.IN!- y y ;v 2-00 17-03 ,a 1 lb c•N t. �� /O Y 14, 2-° P} MERRi�\-0 JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - Al Scale: 0.4095 EXPIRES:12/31/2015 ' WARNINGS: GENERAL NOTES,unless otherwise noted, ORRILL, 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 `\9 WA$.ti.. �'l' Truss: Al and Warnings before construction commences. budding component.Applicability of design parameters and proper 4 o'r _`14, �, 2.204 compression web bracing must be installed where shown+. incorporation o'component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 4�) v r:. T 13 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'c.c.and al 10'o.c.respectively unless braced throughout their length by W. 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41/`r. 't. DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bndging or lateral bracing required where shown++ yf/ 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 ,y SEQ. : 5 9516 7 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for-dry condition"of use. -�4 TRANS ID: 40 04 51 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 .p 51398,0 w4 fabrication,handling,shipment and installation of components. Design ecessary. 0 IP4j „('1 7. Ias assumes adequate tad on ID: drainage o laces of truss,and placed so their center IIIIII VIII IIII 11111111111 III I III TPUWfCA in SCSI,copies of watch will be furnished upon request. lines coincide with joint plate center 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-1966(MiTek) II IIii, 1 , This design prepared from computer.input by ', PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR(GDF/Cq=1.00 TC: 2x4 DF 818BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 101 2- 8=(-166) 915 3- B=(-273) 220 BC: 2x4 DF 818BTR SPACED 24.0' O.C. 2- 3=(-11D3) 269 8- 6=(-206) 915 8. 4=( -32) 468 WEBS: 2x4 OF STAND 3- 4=( -827) 173 8- 5=(-273) 220 LOADING 4- 5=( -827) 173 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1103) 269 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 101 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0' 24.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -168/ 953V -94/ 94H 5.50' 1.52 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 3.0' -168/ 952V 0/ OH 5.50' 1.52 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl uplift at 24 "DC soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040' @ -2'- 0.0° Allowed = 0.200' MAX TL CREEP DEFL = -0.046° @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.025' @ 8'- 7.5° Allowed = 0.817' MAX TL CREEP DEFL = -0.058' @ 8'- 7.5' Allowed = 1.089' MAX LL DEFL = 0.040° @ 19'- 3.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 19'- 3.0' Allowed = 0.267' MAX HORIZ. LL DEFL = 0.012' @ 16'- 9.5" MAX HORIZ. TL DEFL = 0.019' @ 16'- 9.5' 8-07-08 8-07-08 Design conforms to main windforce-resisting 4-07 4-00-08 4-00-08 4-07 system and components and cladding criteria. T T T -r I Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ HM-4x4 load load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. 4 M-1.5x3 M-1.5x3 co co CD CD '����0 P R OFFS'S c, mm o Cs_. G/IN?9 /., ° - M-3x4 M-3x8 M-3x4 ° ��' i�0� E 9f 8-07-08 8-07-08 yL A_OREGON,, �(j y 2-00 y 17-03 y 2-00 y /�MERRIt2-�P-i- JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - A2 EXPIRES:12/31/2015 Scale: 0.3209 WARNINGS: GENERAL NOTES,unless otherwise noted: Q_1,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 lam, q Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 45 o4 WASS7A, -fJ 2.204 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� '$4' ,"" �''>. 'A 3.Additional temporary bracing to insure stability during construction 2'o.c,and al 1 n'o c,respedively unless braced throughout their length by A„. -1; 0 DES. BY: MJ is the responsibility of the e•ector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r` t. DATE: 6/5/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ I♦a I 4. No load should be applied is any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. p SEQ. : 5951673 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for-dry condition"of use. �i TRANS ID: 400451 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim wedge if /r 51398 Qr4 necessary. 4i 4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. %, 4681.0 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� III VIII VIII VIII I I I I MA IIII TPIANrCA in SCSI copies of which will be furnished upon request. lines coincide with joint center dress s'SIONAL w" 9. Digits Indicate size of plate in inches. M MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311.ESR-1988(MiTek) II I II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 1116BTR; LOAD DURATION INCREASE = 1.15 1-10=( -341) 115 1- 8=(-170) 680 3- 8=( 0) 382 2x6 DF SS T1 SPACED 24.0' O.C. 1- 3=( -886) 243 8- 5=(-269) 877 8- 4=019) 132 BC: 2x4 DF @16BTA 2- 3=( 0) 0 WEBS: 2x4 DF STAND LOADING 3- 4=( -819) 290 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1063) 345 TC LATERAL SUPPORT <= 12'0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( 0) 101 BC LATERAL SUPPORT <= 12'OC. VON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pig) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'0C VON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-SS LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -606/ 121V -89/ 77H 218.50' 0.19 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 2.5' -694/ 1387V 0/ OH 218.50' 2.22 DF ( 625) 35'- 0.0' -203/ 959V OJ OH 5.50' 1,53 DF ( 625) OVERHANGS: 0.0' 24.