Loading...
Plans (51) I This design prepared from computer input by -` PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF STAND LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF STAND SPACED 29.0" O.C. Design conforms to main windforce-resisting ..r 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: 190 mph, h=21.7ft, 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), TOTAL LOAD - 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-06-04 7-06-04 12 0.00 lIM-4x4 12 Q 3 8.00 00 r-, 2 o I i _7. o f m -/0 o I 0 M-3x9 M-3x9 y l oo y 15-00-08 y 1-00 )- �. 90 Ropeo �<0 0NGINEZ. /O 2 89782PE 9r JOB NAME : WESTWOOD PL2884—A HOGGANS PARK — Al Scale: 0.4313 r�, v .. AIME GENERAL NOTES, unless otherwise noted: Truss: Al 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 OREGON hh and Warnings before construction commences. buiMing component.Applicability of design parameters and proper 2.m4 compression web bracing must be installed where shown+. nm�aretian or component b m.responawl ty of me building d.s finer =V9 4'q R Y `� (15't�Q� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be leterelo braced et 6 the re°ponability of the erector.Additional permanent bracing of 2'0.0.and at 10'o.c.respectively unless braced throughoutut their length by4- /� DATE: 11/24/2015 me overall structure is the remntinuoue sheathing such as plywood sheathing(TC)and/or tlrywell(BC). AA U L '` responsibility of me building designer. 3.2x Impact badging or lateral bracing required where shown++ SEQ. : K15 5 6117 4.No had shoukt be applied to any component unto after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D: LINK design imds be applied to any component and are for*dry mndibon•of use. 5.Command hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. necoseary. '.Design°°°lbn°°adequate onbothfaesofbussed November 25,2015 6.This design is furnished subject to me limitations set forth by 8.Plates shall be located an bum faces of truss,and placed co weir center TPI/WICA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.8.7-SP2 -E 9.Digits indicate size of plate in inches. 1 L Inc./CompuTrus ( ) 10.For beat connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by y Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-6=(-23) 434 6-3=(0) 351 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-667) 130 6-4=(-23) 434 " WEBS: 2x4 KDDF STAND 3-4=(-667) 130 LOADING 4-5=( 0) 63 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -121/14071, 746V -122/ 122HDL-45. 5.50" 1.19 KDDF ( 625) 15'- 0.5" -121/ 746V 0/ OH 5.50" 1.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.003" @ 16'- 0.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 0.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.116" @ 3'- 11.9" Allowed = 0.558" MAX TC PANEL TL DEFL = 0.249" @ 3'- 11.8" Allowed = 0.837" MAX HORIZ. LL DEFL = 0.004" @ 14'- 7.0" 7-06-04 7-06-04 MAX HORIZ. TL DEFL = 0.008" @ 14'- 7.0" T 1' 12 12 8.00 IIM-4x4 Q 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 3 ,...,,7_,..." : Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 17, in the plane of the truss only. o � c I 0 1 6 O M-3x4 M-1.5x3 M-3x4 0 1 l l 7-06-04 7-06-04 tO y 1-00 y 15-00-08 y 1-0o b �S���NGPNEFq`SsiO :9782PE r' JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - A2 i Scale: 0.3438 1P7.- _/ / MR WARNINGS: GENERAL NOTES, unless otherwise noted V Truss: A2 1.Builder end erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and is for an individual ..94Z,OREGON a°' and VJamdngs before construction commences. building component Applicability of design parameters and proper /� 2.Zs4 compression web bracing moat be installed where shown+, incorporation of component is the responsibility of the building designer. O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at "9 '9 RY 15 2 b the responsibility of the erecter.Additional permanent bracing of 7 o.e.and et 1d exc.respectively unless braced throughout their length by 'J /- DATE: 11/24/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U L �` 3.2s Impact bridging or labral bracing required where shown++ SEQ.: Ki5 5 6118 4.No load should be applied to any component until after all Mating and 4.Installation of truss a the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to anycompare R. and ere for'dry condition.'