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Plans 4U-U 13'-0" .. 17-111/2" 14'-01/2" 1.�3 U3 Sw Wiytc✓` ® �GJ_ VMFY PORCH U E G 115 ?014 SPAN DIMENSKM 4 3:12 CRIT(PA Ti(nAIRD BID ]BUIL ID>I . D. VISION 7:12 " � M ch Ch '00 00 CO ILL U_ cr)LL LNL 7: 12 26 FN 0 E U 26 IN M R o f 12:12 :1 A. M D2 2) 4 ' 12 �. " 14'-2" m " O 20'-0" Cal VMO SPAN d 14'-2" 6-31/2" 8'-0" 12'-01/2" � " 4 ©Copyright CompuTn,s Inc.2006 DER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY REFER IMBERLAND HOMES 11/28/14 TRUSS CALCULATIONS ANDTO ENGINEERED STRUCTURAL JECT 6949 TLE: REVISION-1: DRAWINGS FOR NGINEE LFECFURTHER ���� 6949-TIMBERLAND-LOT 2 WINTERVI W DR DESIONSIBLEFI BALL OFRECORD 4: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING ii OT 2 / WINTERVI BY: IIIIIIII DERIEVIEW NEER ANDIAPPROVEOFAALLOF RECORD TO & T R lJ S S COMPANY VERY 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. 11111111111 JP LUMBER SPECIFICATIONS TRUSS SPAN 81- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-4=(-37) 50 3-4=(-267) 144 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-85) 66 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 01- 0.0" -69/ 512V -25/ 73H 5.50" 0.82 DF ( 625) OVERHANGS: 12.0" 0.0" 81- 0.0" -38/ 344V 0/ OH 5.50" 0.55 DF ( 625) M-1,5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CON D. 2: Design checked for net(-5 sf) uplift at 29 "oc spacing-J. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 + For hanger specs. - See approved plans MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.281" @ 4'- 1.7" Allowed = 0.455" MAX TO PANEL TL DEFL = -0.489" @ 41- 1.8" Allowed = 0.683" MAX HORIZ. LL DEFL = 0.000" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 7'- 10.3" 8-00 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 3.00 o Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x5 3 � Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M-1.5x4 permissible at inlet board areas only. i 0 M-3x5 N 2 0 1 _ _ o " 4 M-3x4 M-1.5x3 I L � 1-00 8-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - AVale: 0.5851 ����0 PRQFFss WARNINGS: GENERAL NOTES,unless otherwise noted: f\r G 1.Builder and erection contractor should be advised of all General Notes i.This design is based only upon the parameters shown and is for an individual V�J !N Truss: Al and Warnings before construction commences, building component.Applicability ofdesign parameters and proper O V 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (` z/r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1:1792 P E 9 DES. BY: MJ s 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). DATE: 12/1/2014 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 Installation of truss is the responsibility of the respective contractor. SEQ. : 6127412 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: 413277 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 Q fabrication,handling,shipment and installation of components. necessary. 'y OREGON 7.Design assumes adequate drainage is provided. 6.This tleslgn 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' IIIIII`IIII(IIII(IIII VIII IIII I III IIII IIII TPIAMCA in BCSI,espies of which will be furnished upon request lines coincide with joint center lines. 14, I 9. Digits indicate sire of plate in inches. A- MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic cc`,nector plate design values see ESR-1311,ESR-1988(MiTek) ry 111111111. �1 ,nn.r 1 II II I II IIII JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-4=(-37) 50 3-4=(-267) 144 BC: 2x-4 DF 41&BTR SPACED 24.0" O.C. 2-3=(-85) 66 WEBS: 2x4 IF STAND LOADING TC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 01- 0.0" -69/ 512V -25/ 73H 5.50" 0.82 IF ( 625) OVERHANGS: 12.0" 0.0" 8'- 0.0" -38/ 344V 0/ ON 5.50" 0.55 IF ( 625) LL = 25 PSF Ground Snow (Pg) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: -Design checked for net(-5 sf) u lift at 24 "oc s acro REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.281" @ 4'- 1.7" Allowed = 0.455" MAX TC PANEL TL DEFL = -0.489" @ 41- 1.8" Allowed = 0.683" 8-00 MAX HORIZ. LL DEFL = 0.000" @ 7'- 10.31- MAX 0.3"MAX HORIZ. TL DEFL = 0.000" @ 7'- 10.3" I 12 Design conforms to main windforce-resisting 3.00 o system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. ti ri 0 N 2 � 1 l k* g 0 M-3x4 M-1.5x3 1-00 8-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - Aqc,1 e 0.5887 ((r_ P [ (� WARNINGS: GENERAL NOTES,unless otherwise noted: �'N Onr�"s� 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 -J ! Truss• A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at CC 9 2 P E 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 P Y P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 12/1/2014 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.Installation of truss is the responsibility of the respective contractor. SEQ. : 6127413 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. T RAN S I D: 413277 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if OREGON necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /O '9 y 20 Al IIIIII VIII IIT IIID VIII VIII(IIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 14, R R I L S_T� 9.Digits osize of plate in inches. A MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. indicate For basic cctinector plate dJslgn values see ESR-1311,ESR-1988(MiTek) '✓/� EVDIDEC• 1117711 tl4C 11 11 1 11 1111 JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 IF HI6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=(-44) 43 5-3=(-309) 160 BC: 2x.4 DF MBTR SPACED 24.0" O.C. 2-3=(-87) 77 5-6=(-58) 55 3-6=( -38) 37 WEBS: 2x.4 DF STAND 3-4=(-56) 54 6-4=(-104) 77 LOADING TC L=TERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC L-.TERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 01- 0.0" -72/ 335V -27/ 80H 5.50" 0.54 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.7" -44/ 409V 0/ OH 0.00" 0.00 DF ( 625) M-1.5x4 or equal at non-structural 