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.' vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.020' @ 30'- 6.7' Allowed = 0.817' Conn C,nnctoCpa (or no prefix) = orspuTrus, Inc MAX TL CREEP DEFL = -0.048' @ 26'- 6.2' Allowed = 1.089' M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.040' 8 37'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ 37'- 0.0' Allowed = 0.267' REFER TO COYPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.010' @ 34'- 6.5' GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.016' @ 34'- 8.5' SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph! h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2-00 35 00 Truss designed for wind loads in the plane of the truss only. 25-06 2-10-08 4-01-06 4-06-02 1' 1' 1 T 1' 12 =M-4x4+ 12 12 6.00[7' 6.00 Q 6.00 M-3x6+ M-3x6+ Imo. M-4x6 •• �p,0 PROFFS M 1.5x3 hoc.,... �''��I E s/o2�r v M-3x4+ dllI - T ,...411111111101111111hh._ M-3x4 c � 4'7 o Continuous bearing M-3x6+ M-3x4 M-3x4 0 CC- OREGON (v y y y 3G ., / 2 ,� ■ 26-06-04 8-05-12 0 14, � P+ ; '2-00 35 DO - 2-00 ), 41a ARO��-e. JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - B1 EXPIRES:12/31/2015 Scale: 0.1777 pppp��►►>> WARNINGS: GENERAL NOTES,unless otherwise noted, ORRIL„, 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: B1 and Warnings before construction commences. building component.Applicability of design paramelers and proper � �QF W > 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 0 '� ti,„.. CT `p DES. BY: MJ 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. r, O continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). x DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ i 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. ,10000("7/177 SEQ. : 5 9516 74 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, design loads be applied to any component. and are for"dry condition"of use. TRANSID: 400 451 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it - 51398 w� necessary. lebrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L'CfS1'ER� 6.This desgn is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIII VIII VIII III III IIII 11 11 TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint ate inrnche. ssIONALLI G 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(S Tek) 4 s 1 1 & ' 111111 IIIo r , This design prepared from computer"input by C PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 9=(-425) 2210 3- 9=(-263) 185 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-2593) 536 9.100(491) 1852 9. 4=( -19) 459 WEBS: 2x4 OF STAND 3. 4=(-2349) 508 10-11=(-278) 1853 4-10=(-663) 242 LOADING 4- 5=(-1662) 442 11- 8=(-433) 2214 10- 5=(-243) 1103 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=(-1662) 457 10- 6=(-668) 241 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2351) 531 6-11=( -35) 472 TOTAL LOAD = 42.0 PSF 7- B=(-2596) 564 11- 7=(-268) 205 OVERHANGS: 24.0' 0.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -287/ 1708V -188/ 201H 5.50' 2.73 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 0.0' -198/ 1470V 0/ OH 5.50' 2.35 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 = 0.040' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.122' @ 17'- 6.0' Allowed = 1.704' MAX TL CREEP DEFL = -0.289' @ 17'- 6.0' Allowed = 2.272' MAX HORIZ. LL DEFL = 0.053' @ 34'- 6.5' MAX HORIZ. TL DEFL = 0.088' @ 34'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. 17-06 17-06 Wind: 140 mph, h=23.5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, ( T '1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), 6-02-05 5-07-13 5-07-13 5-07-13 5-07-13 6-02-05 load durationfactor=l.6, i' T I T T T T Truss designed for wind loads in the plane of the truss only. 12 12 6.00 V M-4x6 Q 6.00 4.0" 5 .hr M-5x6(S) 3.1 0.25" M-3x4 ao M-1.5x3 411\ M-1.5x3 PROF Cr, el �� 55 �� E 2 9< o (D 9 M-3x8 M-3x4 'r 1 (.25' M-3x4 M-3x8 e o f'- ' AllOor M-5x8(S) � OREGON [e., y y y y y 17/- 4, / 9 y 2 �6 � 9-00-04 8-05-12 8-05-12 9-00-04 O 14, 0- y MERRIt.-.e 2-00 35-00 JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - B2 EXPIRES:12/31/2015 Scale: 0.1775 WARNINGS: GENERAL NOTES,unless otherwise noted: Q 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: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper Jti o4 WASfj�� r 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. (` "YC� 3.Additional temporary bracing to insure stability dunng construction 2.Design assumes the top and bottom chords to be laterally braced at Q e'L +fI DES. BY: MJ 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 !� Po �' IR n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /, DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ 'pI 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. I tl!// i• SEQ. : 5951675 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, ' and are for-dry condition"of use. 't F design loads has no control to any vecand component. is TRANS ID: 4 00451 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lug bearing at all supports shown.Shim or wedge f ' 4) 51398 <V necessary. fabrication,handling,shipment and installation of components. 7,Desgn assumes adequate drainage is provided. �� FC/S'['ESlt� ,?(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 ♦' II I I I I I I I II II I III I I II TPWVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSrONAL 6 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0' ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc Spacing.) TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 204 OF N1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 D_ ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06 17-06 '1 1' '1 11-08-10 5-09-06 17-06 '1 1' 1' T 12 I1Iiii 12 600 I/ -'---J M-3x6(S) o C,' .