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge N EXPIRES: 12/31/2016 ne.fabrication,handlin shipment ssery. g, pmeM and installationlinrof components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TPIANICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COmpuTrss Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MTek) This design prepared from computer input by a PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-667) 135 1-5=(-24) 935 5-2=(0) 351 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-668) 130 5-3=(-24) 935 WEBS: 2x9 KDDF STAND 3-9=( 0) 63 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -79/ 631V -118/ 111H 5.50" 1.01 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 15'- 0.5" -125/ 759V 0/ OH 5.50" 1.21 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003" @ 16'- 0.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 16'- 0.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.122" @ 3'- 11.9" Allowed = 0.558" MAX TC PANEL TL DEFL = 0.255" @ 3'- 11.8" Allowed = 0.837" MAX HORIZ. LL DEFL = 0.009" 0 19'- 7.0" MAX HORIZ. TL DEFL = 0.008" 0 19'- 7.0" 7-06-04 7-06-04 T 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.10 [ HM-4x4 Q 8.00 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, NMTruss designed for wind loads in the plane of the truss only. r oI 1++ 5 -3 4 0 o M-3x4 M-1"5x3 M-3x4 0 b )' y 7-06-04 7-06-04 y 15-00-08 y 1-00 y \C-�s ,NG I EFS% ,� 2-9 89782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - A2X 7'iS • Scale: 0.3603 � 1 ., _ WARNINGS: GENERAL NOTES, unless otherwise noted: V <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 OREGON e" Truss: A2X and Warnings before construction commences building component.Applicability of design parameters and proper15, O 2.2x4 compression web bracing moat be installed when shown+. incorporation of component is the responsibility of the building designer. bottom chords to laterally braced at '9,� Al1�y 5 7 Design assumes the tap and bo 3.Adtltional temporary bracing to insure stability during construction 7 o.c.and at 10'a.c.respectively unless braced throughout their length by #11- b the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n.A DATE: 11/24/2015 the overall structure is the responsibility oft the building designer. 3.rat Impact bridging or lateral bracing required where shown++ SEQ. : K15 5 6119 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Dessiign assumes adequate drainage is provided. November 25,2015 6.This design isfumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. es. MiTek USA,Inc./Com uTrus Software 7.6.7-SP21L-E 10.For b indicate connect ofpatde en ign vol P 7.6.7-SP2(1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 30-00-00 GIRDER SUPPORTING 42-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #i&BTR; 30-00-00 DUTCH SETBACK 2-06-00 FROM END WALL 1- 2=(-21573) 5049 1-10=(-4098) 17643 10- 2=( -600) 2856 14- 7=(-4182) 1047 _ 2x6 KDDF #1&BTR Ti, T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-19026) 4506 10-11=(-4095) 17622 2-11=(-2265) 582 7-15=(-1053) 4635 BC: 2x8 KDDF SS 3- 4=(-16080) 3858 11-12=(-3597) 15672 11- 3=(-1053) 4635 15- 8=(-2265) 582 WEBS: 2x4 KDDF #1&BTR; LOADING 4- 5=(-12954) 3174 12-13=(-2973) 13176 3-12=(-4182) 1047 8-16=( -600) 2856 2x6 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 5- 6=(-12957) 3174 13-14=(-2973) 13176 12- 4=(-1446) 6255 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 30'- 0.0" 9- 7=(-16080) 3858 14-15-(-3597) 15672 4-13=(-5421) 1365 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 506.2)+DL( 364.2)= 870.5 PLF 0'- 0.0" TO 30'- 0.0"V- 8=(-19029) 4506 15-16=(-4095) 17622 5-13=(-3348) 13857 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 31.2)+DL( 8.8)= 40.0 PLF 2'- 6.0" TO 27'- 6.0" 5- 9=(-21573) 5049 16- 9=(-4098) 17643 13- 6=(-5418) 1365 BC UNIF LL( 0.0)+DL( 2.5)= 2.5 PLF 0'- 0.0" TO 30'- 0.0" V 6-14=(-1446) 6252 M-1.5x4 or equal at non-structural TC CONC LL( 31.2)+DL( 8.8)- 40.0 LBS @ 2'- 6.0" L BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (cion). TC CONC LL( 31.2)+DL( 8.8)- 40.0 LBS @ 27'- 6.0" L LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -3408/ 14595V -231/ 231H 5.50" 23.