81- 10.0" -26/ 148V 0/ OH 48.00" 0.24 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003 @ -1'- 0.0 Allowed = 0.133" 4-11-08 3-10-08 MAX LL DEFL = 0.000" @ 4'- 9.7" Allowed = 0.001" MAX TL CREEP DEFL = 0.000" @ 4'- 9.7" Allowed = 0.001" 12 MAX TC PANEL LL DEFL = -0.013" @ 21- 4.3" Allowed = 0.246" 3.00 o MAX TC PANEL TL DEFL = -0.020" @ 21- 4.3" Allowed = 0.369" MAX HORIZ. LL DEFL = -0.001" @ 81- 6.5" MAX HORIZ. TL DEFL = -0.001" @ 81- 6.5" M-1.5x3 Design conforms to main windforce-resisting M-3x.5 q system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 load duration factor=1.6, Truss designed for wind loads M-3x5 3 in the plane of the truss only. 0 M-1.5x4 - ' _- o Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-3x5 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are 2 permissible at inlet board areas only. LA - - 6 I i 5 0 M-3x4 Continuous bearing M-3x4 M-1.5x3 4-09-12 4-00-04 1-00 8-10 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - B� cote: 0.5122 p PRQFess WARNINGS: GENERAL NOTES,unless otherwise noted: fcCCC 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 N �J ! Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (V 9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 P E DE . BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DA"T'S: 12/1/2014 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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127414 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: 413277 6.Design assumes full bearing at all supports shown.Shim or wedge if � 5.CompuTrus has no control over and assumes no responsibility for the necessary. OREGON fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject Io the limitations set faith by B.Plates shall be located on both faces of truss,and placed so their center 111111°IIII 11111111111110111111 III VIII VIII VIII VIII IIII IIII 7PI/WfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O 4, L A I 9.Digits indicate size of plate in inches. A� 0` MiTek USA,Inc./CornpuTrus Software 7.6.6(1 L)-E 10.For basic ccl,nector plate ddsign values see ESR-1311,ESR-1988(MiTek) '✓/�p ry I1 rvnmrn. +lit,n•,nn�r Jp LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=(-44) 45 5-3=(-395) 190 BC: 2x4 DF H16BTR SPACED 24.0" O.C. 2-3=(-116) 99 5-6=(-61) 59 3-6=( -37) 44 WEBS: 2x4 DF STAND 3-4=( -72) 67 6-4=(-155) 108 LOADING TC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -67/ 322V -34/ 98H 5.50" 0.52 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.8" -61/ 521V 0/ OH 5.50" 0.78 DF 1 625) For hanger specs. See approved plans 101- 10.0" -33/ 213V 0/ OH 5.50" 0.34 DF 1 625) 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 sf) uplift at 24 "oc s acin . BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 31- 4.1" Allowed = 0.263" MAX TC PANEL TL DEFL = -0.012" @ 21- 1,3" Allowed = 0.395" MAX TC PANEL LL DEFL = -0.040" @ B'- 1.5" Allowed = 0.343" MAX TC PANEL TL DEFL = -0.060" @ 8'- 1.5" Allowed = 0.515" 5-02-08 5-07-08 MAX HORIZ. LL DEFL = -0.001" @ 10- 6.5" MAX HORIZ. TL DEFL = -0.001" @ 101- 6.5" 12 3.00 0- Design conforms to main windforce-resisting system and components and cladding criteria. M-1 5x3 q 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. M-3x4 3 0 - I 2 ILJ o -- 0 5 6 M-3x4 M-1.5x3 M-3x4 5-00-12 5-09-04 � y � 1-00 IPROVIDE FULL BEARING;Jts:2,5,6 10-10 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - B? ca le: 0.4661 0 PROFe. WARNINGS: GENERAL NOTES,unless otherwise noted: [r�� CCC 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual f^�J !NG I N Truss: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper V 4 iGf rl I j I!ry /L 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. (V 9 3.Additionet temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 92 PE DES. BY: MJ is the responsibility of the erector.Adddional 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). DATE: 12/1/2014 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.Installation of truss is the responsibility of the respective contractor. SEQ. : 6127415 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: 413277 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. OREGON fabncation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �G b, 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 IIIIII VIII III I VIII VIII VIII VIII IIII III TPINVrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. Q 4, �A 9. Digits indicate size of plate in inches. /►� f MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic cohnector plate design values see ESR-1311,ESR-1988(MiTek) n 11 ry nr n rn. 4nh 41nn+1 1111111 IN JP LUMBER SPECIFICATIONS TRUSS SPAN 61- 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) 27 2-4=( -2) 4 3-5=(-206) 138 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 55 4-5=(-33) 44 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -101/ 408V -9/ 48H 5.50" 0.65 DF ( 625) OVERHANGS: 12.0" 0.0" 4'- 10.0" 0/ 174V -19/ 21H 24.00" 0.28 DF ( 625) LL = 25 PSF Ground Snow (Pg) 61- 10.0" -93/ 211V 0/ OH 24.00" 0.34 DF 1 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 considered for this design. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.134" @ 3'- 6.7" Allowed = 0.375" 6-10 MAX TC PANEL TL DEFL = -0.202" @ 3'- 6.7" Allowed = 0.563" 12 MAX HORIZ. LL DEFL = 0.000" @ 6'- 8.2" 3.00 o MAX HORIZ. TL DEFL = 0.000" @ 6'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads I I in the plane of the truss only. M-1.5x4 Truss designed for 9x2 outlookers. 2x4 let-ins 0 of the same size and grade as structural top o chord. Insure tight fit at each end of let-in. M-3x5 c Outlookers must be cut with care and are N permissible at inlet board areas only. 2 I I �¢ 1 M-3x4 4 M-ix5 Continuous bearing I L L 4-10 2-00 I I L 1-00 6-10 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - B3,:a 0.5913 (D❑ OFC WARNINGS: GENERAL NOTES,unless otherwise noted: [!