� - Imo 6 L`i•�/1 Via;; 9 - a o M 3x4 M-3x6(S) '� "to E r y y U I 17-06 17-06 lg'2-00 35-00 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - B3 EXPIRES: 12/31/2015 Scale: 0.2364 WARNINGS: GENERAL NOTES,unless otherwise noted. �AF,�1LL 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 -tl P� WAS Truss: B3 and Warnings before construction commences. budding component.Applicability of design parameters and proper 4 �1C X#� J, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. 1r fv F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q i, Gj. DES. BY: MJ 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 d O corlinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - '. DATE: 6/5/2014 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.Inslafation of truss is the responsibility of the respective contractor. .• or SEQ. : 5 9516 76 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. / Z''I' TRANS ID: 400451 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it , , 51398 a fabrication,handling shipment and installation of components. necessary. `PO A ('1 ppp''� 7.Design assumes adequate drainage is provided. ,�(w� (`j1g`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 �` 1111111111i IIII(IIII VIII VIII Ell IIII TPI WTCA in SCSI copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL+ G 9.Digits indicate size of plate in inches. k. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MITek) g f 1 1 r . VIII II 111 IIII* i , ' , This design prepared from computer,input by I, PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 91&BTR LOAD DURATION INCREASE = 1.15 1.2=( -10) 5 5-3=(-113) 168 5-2=(-198) 185 BC: 2x4 DF 101&BTR SPACED 24.0' O.C. 2.3=(-136) 113 WEBS: 2x4 DF STAND 3.41 0) 50 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0' 12.0' 0'- 0.0' -30/ 262V -114/ 44H 5.50' 0.42 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 5.0' -62/ 411V 0/ OH 5.50' 0.66 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING YET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=Ll240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ 7'- 5.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ 7'- 5.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.125' @ 3'- 2.1' Allowed = 0.403' 0-0 3-1f 2 6-01-04 MAX TC PANEL TL DEFL = -0.144' @ 3'- 2.0' Allowed = 0.605' 12 MAX HORIZ. LL DEFL = 0.001' @ 5'- 11.5' Q 6.00 MAX HORIZ. TL DEFL = 0.001' @ 5'- 11.5' 1 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind Loads in the plane of the truss only. Co o, m • • CO o 4c 5 * ►� 4 p M-1.5x3 M-3x4 �.c.: (:' N R sib 2 .1 1, �t Zs•PE �r 6-01-04 ), l y 0% 6-05 1-00 f'�- -7 ,_OREGON a lv� / -9y 14, 2�, P+� MFRRII.\-0 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - Cl EXPIRES: 12/31/2015 Scale: 0.5472 WARNINGS: GENERAL NOTES,unless otherwise noted: j. RRILL e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q 9L Truss: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper J� OF WAS 4--/-+J, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. CC, 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 '''''d1,, T 'p DES. BY: MJ 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. f,. O P y n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4f/' `2. DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r i 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',/ . SEQ. : 5 9516 77 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition"of use. + TRANS ID: 400451 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 CV necessary. AP fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O 4b, 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII I I IIII IIII(IIII VIII III III TPINVECA in BCSI,copies of which will be furnished upon request. Digit cindcat wiz joint ate inr nche. s`SIONALI✓�G 9. Digits intlicate size of plate in inches. MiTek USA,InC./COmpuT uS Software 7.6.6(1 L)-E 1 D.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.0' ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc ssacing.I IC: 2x4 DF 4116BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 816BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TO LATERAL SUPPORT <= 12•OC. UON. LOADING Wind: 140 m h 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 phi h=l ), DL ON BOTTOM CHORD = 10.0 PSF ( Heights), Enclosed, tat.2, Exp.B MWFRS(Dir Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,Y2OHS,Y18HS,1116 = Mel( MT series 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. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-04 5-04 1' 1' 1' 12 12 6.00 V ''N-4x4 -I 6.00 4' -/o o iiiiiiiiiiiiiiiiiiiiiiiiiAIW ArAiPOInir iiIMIMIF iiAMPIIMiiIIMIMI 4511FAiFAKI" iiii o M-3x4 M-3x4 _\,.-9ED )N Or- ,S O y 2-00 y 10-08 f: I�-a yG ,i7 OREGON 1� �tl,, /O " 14, 4" p,� MER R I L"-0 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - D1 EXPIRES:12/31/2015 Scale: 0.5744 ��T* WARNINGS: GENERAL NOTES,unless otherwise noted: .i+R -[„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: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 44'° OQ w ,41, 2.2x4 compression weo bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �� C 3.Additional temporary bracing to insure slabilry during construction 2.Design assumes the top and bottom chords to be laterally braced at GI 1. / 'fir J. +p DES. BY: MJ is the responsibility of the erector.Additional permanent orating of 2'pc.and at 10'o c.respectively unless braced throughout their length by DATE: 6/5/2014 responsibility building continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r. ik the overall structure is the res onsibilit of the buildin designer. 