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 30'- 0.0" -3408/ 14595V 0/ OH 5.50" 23.35 KDDF ( 625) 'III ( 3 ) complete trusses required. Attach 3 ply with 3se.131 uIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1 9" oc in 2 row(s) throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc n 2 row(s) throughout 2x8 bottom chords, • iw9" oc in 1 row(s) throughout 2x9 webs, COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.159" @ 11'- 1.9" Allowed = 1.454" MAX TL CREEP DEFL - -0.317" @ 11'- 1.9" Allowed = 1.939" MAX HORIZ. LL DEFL = 0.054" @ 29'- 6.5" MAX HORIZ. TL DEFL - 0.090" @ 29'- 6.5" M-4x6 TYP AT HORIZONTAL INLETS. Design conforms to main windforce-resisting 2x6 KDDF#2 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15-00 15-00 load duration factor=l.6, f T 4' End vertical(s) are exposed to wind, 4-04-03 3-06-10 3-06-10 3-06-10 3-06-10 3-06-10 3-06-10 4-04-03 Truss designed for wind loads T i40#T f 1' ' 4' 4' 4 i40# T in the plane of the truss only. 12 12 M-4x10 8.00 M-1.5x4 4 0„ M-1.5x4 8 OO M-2.5x4 or equal at non-structural diagonal inlets. M-3x5 M-35 M-1.5x4 M-3x5 Truss designed for 4x2 outlookers. 2x let-ins M-1.5x4 i M-3x5 of equal or greater grade as structural top chord. Insure tight fit at each end of let-in. M-3x6 M-3x6 outlookers must be cut with care and are M-3x5 m14-33x564,0•00, 35 9 • M35 permissible at inlet board areas only. M-1.5x4 %° M-3x5 M-3x6 1I M-3x6 M-3x5 M-3x5 �. `' M-3x5 , I M-3x5 z B :•�IIIII► 166 )11111111, A :, o M18HS-5x16..�l`r�=III;MIL �r III\ HS-5x16 0 I BI ���gYBI�Ymii.... I p 1 10 11 12 13 19 15 16 • 0 I M-3x8 M-4x8 M-4x8 0.25" M-4x8 M-4x8 M-3x8 I �Ep P R oFF * * * 1 =M-10x10(S) 1 * * b o ���� NGINE ss© y y 4-02-07 3-04-14 3-06-09 3-10-02 3-10-02 3-06-09 3-04-14 4-02-07 ,� �9 30-00 89782PE r • JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BH1 .- „`��. '� • • Scale: 0.1382 801 WARNINGS: GENERAL NOTES, unlessothervbse noted: �w OREGON 40 1Budder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameter°shown and is for an individual Truss: BH1 ''' N.cob amingsbeforenstrucncammencea. buildingoxnponent.Appicobilyofdesgnparametareendproper 20 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responabilhy of the building designer. Ciq RY 15 3.Additional temporary bracing to insure stability during construction 2.lMsign assumes iha lop antl boWm chorda to ba tatarolly brocod at �� is the responsibility of the erector.Add coal permanent brocirp of continuous and at 10'o.c.such as ply unless braced throughout their length by VVV DATE: 11/24/2015 the overall structure is the responsibility of the budding designer. tinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ir `S/� �` 3.2z Impact bridging or lateral bracing required where shown++ ry UL SEQ. : 1<1556120 4.No bad should be applied to any component unto after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, de ds be applied to an M. and are for'dry condition.of use. TRANS ID: LINK design pp ie aa 6.Design 6.CcmpuTrus has no control over and assumes no responsibility for the ,�� EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 88Bry. '.Plates"gn shall belocaes edaon drainage is provided. November 25,2015 6.This daslgn is famished subject to the limitations set font by a.Plates shall be located on both faces of truss,and placed so their tenter TPINVTCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. 9.Digits indicate size of pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 298V -16/ 63H 5.50" 0.48 KDDF ( 625) 1'- 10.7" -24/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -19/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.7" Allowed = 0.060" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.7" Allowed = 0.081" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 f 2N 4 M-3x4 b y y 1-00 2-01-08 (PROVIDE FULL BEARING;Jts:2,4,3 �Ke'R ° P R Opts c, NGI I N EFR i�2 4=t• 8.782PE 9• r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BJ1 Scale: 0.6860 / ' 1. WARNINGS: GENERAL NOTES, unless otherwise noted: •/ V " 40 1.Builder and erection oantractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '9A-V 2 OREGON Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper " O 4Q' 2.2x4 compression web bracing must be installed where shown F. incorporation of component is the responsibility of the building designer. /C1 ,q RY 3.Additional temporary baring to stability during conatructicn 2.Design assumes the top and bottom chords to be laterally braced et 1 is Me responsibility of the erecter.Additional pemrenent bracing of Y o.c.and at ID o.c.respectively unless braced throughout their length by p continuous sheathing such as plywood sheathing(TC)and/or drywan(Bc). A UL • DATE: 11/24/2015 here overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown t a �`1 SEQ. : 1<15 5 6121 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are te be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component and are for'dry condition'of use. 5.CompuTrus has so control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 nece-q. fabrication,handing,shipment and installation of components. B.This design is furnished subject to the imitations set forth by 7.Designlshall be l nae on beth faces drainage 1of truss,eand placed so'heir center November 25,2015 TPIIWICA in SCSI.copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InclCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-59) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -70/ 299V -17/ 66H 5.50" 0.48 KDDF ( 625) 1'- 10.7" -24/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 1.5" -20/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8.00 F77REQUIREMENTS 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL - 0.001" @ 1'- 0.7" Allowed = 0.060" MAX TC PANEL TL DEFL = -0.002" @ 1'- 3.9" Allowed = 0.190" MAX HORIZ. LL DEFL = -0.000" @ 2'- 0.8" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 2'- 0.8" Design conforms to main windforce-resisting -/ rill system and components and cladding criteria. '/ Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=1.6, 0 I Truss designed for wind loads o in the plane of the truss only. .-1 r T I 0 L ► 4 1 M-3x4 1-00 2-01-08 (PROVIDE FULL BEARING;Jts:2,9,3 4��D O�`S �� ,`CON 0c GINEFR `/o :9782PE yr JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BJ2 Scale: 0.9568 WARNINGS: GENERAL NOTES, unless otherwise noted: C/ to 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Be parameters shown and is for an individual 1' OREGON Dt• Truss: BJ2 end Warnings before construction commences. building component Applicability of design parameters and proper 2.2cd compression web bracing must be installed where shown+, oration of component is the responsibility of the budding designer. +f1 (i l i y A5 2 3.Additional temporary bracing to insure stability during construction 2.Design sesames the top end oelybottchortle to be throughoutY brand at 7 re the responsibility of the erector.Additional permanent bracing of 7 o.e.and at ea10'o.c.respectively umbos braced )end/their length by continuous sheathing such as plywood sheathing(TC)here dand/or drywall(BC). LIG 1 '1 �' DATE: 11/24/2015 the overall structure is the responsibility of the budding designer. 3.3lm pact bridging or labral bracing required where shown++ {{lJ 1. SEQ.: El5 5 612 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition"of 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at°"supports shown.Shim or wedge d use. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. mammy 6.This design thfurrushed subject to the limitations set forth by 8: shall be,°me ds b„faces is provided.s,ad placed so their center November 25,2015 TPISNTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,lnciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF STAND LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 63 2-4=(0) 0 BC: 2x6 KDDF #2 SPACED 24.0" O.C. 2-3=(-53) 31 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -213/ 931V -19/ 73H 5.50" 1.49 KDDF ( 625) 2'- 3.2" -21/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -29/ 54V 0/ OH 1.50" 0.09 KDDF ( 625) ** For hanger specs. - See approved plans 12 ADDL: BC CONC LL+DL= 631.0 LBS @ 0'- 6.8" 8.00 F 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 = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 4.4" Allowed = 0.137" MAX TC PANEL TL DEFL = -0.003" @ 1'- 6.4" Allowed = 0.206" 3 -V MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, I 0 Truss designed for wind loads I in the plane of the truss only. N A- 2 PAigil' 4 T* M-3x4 y +6310 y 1-00 2-06 t`cko PR pFFs AC (PROVIDE FULL BEARING;Jts:2,4,3 I C. ' t' �NG,I N EF4 s/27 Y �� :9782PE src' JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BJ2G ., Scale: 0.9447MN/WARNINGS: GENERAL NOTES, unless othemise noted: '/ f.17 ' / vJ 1Balder 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 OREGON . Truss: BJ2G andWamingsbeforeconstruaoncommences. building component.Appioabilityofdesign paramemreand proper S �/j/4/ Z9 Q 2.2r4 compression web bracing must be installed where shown+. incorporation of eomporbnt is responsibilityor the building designer. .{ �. 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bosom horde to he laterally braced et •i Y { �VVV � 7 o.c.and ail(/'o.a respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of it continuous sheathing such as plywood sheathing(TC)and/or arywall(BC). PA n U L R` DATE: 11/24/2015 the overall Soucture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requked where shown++ SEQ.: Ki5 5 612 3 4.No bad should be applied to any component until after all bhang and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater then 5.Design assumes busses are to be used in a non-sonosive environment TRANS I D: LINK design loads be appied to any component and are for'dry cond0on'of use. 5.CompuTrus has no control over and assumes no responsibility for„n 0.Design assumes full bei ng at all suppo s shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.oesign�amesadequate drainage isprovided. November 25,2015 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 TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP20 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-58) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 301V -16/ 63H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed - 0.059" '' T MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed - 0.072" 12 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" 8.00 7 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 m 0 41 F- ,a_ 0 clitilliill p2 111111 4 I M-3x4 b ), )- 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I -13 R .co�eaG I EFR s/ �4� 29 9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BS J1 v'I/ • Scale: 0.6860 WARNINGS: GENERAL NOTES, unless otherwise noted: V 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 �g OREGON 1'`' .Truss: BS J1 and Warnings before construction commences. building component Applicability of design pancorporacomponeremetere and proper r02.h1 compression web bracing moat be installed where shown+. incorporation of nt is the responsgner. 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 Al R y 15 J!G is the responsibility of the erector.Additional permanent bracing of 7 o.e.and at 1G cc respectively unless braced throughout their length by 17` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA /ti �'` DATE: 11/24/2015 the overall structure is the responsibility of the building designer. 3.2.r Impact bridging or labral bracing required where shown++ �"1 SEQ. : K15 5 612 5 4.No bad should be applied to any component until after all bracing and 0.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment. TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing et all support shown.shim or wedge i( EXPIRES: 12/31/2016 cassary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide whin joint center Imes. 9.Digits indicate size of pleb in inches. MiTek USA,InclCompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&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=23.1ft, 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), • TOTAL LOAD - 42.0 PSF load duration factor=l.6, NOTE: 2x4 BRACING AT 24"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical stud verticals. ica at Unbalanced live loads have been BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 15-10-11 10-08-10 15-10-11 T T T T 12 M-4x6 M-9x6 12 6.00 [ 3 