�'� I css/ N 1.Builder and gerection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual I Truss: B 3 and Warnings before construction commences. building component.Applicability of design parameters and proper V • 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. CV 3.Atlditional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al 92 PE 9� DES. BY: MJ Is the responsibilily of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/1/2014 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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127416 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. T RAN S I D: 413277 5.CompuTrus has no control over and assumes no responsibilily for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7,Design sumes adequate drainage is provided. �G ORE Nib 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 IIIIII I II VIII VIII VIII IIID VIII IIII IIII TPINVECA in SCSI,espies of which will be furnished upon request, hies coincide with joint center lines. indicate 9. Digits nddicatte size of plate tIIIo inches. V MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II II I II IIII Jp LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.0" ICOND. 2: Desi n checked for net(-5 osf) uplift at 24 "oc s acin . TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BC: 2x4 DF #16BTR SPACED 24.0" O.C. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" WEBS: 2x4 DF STAND LOADING MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF MAX LL DEFL = -0.002" @ 13'- 6.0" Allowed = 0.100" TC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 10.0 PSF MAX TL CREEP DEFL = -0.003" @ 13'- 6.0" Allowed = 0.133" BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 42.0 PSF MAX HORIZ. LL DEFL = 0.003" @ 12- 5.8" M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) MAX HORIZ. TL DEFL = 0.004" @ 121- 5.8" vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design conforms to main d claddingresisting system and components and cladding criteria. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. 6-03 6-03 REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR COMPLETE 12 12 SPECIFICATIONS. - IIM-4x4 � 12.00 3 \112.00 9 I II II l 0 0 1 M-3x6 WEDGE REQUIRED AT HEEL(S). M-3x6 1-00 12-06 1-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - Clcale: 0.3184 ,_D P R QFe, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual J\ !`NG I N U� Truss: C 1 and Warnings before construction commences building component.Applicability of design parameters and proper �� V/ 0 2 2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. Z 3.Addnional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /I n C 9 DES. BY: MJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by r E V, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/1/2014 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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127417steners 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 T RAN S I D: 413277 6.Design assumes full bearing at all supports shown.Shim or wedge if tZ 5.CompuTrn,has no control over end assumes no responsibility for the necessary. OREGON 44/ febncalion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided 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 center1 VJ IIIIII�!II VIII VIII VIII IIII III IIII IIII TPI TCA in SCSI,copies of which will be furnished upon request lines coincide with joint m center lines. y a 2� A� 9. Digits cafe site f palate inches. A MITek USA,Inc/C OmpuTfUS Software+7.6.6-SP1(I L)-E 10.For basic sic connector plate deign values see ESR-1311,ESR-1988(MiTek) 11 111111111 JP LUMBER SPECIFICATIONS 12-06-00 GIRDER SUPPORTING 39-05-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 2400E LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3928) 894 1-6=(-546) 2570 1-2=(-3928) 894 BC: 2x8 DF 016BTR 2-3=(-3910) 916 6-5=(-544) 2570 6-3=(-1194) 5414 WEBS: 2x4 DF STAND; LOADING 3-4=(-3912) 916 4-5=(-3928) 894 2x4 DF 416BTR A LL = 25 PSF Ground Snow (Pg) 4-5=(-3928) 894 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 6.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 467.7)+DL( 338.0)= 805.8 PLF 0'- 0.0" TO 12'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-08-13 1-08-09 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0- 0.0" -1224/ 5436V -155/ 155H 5.50" 8.70 DF ( 625) ( 2 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12'- 6.0" -1224/ 5436V 0/ OR 5.50" 8.70 DF ( 625) Join together 2 ply with 3"x..131 DIA GUN nails staggered at: COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro . 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.137" @ 11- 5.9" Allowed = 0.579" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = 0.302" @ 11- 5.9" Allowed = 0.772" 6-03 6-03 MAX HORIZ. LL DEFL = 0.005" @ 12- 0.5" MAX. HORIZ. TL DEFL = 0.009" @ 12'- 0.5" 1-08-06 4-06-10 4-06-12 1-08-04 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-5x6 12.00 F_/ `'�12.00 Wind: 140 mph, h=22.5ft, TC DL=9.2,BCDL=6.0, ASCE 7-10, 3 5.0" (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. A M-3x4 M-3x4 9 1 o I r a 1 6 5 M-4x10 M-4x12 M-4x10 6-03 6-03 12-06 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - C2 cote: 0.3112 PRpFFss WARNINGS: GENERAL NOTES,unless otherwise noted: [r. r 1. Builtler 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 �J !NGIN Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2 `I/ /L 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desiO gner. (V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 P E DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). DATE: 12/1/2014 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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127418 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. T RAN S I D: 413277 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 5.CompuTrn,has no control over and assumes no responsibility for the necessary. DREG N fabrication,handling,shipment and installation of components. 