3.2x Impact bridging or lateral bracing required where shown n n �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. 10l'.7r SEQ. : 5 9516 78 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for-dry condition"of use. TRANS ID: 4 00451 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 �x ak necessary. 0 4. 51398 49 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. O 4)G/STEW 9 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11 11 VIII VIII VIII(IIII IIII IIII IIII TPIMTCA in SCSI,copies of which will be famished upon request. lines coincide with joint ate in alines. `S'SIONAL 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(MTek) -. 1 . y a r 11 III IIII, x This design prepared from computers input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 1.5' IBC 2012 MAX MEMBER FORCES 4WRIGDFICq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 9=(-278) 40 • 1- 7=(-150) 432 3- 7=(0) 219 2x6 DF SS T1 SPACED 24.0' O.C. 1- 3=(-546) 182 7- 4=(-140) 441 BC: 2x4 DF #1&BTR 2- 3=( 0) 0 WEBS: 2x4 DF STAND LOADING 3- 4=(-566) 201 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 101 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'00 UON. FOR 0'- 0.0' -72/ 83V -43/ 33H 95.00' 0.13 DF ( 625) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$$ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.0' -376/ 540V 0/ OH 95.00' 0.86 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 1.5' -174/ 706V 0/ OH 5.50' 1.13 DF ( 625) OVERHANGS: 0.0' 24.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 vertical members (uon). MAX LL DEFL = -0.007' @ 12'- 8.4' Allowed = 0.487" MAX LL DEFL = 0.040' @ 20'- 1.5" Allowed = 0.200' Connector plate prefix designators: MAX TL CREEP DEFL = -0.046' @ 20'- 1.5' Allowed = 0.267' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TO PANEL TL DEFL = -0.031' @ 15'- 11.2' Allowed = 0.519' M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = D.003' @ 17'- 8.0' REFER TO COMPUTRUS STANDARD MAX HORIZ. TL DEFL = 0.006" @ 17'- 8.0' GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 20-01-08 2-00 Truss designed for wind loads f T '1 in the plane of the truss only. 11-00-12 3-08-12 5-04 T T 1' 1 12 =M-4x4+ 12 6.00� �` Q 6.00 12 IA 6.00 ► 4.� 0 0 5�� �D NF FFSS/ o B 7 " Or „„\ R O29 c. Continuous bearing M-3x4 M-1.5x3 M-3x4 1 0 E M-3x4+ y l' `� �;_ -go Ct 12-09-08 5-04 9L A_OREGON,, viii - y y y i q y Zo -1- 2-00 18-01-08 2-00 M 14, 0P ERRIL�- JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - D2 EXPIRES:12/31/2015 Scale: 0.2943 WARNINGS: GENERAL NOTES,unless otherwise noted: am•l_f,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 Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 44 Q o4 WASith J, 2.204 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. Q' <4, C co 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q e'' ft. j. '� DES. BY: MJ 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. Q continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). r'• '. DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• h 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. .'�C �, SEQ. : 5 9 516 7 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for'dry condition"of use. TRANS ID: 4 00451 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if rfi ,� 51398 4�' necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 0� BGI g� 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 �' ♦' 1111111111111111 TPIlVJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �SrONAL St k6 9. Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF W1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-55) 120 3- 8=(-337) 219 BC: 2x4 DF 41&BTR SPACED 24.0' D.C. 2- 3=(-152) 84 8- 9=(-38) 130 8- 4=(-580) 162 WEBS: 2x4 DF STAND 3- 4=( -99) 242 9- 6=(-82) 321 4- 9=) -69) 312 LOADING 4- 5=(-167) 68 9- 5=(-309) 211 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-422) 126 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0° LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -60/ 376V -87/ 87H 3.50" 0.60 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS DF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -119/ 892V 0/ OH 5.50" 1.34 DF ( 625) 18'- 1,5" -74/ 520V 0/ OH 5.50" D.83 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 DO) uplift at 24 'oc spacing.] VERTICAL DEFLECTION LI ITS: LL=L/240, TL=L/180 MAX LL DEFL = D.002° -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -D.007° 13'- 4.7' Allowed = 0.488" MAX LL DEFL = 0.002' 19'- 1.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' 19'- 1.5" Allowed = 0.133' MAX BC PANEL LL DEFL = -0,059' 3'- 8.4" Allowed = 0.345' MAX BC PANEL TL DEFL = -0.177' 3'- 8.4' Allowed = 0.460' 9-00-12 9-00-12 MAX BC PANEL TL DEFL = -0.069' 14'- 4.0' Allowed = 0.460' T f f MAX HORIZ. LL DEFL = 0.003' @ 17'- 8.0° 4-09-10 4-03-02 4-03-02 4-09-10 MAX HORIZ. TL DEFL = 0.004" @ 17'- 8.0' Design conforms to main windforce-resisting 6.00 12 M-4x6 12 system and components and cladding criteria. 17' Q 6.00 4.0' Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ji.i. Tru ss designed for wind loads in the plane of the truss only. M-1.5x3 5x3 ,.....ggigiiiiiiiiiiiiiililiIlliiiiiiiiiiH HI. 66.- ..A. A ..,Aliii1111111111111iiiiiiiiiiiiiiiih,. ° M-3x4 TM3x4 M-3x4 M-3x4 ° ct<4, �I I E �1.-- 440111" d'siimw 7-08-04 2-09 7-08-04 ./ / / / yL ,i OREGON 1� `[V 1-00 'I4 1 . .