44/ 7.Design assumes caadequate drainage isprovidedtruss,a L 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 III II IIII III(IIII IIII VIII II I II TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �O _7( 14, 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6 6(1 L)-E 10 For basic codneclor plate design values see ESR-1311,ESR-1988(MiTek) 'V/L`Fi R I�� V 11 11 1 11 1111 JP LUMBER SPECIFICATIONS TRUSS SPAN 141- 2.0" 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . TC: 2x4 DF 01&BTR LOAD DURATION INCREASE = 1.15 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BC: 2x4 DF 01&BTR SPACED 24.0" O.C. MAX LL DEFL = -0.002 @ -1'- 0.0 Allowed = 0.100" WEBS: 2x4 DF STAND LOADING MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF MAX LL DEFL = -0.002" @ 15'- 2.0" Allowed = 0.100" TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF MAX TL CREEP DEFL = -0.003" @ 15'- 2.0" Allowed = 0.133" BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 42.0 PSF MAX HORIZ. LL DEFL = 0.004" @ 14'- 1.8" M-1..x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) MAX HORIZ. TL DEFL = 0.005" @ 141- 1.8" vert-cal members (uon). Design conforms to main windforce-resisting LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL system and components and cladding criteria. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (A11 Heights), Enclosed, Cat.2, Exp.B, M47FRS(Dir), load duration factor=l.6, REFER TO COMPUTRUS STANDARD Truss designed for wind loads GABLE END DETAIL FOR COMPLETE in the plane of the truss only. SPECIFICATIONS. Note:Truss design requires continuous bearing wall for entire span UON. 7-01 7-01 12 12 1 1 M-4x4 12.00F,._/ 3 12.00 9 CD o o M-3x6 WEDGE REQUIRED AT HEEL(S). M-3X6 1-00 14-02 1-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - D1- S WARNINGS: GENERAL NOTES,unless otherwise notetl: Scale: 0.2970 D PROFES!C'-- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r�J ANG(N �O Truss: D1- and Warnings before construction commences. building component.Applicability of design parameters and proper V izl r l -v 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 92 P E DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/1/2014 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. Installation of truss is the responsibility of the respective contractor. S EO. : 6127419 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. T R,N S I D: 413277 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTru.has no control ever and assumes no responsibility for the necessary. L OREGON fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. ' III 6.This design is furnishedth subject to e limitations set forth by 6.Plates shall be located on both faces of truss,and placed so(heir center X71' i IIIII�SII ILII VIII IIIII'IIII I I I I TPIM?CA in SCSI copies of which will be furnished upon request lines coincide with Joint center lines. 11! 9.Digits indicate size ofplate in inches. !�P' MiTek USA,Inc/CompuTfus Software+7.6.6-SP1(1 L)-E 10.For basic conp nector plate de3ign values see ESR-7371,ESR-1966(MiTek) SER R I LL V 11 11 1 11 1111 JP LUMBER SPECIFICATIONS TRUSS SPAN 14- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-16) 368 6-3=( 0) 399 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2-3=(-642) 127 6-5=(-16) 368 4-5=(-706) 62 WEBS: 2x9 DF STAND; 3-4=(-596) 137 2x6 DF 42 A; LOADING 4-5=(-102) 145 2x6 DF SS B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12110C. DON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12110C. DON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -133/ 718V -186/ 194H 5.50" 1.15 DF ( 625) LETINS: 0-00-00 2-00-00 19- 0.5" -72/ 611V 0/ OH 4.00" 0.98 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OVERHANGS: 12.0" 0.0" LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. COND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc s acro . THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.235" @ 12- 9.3" Allowed = 0.662" MAX TL CREEP DEFL = 0.230" @ 12- 9.3" Allowed = 0.883" 7-01 6-11-08 MAX HORIZ. LL DEFL = 0.004" @ 13- 8.5" MAX HORIZ. TL DEFL = 0.006" @ 13- 8.5" 7-01 5-05-02 1-06-06 Design conforms to main windforce-resisting system and components and cladding criteria. 1- M-4x6 12.00 12.00 Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 34 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-3x4 4 m 0 o� B A �rn I o 0 21 6 5 0 M-3x6 M-1.5x3 M-3x8 7-01 6-11-08 L ,L 1-00 14-00-08 WEDGE REQUIRED AT HEEL(S). JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - D 2cale: 0.2694 p PRpFFf1 WARNINGS: GENERAL NOTES,unless otherwise noted: U 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 SCJ !_\ c1 Truss: D 2 and Warnings before construction commences building component.Applicability of design parameters and proper 42c, `` 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 construct+,ion 2.Design assumes the top and bottom chords to be laterally braced at 92 P E r DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'ox and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/1/2014 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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127420 fasteners are complete and at no time should any loads greater than 5.Design 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 I D: 413277 5.CompuTros hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if OREGON tK necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their centerX01 IIII I II II VIII VIII 111111111111111 IIII IIII 7PIMlTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines Q a L 9. Digits indicate size of plate in inches. c MiTek USA,Inc./CompuTrus Software+7,6.6-SP1(1 L)-E 10.For basic connector plate ddsign values see ESR-1311,ESR-1988(MiTek) - ry nrnrn. .n,n.,nn�r Jp LUMBE'1l SPECIFICATIONS 20-00-00 GIRDER SUPPORTING 39-05-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; 20-00-00 GIRDER SUPPORTING 4-00-00 FROM 15-02-00 TO 20-00-001- 2=( 0) 78 2-10=(-1335) 5985 10- 3=( -423) 1968 7-15=( -9396) 2106 2x6 DF SS T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -9285) 2067 10-11=(-1332) 5964 3-11=( -801) 261 15- 8=( -1554) 7050 BC: 2x10 IF SS 3- 4=( -7725) 1800 11-12=(-2481) 11265 11- 4=( -2460) 10584 8-16=(-14688) 3294 WEBS: 2x4 DF STAND; LOADING 4- 5=( -7728) 1797 12-13=(-5535) 24822 11- 5=( -8145) 1917 16- 9=( -237) 63 2x4 DF #1&BTR A LL = 25 PSE Ground Snow (Pg) 5- 6=(-16941) 3807 13-14=(-5046) 22602 5-12=( -2685) 12063 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0- 0.0" TO 201- 0.911 0=(-24819) 5568 14-15=(-5046) 22602 12- 6=(-15906) 3585 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 467.7)+DL( 338.0)= 805.8 PLF 0'- 0.0" TO 201- 0.0'r �9=(-14346) 3228 15-16=(-2871) 12885 13- 6=( -3006) 675 BC LATERAL SUPPORT <= 12110C. UON. BC UNIF LL( 25.0)+DL( 17.0)= 42.0 PLF 151- 2.0" TO 20'- 0.611, V=( -15) 27 13- 7=( -657) 2991 14- 7=( -576) 2625 OVERHANGS: 12.0" 0.0" ADDL: BC CONIC LL+DL= 626.0 LBS @ 14'- 2.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 3 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONSREACTIONS SIZE SQ.IN. (SPECIES) Join together 3 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 01- 0.0" -2061/ 9093V -1B1/ 213H 5.50" 14.55 DF ( 625) nails staggered at: 201- 0.0" -2073/ 9251V 0/ OH 5.50" 14.80 DF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6" oc in 3 rows) throughout 2x10 bottom chords, FC-. Design checked for net(-5 sf) uplift at 24 "oc s acin . 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX LL DEFL - -0.000 @ -1'- 0.0 Allowed - 0.100" TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX TL CREEP DEFL - -0.000" @ -1'- 0.0" Allowed = 0.133" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX LL DEFL = -0.200" @ 12'- 10.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.512" @ 12- 10.0" Allowed = 1.272" MAX HORIZ. LL DEFL = 0.022" @ 191- 8.5" 7-01 5-09 7-02 MAX HORIZ. TL DEFL = 0.039" @ 19- 8.5" Design conforms to main windforce-resisting 12 M-5x8 12 system and components and cladding criteria. 12.00 5 0„ �12.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, \\J (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. 5. + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. M-3x5 M-7x8 A M-7x12 + A M-5x12 M-6x10 M-1.5x3 M-5x16 T3 - 0 - - IA m _ _ V- M-4x12 -M-8x8 M-7x8 M-3x5 M-7x12 -M-10x10 M-1.5x4 11 -L +626# ** 1-00 20-00 JC'B NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - D3 Scale: 0.2491 ��REp PRpFFss WARNINGS: GENERAL NOTES,unless otherwise noted: r 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 indmdual J `NG I N Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. )< 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / P E 9 DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of contlnuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 12/1/2014 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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127421 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. T RAN S I D: 413277 5.CompuTrus has no control over and assumes no responsibility for the 0.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.necessary. V OREGON � (y L /� 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 �r IIIIII II I VIII III IIII VIII II I IIII TPINJTCA in SCSI copies of which will be furnished upon request lines coincide with joint center lines 7 y 7 4 2�, I 9. Digits i e size plate in inches (), MiTek USA,Inc/CompUTfUS Software 7.6.6(1 L)-E 10.For basicis ccottconnector pplate design values see ESR-1311,ESR-1988(MiTek) ML�R10- [J 11 11 1 11 1111 JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x.4 DF 41&BTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2x4 DF STAND LOADING Wind: 140 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"OC. BON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF load duration factorind Truss designed for wind loads M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. vertical members (uon). Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span DON. 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. 4-00 12 4.00 c-,— M-3x4 3 0 N m O O _ II 2 4 1 M-5x6 M-1.5x3 3-00 4-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - E Scale: 0.6240 Ep P R pFFSS WARNINGS: GENERAL NOTES,unless otherwise noted: [� 1.Builder and erection contractor should he advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual J !N G I IN 4F Truss• E 1 and Wemings before construction commences. building component.Applicability ofdesign parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 PE is the responsibility of the erector.Additional permanent bracing of 2' antl 10' respectively unless braced throughout their length by continuous sheathing sheathinhin g such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/1/2014 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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127422 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: 413277 5.Compu7rus has no control over and assumes no responsibility for the B.Design asumes full bearing at all supports shown.Shim or wedge if OREGON necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /O q�. 14,4, IIIIII VIII IIID VIII VIII 11111111111111 IIII TPINVTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate to 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) 11 11 1 11 1111 Jp LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 0l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 108 2-5=(-33) 39 2-3=(-1147) 692 BC: 2x4 DF 01&BTR SPACED 24.0" O.C. 2-3=(-611) 1030 4-5=( -115) 118 WEBS: 2x4 DF STAND 3-4=( -67) 60 LOADING TC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12110C. 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) LETINS: 2-00-00 0-00-00 01- 0.0" -200/ 722V -17/ 74H 5.50" 1.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -44/ 153V 0/ OH 5.50" 0.24 DF ( 625) OVERHANGS: 36.