• , ' ' . r 18-01-08 1-00 �O 9y 14, 2- P+ /lit ARR\-e. JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - D3 EXPIRES:12/31/2015 Scale: 0.3185 �9�n**�'. WARNINGS: GENERAL NOTES, unless otherwise noted: Q r�N.p.1'. , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual vY Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper Jti O4 W ), 2.204 compression web bracing must be installed where shown«. incorporation of component is the responsibility of the building designer. �• Q G' to 3.Additional temporary bracing to insure stabitey during construction 2.Design assumes the top and bottom chords to be laterally braced at Q i gi, r /5 DES. BY: MJ 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 O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r` 'y+ DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0* '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. , ,O.,/. SEQ. : 5951680 fasteners am complete and at no time should any loads greater than S.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. j p TRANS ID: 400 451 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 v 51398 4 fabrication,handling.shipment and installation of components. necessary. �O �A � `w 7.Design assumes adequate drainage is provided. (xif �`SV �'II V 6.This design is furnished subject to the limitations set dorm by 8. Plates shall be located on both faces of truss,and placed so their center I III IIVIIIIIINVIIIVIIIVIIIVIIIIV IIII p TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sSIONAL 4 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111 I IIII , This design prepared from i omputer.input by t_ PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N18,BTR LOAD DURATION INCREASE = 1.15 1- 2=4-175) 99 1- 7=(-54) 127 2- 7=(-339) 216 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=( -99) 242 7- 8=(-39) 149 7- 3=(-581) 167 WEBS: 2x4 OF STAND 3- 4=(-167) 67 8- 5=(-82) 321 3- 8=( -72) 312 LOADING 4- 5=(-421) 122 8- 4=(-309) 217 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=( 0) 101 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0' 24.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -27/ 253V -93/ 81H 3.50' 0.40 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 8.2' -119/ 893V 0/ OH 5.50' 1.34 OF ( 625) M,M2OHS,M18HS,M16 = YiTek YT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 1.5' -121/ 659V 0/ OH 5.50' 1.05 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 Dsfl uplift at 24 'o0 spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.007' @ 13'- 4.7' Allowed = 0.488' MAX LL DEFL = 0.040' @ 20'- 1.5' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ 20'- 1.5' Allowed = 0.267' MAX BC PANEL LL DEFL = -0.059' @ 3'- 8.4' Allowed = 0.345' MAX BC PANEL TL DEFL = -0.177" @ 3'- 8.4' Allowed = 0.460" MAX BC PANEL TL DEFL = -0.069' @ 14'- 4.0' Allowed = 0.460' 9-00-12 9-00-12 MAX HORIZ. LL DEFL = 0.003' @ 17'- 8.0' MAX HORIZ. TL DEFL = 0.004' @ 17'- 8.0' 4-09-10 4-03-02 4-03-02 4-09-10 Design conforms to main windforce-resisting '( T 4" T '' system and components and cladding criteria. 12 M-4x6 12 6.00 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, Q (All Heights), Enclosed, Cat.2, Exp.B, YWFRS(Dir), load duration factor=1.6 3� Truss designed for wind loads LI% in the plane of the truss only. l� 3.1" M-1.5x3 M-1.5x3 co co �'4. PROFFS o 1 x7 i o k�\co IINE .... s4, M-3x4 M-3x4 M-3x4 M-3x4 et III E ' Ai,' dsompw 7-08-04 2-09 7-08-04 y 7 4 OREGON 1 �4,, ix1 (PROVIDE FULL BEARING�Jts:1,i,5I 18-01-08 2-00 /O '9y 14, 2P\ 4 4/ P R I L\- JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - D4 EXPIRES:12/31/2015 Scale: 0.3295 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 w�s ,�f�, Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper �01 2.204 compression web bracing most be installed where shown+. incorporation of component is the responsibility of the building designer. C el 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al ,../r r� ��, j. DES. BY: MJ 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. r. O DATE: 6/5/2014 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` r` x the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / y/ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .0,0/�- SEQ. : 5 9516 81 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. design loads be applied to any component i. • TRANS ID: 400 451 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 +f1 4, 51398 n " necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0*0 8C(�R1q 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 Hi(IIII 1111 11111 I I I I I III Ili TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSIONAL 543 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(MTek) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0' (COND. 2: Design checked for net(-5 psf) uplift at 24 '0c soaring.] TC: 2x4 DF M1RBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF M16BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting WEBS: 2x4 DF STAND system and components and cladding criteria, LOADING Wind: 140 m h h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 PSF (All mph Heights), nclosed, Cat.2, Ex B, MWFRS(Dir), !)L ON BOTTOM CHORD = 42.0 PSF load duration factor=l.6, p ( ) BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF Truss designed for wind loads Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc design requires continuous M,M2OHS,M18HS,M16 = M Note:Truss iTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss d wall for entire span UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-04-04 0-01-12 f TT 12 6.00 M-1.5x3 m 0 r` 0 T o4 v li 0 p ///////////////////I -,, M-3x4 M-145x3 co c ' ?2 .