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acro " For hanger specs. - See approved plans 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 = 0.202" @ -3'- 0.0" Allowed = 0.300" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.232" @ -3'- 0.0" Allowed = 0.400" MAX LL DEFL = 0.059" @ 1'- 10.0" Allowed = 0.154" 1-11-01 2-00-15 MAX TL CREEP DEFL = 0.071" @ 1'- 10.0" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = 0.000" @ 31- 10.3" 4.001 MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 II in the plane of the truss only. 3 0 I / � N CO I p it I 2 5 M-3x6 M-1.50 y d >I 3-00 4-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - E2 cote: 0.6960 0 PROFFSfS WARNINGS: GENERAL NOTES,unless otherwise noted: fr CC 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 �J !NG I Truss: E2 and Warnings before construction commences. building component.Applicability ofdesign parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9 2 P E 9� DES. BY: MJ 2'o.c,and at to'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/1/2014 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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127423 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 T RAN S I D: 413277 6 Design assumes full bearing at all supports shown.Shim or wedge if .5 CompuTrn,has no control over end assumes no responsibility for the necessary. OREGON fabrication,design is furhandnisng,hed shipment and installation s setcomponents.forth 7,Design assumes adequate drainage is provided. v 6 This design is furnishetl subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and laced so their center ,L �J 1 111111011111111111111111111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. p 9. Digits indicate size of plate in inches. (1` MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic coAnector plate design values see ESR-1311,ESR-1988(M17ek) MFR R I LL V 11111111111 Jp LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 14-02-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-59) 46 1-3=(-31) 33 2-3=(-117) 102 BC: 2x6 OF SS WEBS: 2x.4 DF STAND LOADING LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA TO LATERAL SUPPORT <= 12"OC. DON. TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12110C. DON. BC UNIF LL( 152.1)+DL( 123.4)= 275.5 PLF 0'- 0.0" TO 4'- 0.0" V 01- 0.0" -153/ 732V -22/ 54H 5.50" 1.17 DF ( 625) ( Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 0.0" -130/ 626V 0/ OH 5.50" 1.00 DF 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. COND. 2: Desi n checked for net(-5 sf) u lift at 29 "oc s acin . ** E hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TO PANEL LL DEFL = 0.020" @ 21- 3.0" Allowed = 0.177" MAX BC PANEL TL DEFL = -0.022" @ 2'- 1.9" Allowed = 0.206" 9-00 MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" 4.0017 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. 2 nit �l 0 N W O t 1 3 ** M-7x10 M-3x6 WEDGE REQUIRED AT HEEL(S). L � 4-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - E3 Scale: 0.6344 0 PROFe, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 5 !NG I N s/ Truss: E 3 and Warnings before construction commences. building component.Applicability ofdesign parameters and proper �� V I�/I 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 111 3.Adtlitional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9� DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'ox.and at 10'o.c respectively unless braced throughout their length by 92QQPE continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/l/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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127424 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. T RAN S I D: 413277 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge if Q fabrication,handling,shipment and installation of components. necessary. 'y OREGON 7.Design assumes adequate drainage is provided. L 1' 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� /Q •9 r , O III `�IIII i III VIII VIII I I I III I II IIII TPIANBC51copies of which will be famished upon request.in , . linescoincide with joint center lines. 4 9. Digits indicate size of plate in inches. M MiTek USA,InC./COmpuTrus Software 7.6.6(1L) 10.For basic co3nector plate de*n values see ESR-1311,ESR-1988(MiTek) 1111111 1111 JP LUMBER SPECIFICATIONS TRUSS SPAN 39- 5.0" 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 DF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind190 mph, h=25.lft, TCDL=9.2,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(0, DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 92.0 PSF Truss designed for wind loads Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x-6+ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall DON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 19-07 19-10 12-08-01 6-10-15 6-10-15 12-11-01 12 2 M-4x8+ 12 7.00 F:- Q 7.00 M-3x5(S)+ M-3x5(5) M-3x5(S) M-3x5(S)+ M-3x6+ 1 M-3x6+ o �o l q o M-3x5(S) 5 L t 19-07 19-10 39-05 1-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - F� tale: 0.2088 Ep PRpFFL9 WARNINGS: GENERAL NOTES,unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual _\G Truss: F 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4�1 �/I2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility ofthe building designer. / r3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at 9 P E 9 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at to'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/1/2014 the overall structure is the responsibility of the building designer. 3.2x Impact badging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127425 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. T RAN S I D: 413277 6.Design assumes full bearing at all supports shown Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. 'f7 OREGON fabrication,hand ng,shipment and installation of components. 