• E 9- y y I 2-00 2-06 -.-- - e� - 4,OREGON, 4f/ / /O �y 14, 20 P+ MFR R O-0 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - El EXPIRES:12/31/2015 Scale: 0.6426 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 •� W,__ 8A Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Q A"141�,V`'t 2.204 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. OV �4 `j eta 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at eili.;.. ). .P DES. BY: MJ 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 ti 0 continuous sheathing such as plywood shed ing(7C)and/or drywall(BC). ,,∎ '� DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown c 4. No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. w�/�, SEQ. : 5 95168 2 fasteners are complete and at no time should any bads 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 ID: 400 451 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 4k' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0 ., GIS.,I.ER� w B.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center 1111111111111111111 TPOVVECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. s-40NAL O 0.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-1688(MTek) a 1 • i 4- III IIIIIII, r This design prepared from Tomputer,input by t, PACIFIC LUMBER-BC - LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 254 DF k18BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 101 2-4=(0) 0 BC: 2x4 DF 018BTR SPACED 24.0' O.C. 2-3=(-79) 19 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: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -137/ 531V -9/ 72H 5.50' 0.85 DF ( 625) 2'- 3.2' -76/ 46V 0/ OH 5.50' 0.07 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 6.0' -25/ 58V 0/ OH 1.50' 0.09 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' 6.001/REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX BC PANEL LL DEFL = 0.006' @ 1'- 2.6' Allowed = 0.075' MAX BC PANEL TL DEFL = 0.006' @ 1'- 2.6' Allowed = 0.100' MAX HORIZ. LL DEFL = -0.000' @ 2'- 5.2' MAX HORIZ. TL DEFL = -0.000' @ 2'- 5.2' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. n- o m/- - - 0 or- 2\- =l 4- i- \J M-3x4 J� Ca '' !1 N• E 9r y y l 2-00 2-06 _ �= (PROVIDE FULL BEARING:Jts:2.4,3I ` • ,..cc- /2- ,�OREGON , /O -9y14. 2°, P+� MFR R I O-0 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - E2 EXPIRES:12/31/2015 Scale: 0.9399 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 Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper �ti �Qf WAS/f�C J� 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Cr e't )L T DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of Z'o.c.and at 10'o,c.respectively unless braced throughout their length by /� i.. O continuous sheathing such as plywood sheaf hing(TC)and/or drywall(BC). r r DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• /` 4. No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. W.""C.." s,S E Q. : 5 951683 fasteners are complete and at no time should any loads greater than 5.Desgn assumes trusses are to be used in a non-corrosive environment,design loads be applied to any component. and are for'dry condaion'of use. TRANS ID: 40045 1 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 +f1 51398 Zy� necessary. R fabrication,handling,shipment and installation of components. 7,Desgn assumes adequate drainage is provided. O� FCI$7-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 no their center '6' 111$1111111111 III TPI/VJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sSfONAL�N�1 ■ 9. Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 4.0' ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc soacing.I TC: 2x4 DF 1416BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF 1116BTR SPACED 24.0' 0.C. Design conforms to main windforce-resisting system and components and cladding criteria, TC LATERAL SUPPORT <= 12'0C. UON. LOADING Wind: 140 mph h=22ft TCDL=4.2 BCDL=6.0 ASCE 7-10, BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF phi DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=l.6 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M1BHS,M16 = MiTek MT series 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. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-02 11-02 12 11M-4x4 12 6.00 I . "-J 6.00 RI co D '1. _ o M-3x6(S) Q11y .OFF ° o M-3x4 1 t R O ct ? C I E 2-9 � y . - �= L 10-00 12-04 �R OREG•N 2-00 22-04 0 aaS014, 22, � Q i MERRI0-C?) JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - Fl EXPIRES: 12/31/2015 Scale: 0.3349 WARNINGS: GENERAL NOTES,unless otherwise noted: O�ERRILL 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: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper Pl ��F WASy�h.,,,,Li. 2.2.4 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 „"'-A, J. is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length b DES. BY: MJ bracing pe r o ( by a IL �1. po ry permanent bracin of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rq DATE: 6/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / /1 -� • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (p ► SEQ. : 5 951684 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ; design loads be applied to any component, and are for"dry condition"of use. _ c C TRANS ID: 400451 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 necessary. 't4 4.„.51398 Qr fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. QA GJST 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 `� (IIII)VIII III III I IIII IIII III III TPUWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 'SIGNAL G 4 B. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mirek) . , . ■ • . • r 4. VIII II I II III •, t This design prepared from p ompuxer,input by 1r PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 7.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-260) 1297 8- 3=( 0) 236 2x6 DF SS T2 SPACED 24.0' O.C. 2- 3=(-1550) 480 8- 9=(-262) 1294 3- 9=(-457) 123 BC: 2x4 DF 41&BTR 3- 4=(-1081) 474 9.10=(-442) 1232 9- 4=(-174) 544 WEBS: 2x4 OF STAND LOADING 4. 5=(-1059) 427 10-11=(-441) 1234 9- 5=(-398) 335 LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 5.10=( 0) 204 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-11=(-1474) 557 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -858) 374 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24'0C UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$$ STORAGE IIBCS20112 APPLY NOT SPATIAL LOCATIONS 0.0' -248/AC1062V -88/ACT192H 5.50' 11.70N DFP (C625) 21'- 10.5' -83/ 705V 0/ OH 140.50' 1.13 DF ( 625) OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 33'- 7.0' -467/ 279V 0/ OH 140.50' 0.45 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (son). ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REFER TO COMPUTRUS STANDARD MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' Y,Y20HS,Y18HS,Y16 = MiTek MT series MAX LL DEFL = -0.042' @ 11'- 2.0' Allowed = 1.071' GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX TL CREEP DEFL = -0.100' @ 11'- 2.0' Allowed = 1.428' MAX HORIZ. LL DEFL = 0.021' @ 22'- 3.5' MAX HORIZ. TL DEFL = 0.035' @ 22'- 3.5' Design conforms to main windforce-resisting system and components and cladding criteria. 16-09-08 16-09-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-00 5-02 5-02 0-05-08 16-09-08 load duration factor=1.6, T f T 1'T T Truss designed for wind loads 12 =M-4x4+ 12 in the plane of the truss only. 6.00 Q 6.00 M-3x6+ 12 M-4x6 o a 6.00 M-3x4 M-5x6+ ro M-3x4 ��EO P R OFFS '� )N� Si r, M 3x4+ t, �� 2 o R T aps - 4 = a. E 9f- o �M-3x4 M-18 5x3 M 3x8 10.25' M-3x4 Continuous bearing ° `� 0� M-5x6(S) y y 1, /, y -7, ,,OREGON b 4., � 5-10-04 5-03-12 5-03-12 5-04-12 11-08-08 i Al O y 14, 20 - y ; y y MFR R I'vk-0- 1-00 33-07 2-00 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - F2 EXPIRES:12/31/2015 Scale: 0.1927 �Dpp�T�,' WARNINGS: GENERAL NOTES,unless otherwise noted: rrry "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: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 01 W'A'`c'+44, > 2.204 compression web bracing must be installed where shown+. incorporalion of component is the responsibility of the building designer. V. '�"Gi (6 2.Design assumes the top and bottom chords to be laterally braced at Q '� fie, Jr +p 3.Additional temporary bracing to insure stability during construction �' DES. BY: MJ is the responsibility of the erector.Additional permanent bracing o1 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r`+� .4 DATE: 6/5/2014 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 amer an bracing and 4. Installation of truss is the responsibility of the respective contractor. F f�, SEQ. : 5 9516 85 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment. �' „%r design loads be applied to any component. and are for"dry condition'of use. ,- c TRANS ID: 4 00451 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 +fi 51398 W� necessary. .Q fabrication,handling,shipment and installation of components. 7,Desgn assumes adequate drainage is provided. 0C' 'C(ST'R' 44 6.This design is furnished subject 10 the imitations set forth by 8. Plates shall be located on both laces of truss,and placed so their center F 111 VIII VIII 11111 I IIII I II 101 III TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. "S/0 V-141-v.B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MTek) II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 7.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF A1&BTR; LOAD DURATION INCREASE = 1.15 1- 2r( 0) 152 2-10=1-291) 2108 3.10=(-247) 183 2x4 DF 2400F T1, 74 SPACED 24.0' O.C. 2- 3=(•2475) 486 10-11=(-225) 1771 10- 4=( -23) 420 BC: 2x4 DF M16BTR 3- 4=(-2243) 458 11-12=(-248) 1771 4-11=(-626) 236 WEBS: 2x4 DF STAND LOADING 4- 5=(-1590) 408 12- 8=(-382) 2108 11- 5=(-208) 1055 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1590) 408 11. 6=(-626) 236 IC LATERAL SUPPORT <= 12'OC. UDN. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2243) 458 6-12=( -23) 420 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2475) 486 12- 7=(•247) 183 8- 9=( 0) 152 OVERHANGS: 36.0' 36.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTDM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -314/ 1753V -206/ 206H 5.50' 2.80 DF ( 625) 33'- 7.0' -314/ 1752V 0/ OH 5.50' 2.80 DF ( 625) 'COND. 2: Design checked for net(-5 psft uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.202' @ -3'- 0.0' Allowed = 0.300' MAX TL CREEP DEFL = -0.232' @ -3'- 0.0' Allowed = 0.400' MAX LL DEFL = -0.109' @ 16'- 9.5' Allowed = 1.633' MAX TL CREEP DEFL = -0.259' 8 16'- 9.5' Allowed = 2.178' MAX LL DEFL = 0.202' @ 36'- 7.0' Allowed = 0.300' MAX TL CREEP DEFL = -0.232' @ 36'- 7.0' Allowed = 0.400' MAX HORIZ. LL DEFL = 0.049' @ 33'- 1.5' MAX HORIZ. TL DEFL = 0.080' @ 33'- 1.5' 16-09-08 16-09-08 f T f Design conforms to main windforce-resisting 5-11-08 5-05 5-05 5-05 5-05 5-11-08 system and components and cladding criteria. T T T T 1' ' ' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00(7". M-4x6 ' 6.00 load duration factor=l.6, 5 4.0' Truss designed for wind loads in the plane of the truss only. '1lileith M-5x6(5) M-5x6(5) 0.25' 0.25' M-1.5x3 M-1.5x3 • \ J01/11/111. c, �\c°��� INE ,9r 'Q J� 2 4.3 cO ° CC ' 2�� E 9r- c 10 1 �i ,2o o M-3x8 M-3x4 0'25" M-3x4 M-3x8 f.