7. Design assumes adequate drainage is provided. �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 centerII 1 '`I IIII(IIII III(IIII IIII II IIII TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /O _7 y 4 2� rte+ 9. Digits indicate size plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic corf,rector p plate deign values see ESR-1311,ESR-1988(MiTek) MER R I LL 11 111111111 Jp LUMBAR SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF HI&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -356) 260 1- 9=(-347) 2114 1- 2=(-2121) 310 6- 7=(-2213) 325 BC: 2x4 DF H16BTR SPACED 24.0" O.C. 2- 3=(-2245) 534 9-10=(-223) 1866 2- 9=( -170) 195 WEBS: 2x4 DF STAND 3- 4=(-1655) 500 10-11=(-229) 1745 9- 3=( -22) 435 LOADING 4- 5=(-1655) 495 11- 7=(-353) 2008 3-10=( -695) 281 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2286) 528 10- 4=( -312) 1267 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -464) 241 10- 5=( -721) 286 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 57 5-11=( -22) 478 OVERHANGS: 0.0" 12.0" 11- 6=( -205) 196 LL = 25 PSF Ground Snow (Pg) *+ For hanger specs. - See approved plans BEARING MAX VERT MAX. HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 01- 0.0" -249/ 1655V -278/ 271H 5.50" 2.65 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 391- 5.0" -293/ 1772V 0/ OH 5.50" 2.84 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 = -0.117" @ 191- 7.0" Allowed = 1.925" MAX TL CREEP DEFL = -0.280" @ 191- 7.0" Allowed = 2.567" MAX LL DEFL = -0.002" @ 401- 5.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.057" @ 38'- 11.5" 19-07 19-10 MAX HORIZ. TL DEFL = 0.093" @ 38- 11.5" 6-04-05 6-07-05 6-07-05 6-07-05 6-07-05 6-07-05 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 F, - M-4x6 -7::�]7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4,0" load duration factor=1.6, 4 h Truss designed for wind loads in the plane of the truss only. M-5x8(S) 3,1 M-5x8(S) 0.25" 0.25" 3 5 M-3x5 M-3x5 2 + + 6 M-1.5x3 M-1.5x3 N o 8o 1++ 911 7 0 M-4x8 M-3x4 25" M-3x4 M-4x6 M-5x8(S) 9-08 9-11 9-11 9-11 r !l 39-05 1-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - F2 cote: 0.1582 _p PRO `}I WARNINGS: GENERAL NOTES,unless otherwise noted: 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 )N s/ ��J !N } O T r`-s s: F 2 and Warnings before construction commences. building component.Applicability of design parameters and proper V/7 / /L 2,2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 9 2 P E DES. BY: MJ 2'o.c.and al 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/l/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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127426 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: 413277 6.Design assumes full bearing at all supports shown.Shim or wedge if OREGON 5.CompuTms 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. �� a �� 6.This design is furnished subject to the limitations sal forth by 8.Plates shall be located on both faces of truss,and placed so their center / q 1 n II I IIII(IIII I IIII 111111111 IIII TPIAN 'TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O r 14, A� 9. Digits indicate size of plate in inchesO, MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic co,lneclor plate design values see ESR-1311,ESR-1988(MiTek) MCh n 1�� V 11 11 1 11 111 JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF tfl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 98 2-10=(-325) 2187 2- 3=(-2416) 434 BC: 2x4 DF 016BTR SPACED 24.0" O.C. 2- 3=( -466) 257 10-11=(-227) 1896 3-10=( -203) 189 WEBS: 2x4 DF STAND 3- 4=(-2305) 517 11-12=(-227) 1762 10- 4=( -16) 474 LOADING 4- 5=(-1675) 494 12- 8=(-348) 2023 4-11=( -719) 287 TC LATERAL SUPPORT <= 12"OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1675) 499 11- 5=( -311) 1285 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2305) 532 11- 6=( -720) 286 TOTAL LOAD = 42.0 PSF 7- 8=( -466) 241 6-12=( -21) 477 OVERHANGS: 20.6" 12.0" 8- 9=( 0) 57 12- 7=( -204) 196 LL = 25 PSF Ground Snow (Pg) 7- 8=(-2219) 329 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. 01- 0.0" -325/ 1865V -285/ 290H 5.50" 2.98 DF ( 625) 39- 8.0" -292/ 1776V 0/ OH 5.50" 2.84 DF ( 625) COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.019" @ -1'- 8.6" Allowed = 0.171" MAX TL CREEP DEFL = -0.025" @ -1'- 8.6" Allowed = 0.228" MAX LL DEFL = -0.122" @ 19'- 10.0" Allowed = 1.937" MAX TL CREEP DEFL = -0.289" @ 19'- 10.0" Allowed = 2.583" MAX LL DEFL = -0.002" @ 40'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 40- 8.0" Allowed = 0.133" a 19-10 19-10 MAX HORIZ. LL DEFL = 0.059" @ 39'- 2.5" MAX HORIZ. TL DEFL = 0.095" @ 39- 2.5" f 6-07-05 6-07-05 6-07-05 6-07-05 6-07-05 6-07-05 )- Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 M-4x6 -7,�7,00 Wind: 140 mph, h=25.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 u load duration factor=1.6, End vertical(s) are exposed to wind, M-5X8(S) 3 1 M-5x8(5) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 6 M-3x5 M-3x5 + + 7 M-1.5x3 M-1.5x3 m o coo 0 2 1012 0 o M-4x6 M-3x4 U.25" M-3x4 M-4x6 M-5X8(S) 1 ( ) L 9-11 9-11 9-11 9-11 I, 1-08-09 39-08 � 1-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - F3 WARNINGS: GENERAL NOTES,unless otherwise noted: Scale: 0.1472 PRpFFss 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 Cj !NG N Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r r I _lam 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at n "9 DES. BY: MJ O C 2'o.c,and at 10'o.c.respectively unless braced throughout(heir length by 7 r L is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/1/2014 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. Installation of truss is the responsibility of the respective contractor SEQ. : 6127427 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, andare for"dry condition"of use. TRANS I D: 413277 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. OREGON 6.This design is furnished subject to the limitations set forth byNJ8.Plates shall be located on both faces of truss,and placed so their center ��1' no1��A� IIIIII IIII VIII II VIII III III I IIII IIII TPITCA in SCSI,copies of which will be fum:shetl upon request. lines coincide with joint center lines. O ♦ a 1 9. Digits indicate size plate in inches. 0 MiTek USA,Ino./CompuTrus Software+7,6.6-S P1(1 L)-E 10.For basic ic cor;,reGplate plate de>ign values see ESR-7317,ESR-1988(MiTek) MCR R'�� 11 11 1 11 111 JP LUMBER SPECIFICATIONS TRUSS SPAN 39- 3,5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -271) 233 1- 9=(-339) 2076 1- 2=(-2173) 327 6- 7=(-2204) 324 BC: 2x4 DF 01&BTR SPACED 24.0" O.C. 2- 3=(-2217) 529 9-10=(-222) 1849 2- 9=( -155) 188 WEBS: 2x4 DF STAND; 3- 4=(-1645) 498 10-11=(-227) 1737 9- 3=( -18) 415 2x6 DF 42 A LOADING 4- 5=(-1645) 493 11- 7=(-351) 2000 3-10=( -681) 279 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2277) 526 10- 4=( -310) 1257 TC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -464) 241 10- 5=( -721) 286 BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 57 5-11=( -22) 479 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 11- 6=( -206) 196 For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 01- 0,0" -248/ 1650V -277/ 270H 5.50" 2.64 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. 391- 3.5" -292/ 1767V 0/ OH 5.50" 2.83 DF ( 625) COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.110" @ 191- 5.5" Allowed = 1.919" MAX TL CREEP DEFL = -0.263" @ 19- 5.5" Allowed = 2.558" MAX LL DEFL = -0.002" @ 401- 3.5" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ 40'- 3.5" Allowed = 0,133" MAX HORIZ. LL DEFL = 0.057 @ 38'- 10.0" 19-05-08 19-10 MAX HORIZ. TL DEFL = 0.092" @ 38'- 10,0" 6-01-05 6-08-14 6-07-05 6-07-05 6-07-05 6-07-05 11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x.6 12 7.00 Wind: 140 mph, h=25.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 Q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ^'�" Truss designed for wind loads in the plane of the truss only. M-5x8(S) 3,1 M-5x8(5) 0.25" 0.25" 3 5 M-3x52 6M-3x5 M-1.5x3 M-1.50 o A '. o o B I j 1+AM-4x10 M-3x4 18.25" M-3x4 M-4x6 7 0 M-5x8(S) 9-06-08 9-11 9-11 9-11 � y t 39-03-08 1-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - Fj tale: 0.1589 PROFFss WARNINGS: GENERAL NOTES,unless otherwise para [� (N 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 J !_\G Truss: F 4 an We before construction commences, building component.Applicability of design parameters and proper ��� V 1 FJ7 0, 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at P E 9 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 contlnuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 12/l/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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127428 fastene rs are complete and 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: 413277 6.Design assumes full bearing at all supports shown.Shim or wedge If 5.Compu7rus has no control over end assumes no responsibility encs.for the necessary. 4u fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. OREGON t 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 �,9 �'` 111111 FIII VIII VIII IIII VIII VIII I'll IIII TPINJTCA in SCSI,copies of which will he furnished upon request lines coincide with joint center lines. p 'I 9.ForDigitsb indicate size p plate in inches. p, MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic contractor plate design values see ESR-1311,ESR-1983(MiTek) MFR R I L�- V 11 11 1 11 1111 JP LUMBER SPECIFICATIONS TRUSS SPAN 391- 3.5" 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. TC: 2x4 DF $1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 01&BTR SPACED 24.0" O.C. Design conforms to main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12110C. LON. LOADING Wind: 140 mph, h=25.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12110C. 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 TOTAL LOAD = 42.0 PSF load duration factorind Truss designed for wind loads Unbalanced live loads have been considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x8+ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Gable endtruss on continuous bearing wall LON, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-lx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 19-05-08 19-10 12-06-09 6-10-15 6-10-15 12-11-01 12 2 M-4x8+ 12 7.00 F-- q 7.00 M-3x5(S) M-3x5(S) M-3x5(S)+ M-3x5(S)+ o M-3x8+ M-3x6+ m 0 3 0 I o M-3x5(S) 19-05-08 19-10 39-03-08 1-00 JOB NAME : 16949- TIMBERLAND- LOT 2 WINTERVIEW DR - F5S cote: 0.2099 !.aD rr7� OFt. (� WARNINGS: GENERAL NOTES,unless otherwise noted: w\ N s�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 J !�`'`�``G GIN f� Truss: F5 and Warnings before construction commences. building component.Applicability of design parameters and proper ra 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. GV I .� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q792 P E DES. BY• MJ s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1o'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 12/1/2014 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. Installation of truss is the responsibility of the respective contractor. SEQ. : 6127429 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. h. T RAN S I D: 413277 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 �K fabrication,handling,shipment and installation of components resign as y OREGON 7.Design assumesadequatedraboth face is press,a. L �A � 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center � "7 2�1 1 1111111 II 111111111111111111111111111111111 IIIVIIIVIIIVIIIVIIIIIIIIIII TPI WrCA in BCSI,copies of which will be fumished upon request lines coincide with joint center lines. Q r L �AT 9.Digits indicate size ofp, [�ate 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) MER R I I!L