� 441011' M-5x8(S) cr Iv y y y i0OREGON ` � Y � V 8-08 8-01-08 8-01-08 B-08 14, 2� 1t- 3 00 33 07 1, 3-00 y MRR1l.\--0P JOB NAME : LENNAR 2448-A LARWOOD AMERICAN - F3 EXPIRES:12/31/2015 Scale: 0.1868 WARNINGS: GENERAL NOTES,unless otherwise noted: ,$KRILL.0 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: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper .', Of WAS/41, )1 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q� G' 'G,' 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. 7. DES. BY: MJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ILe / 1-.4.:, 0 • po ry permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '�. DATE: 6/5/2014 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 aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. P SEQ. : 5 9516 8 6 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. ♦ �' TRANS ID: 4 0 0451 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beating at all supports shown.Shim or wedge if /, ,� 51398 Q' necessary. fabrication,handling.shipment and installation of components. placed O� 4. IS'IT.'R 7.Design assumes ca adequate drainage is provided. 4c+ C 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and laced so their center IIIIII VIII IIII VIII VIII VIII VIII II I IIII TPIANrCA SCSI,copies of which will be furnished upon request, lines coincide at with joint center lines. SSIONAL O 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) t. IIIIIIIIIIIIII j This design prepared from pompui;er.input by PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS 33-07-00 GIRDER SUPPORTING 35-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-23325) 5199 1- 8=(-4587) 20751 8- 2=( -882) 4185 11- 6=(-4545) 1068 BC: 208 DF SS 2- 3=(-18897) 4269 8- 9=(-4575) 20694 2- 9=(-4542) 1068 6-12=( -879) 4185 WEBS: 2x4 DF STAND; LOADING 3- 4=(-14541) 3336 9-10=(-3633) 16674 9- 3=(-1272) 5772 2x6 DF e2 A LL = 25 PSF Ground Snow (P9) 4- 5=(-14541) 3336 10-11=(-3633) 16674 3-10=(-5619) 1320 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'. 0.0' TO 33'- 7.0' V 5- 6=(-18897) 4269 11-12=(-4575) 20694 10- 4=(-2871) 12624 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 412.5)+DL( 300.5)= 713.0 PLF D'- 0.0' TO 33'- 7.0' V 6- 7=(-23325) 5199 12- 7=(-4587) 20751 10- 5=(-5619) 1320 BC LATERAL SUPPORT <= 12'OC. UON. 5-11=(-1272) 5772 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -2910/ 13047V -173/ 173H 5.50' 20.88 DF ( 625) 1, ( 3 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 33'- 7.0' -2910/ 13047V 0/ OH 5.50' 20.88 OF ( 625) Join together 3 ply with 16d Common nails staggered at 9' oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psft uplift at 24 'oc spacing.) 6' oc in�� 2 row(s) throughout om hords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11'11 6' oc in row(s) throughout oc in 2 row(s) throughout 2x4 webs.208 webs, MAX LL DEFL = -0.218' @ 11'- 6.9' Allowed = 1.633' MAX TL CREEP DEFL = -0.516' @ 11'- 6.9' Allowed = 2.178' MAX HORIZ. LL DEFL = 0.073' @ 33'- 1.5' MAX HORIZ. TL DEFL = 0.123' @ 33'- 1.5' 16-09-08 16-09-08 Design conforms to main windforce-resisting T f . system and components and cladding criteria. 6-09-09 5-00-13 4-11-01 4-11.01 5-00-13 6 09 09 , f f f T .f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6 6.00 L . M-4x10 Q 6.00 Truss designed for wind loads 4.0' in the plane of the truss only. 4 -f-'( 1I + 2X4EWEBLBRACECREQUIRED. DIAPHRAGM M-5x6 M-4x8 • r M-3x8 M-3x8 • M-6x16 M 6x16 `L��D PROFen CD ; , ; �iQ ° \�� I N E v/ o 1 a fo� 8 m� 9 -�-� m� 10 �� 11 m� 1p 7 o ■�C rC' S 9 2 o M-3x4 M-3x10 M-6x10 =M-10x10 M-6x10 M-3x10 M-3x4 cr :42 e ft E -7 M18HS-7x16(S) 400111' diglow 6-07-13 4-11-01 5-02-09 5-02-09 4-11-01 6-07-13 -•y y y - A OREGON, X42 14-00 19-07 /0 q. 14, 20 + P y 33-07 y 4i RI0.-0 JOB NAME: LENNAR 2448-A LARWOOD AMERICAN - F-GIRD EXPIRES:12/31/2015 Scale: 0.1999 )� WARNINGS: GENERAL NOTES,unless otherwise noted: 1RILL 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: F-GIRD and Warnings before construction commences. budding component.Applicability of design parameters and proper ��OQO�viASf/(- 7), 2.2x4 compression web bracing must be installed where shown n, incorporation of component is the responsibility of the building designer. �V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q �'S w 'P DES. BY: MJ 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 Dori sheathing(TC)C and/or drywall(BC).ptyin g(f ) rywall(BC). , 7 "�. DATE: 6/5/2014 the overall structure is the responsibility of the buikfing designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of Truss is the responsibility of the respective contractor. /,�r SEQ. : 5 9516 8 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for'd condition-of use. + :",I design loads be applied to any component. *dry TRANS ID: 4 00451 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 a 51398 t fabrication,handling,shipment and installation of components. necessary. -rOC�4 rs� x(1,1 7.Design assumes adequate drainage fac a is of truss,and C 1(; 6.This design is furnished subject to the Fnutelions sal forth by 8,Plates shall be located on both faces of Truss,end pWcetl so their center Q� VIII VIII VIII VIII VIII VIII VIII IIII IIII TPUWfCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. SSrONAL G 6. Digits indicate size of plate in inches. MiTek USA,Ir1C.ICompuTN9 Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)