4 5 6 0 6.00 boll 11,, 2 V n .0 I � � o M-3x5(S) M-3x5(5) o M-3x4 M-3x4 y 15-05-03 y 11-07-11 y 15-05-03 \cam"\ ,1oI N E��`ScS/O 1-03-08 42-06 2y :9782PE r JOB NAME : WESTWOOD PL2884—A HOGGANS PARK — Cl s ';_�/ Scale: 0.2009rr ,^ WARNINGS: GENERAL NOTES, unless otherwise noted: V _J 1.Builder and erection contractor should be advised of all General Notes 1.This design C based only upon the parameters shown end is for an individual 7 OREGON (., Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper -/11, 2 2.204 compression web bracing must be installed where shown 5. incorporation a component is the responsibility of the building designer. q Vq RY A 5 �Q, 3.Additional temporery bribing to insure stability during construction 2.Design assumes the tap and bottom chords to be throughouty braced at is the responsibility of the erector.Additional permanent bracing of Y tic.and at 10'os respectively unless braced Meir length by it continuous sheathing such as plywood rp(TC)and/or drywall(BC). PAUL,1 �'` DATE: 11/24/2015 the overall structure is the responsibility of the budding designer. 3.Zr Impact bridging or lateral bracing required where shown++ ry l,J L+ SEQ. : K15 5 612 6 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. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dryfull b "of use. 5.CompuTrus has no contra over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 ssary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage bprovided. November 25,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both feces of buss,and placed so their center TPINVI CA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate awe of plate in inches. MiTek USA,Inc./CompuTrus Software 7,6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-12=(-1040) 2853 3-12=(-256) 273 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-3240) 1261 12-13=( -831) 2986 12- 4=( -81) 980 WEBS: 2x4 KDDF STAND 3- 4=(-2991) 1219 13-14=) -532) 1983 4-13=(-648) 409 LOADING 4- 5=(-2303) 1069 19-15=( -816) 2423 13- 5=(-226) 698 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-11=(-1056) 2782 13- 8-(-129) 134 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=(-1984) 1038 8-19-(-217) 729 TOTAL LOAD - 42.0 PSF 7- 8=( 0) 0 14- 9=(-644) 908 8- 9=(-2311) 1065 9-15-(-133) 985 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2993) 1247 15-10=(-261) 336 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-(-3243) 1313 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 15.5" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1936V -203/ 210H 5.50" 3.10 KDDF ( 625) ** For hanger specs. - See approved plans 42'- 6.0" -297/ 1785V 0/ 08 5.50" 2.86 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 3.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ -1'- 3.5" Allowed = 0.172" MAX LL DEFL = 0.209" @ 23'- 11.6" Allowed = 2.079" MAX TL CREEP DEFL = -0.382" @ 23'- 11.6" Allowed = 2.772" MAX HORIZ. LL DEFL = 0.080" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.132" @ 42'- 0.5" 0-05-08 0-05-08 Design conforms to main windforce-resisting ,-,r f-r system and components and cladding criteria. 18-06-11 5-04-10 18-06-11 T f f ,r Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-05-05 5-10-13 5-09-01 5-04-10 5-09-01 5-10-13 6-05-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f f f :f f f f load duration factor=1.6, End vertical(s) are exposed to wind, 12 12 Truss designed for wind loads 6.00 M-4x656 =M-6x6 Q 6.00 in the plane of the truss only. M-5x6(S) . M-5x6(S) 0.25" 0.25" 9 e vO O 1 + o M-1.5x311\ M-1.5x3 I 3+ + co p O f m 3.00000r. 1_t I rri r I t I . --- 4:4, 12 13 14 15 +N.1 O I M-3x8 M-3x4 M-3x8 M-3x4 M-3x4 M-3x8 oI M18HS-3x18(5) M18HS-3x18(5) tcc`ED P R Ops ,I.' 9-04-11 y y8-08-07 y 6-03-11 y 8-08-07 y y 9-04-11 y �GC?\Cj� �C.NGINE9 s/0-v....... 1 y 12-00 is o6 12-00 l cr 8•782PE f 1-03-08 42-06 / .."7747\4:: ::). . JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C2 yr Scale: 0.1999 WARNINGS: GENERAL NOTES, unless otherwise noted: 174 OREGON O Notes Truss: C 2 and Warnings before construction commences. building component.1.Builder and erection contractor should be advised of all General 1.This design is based only upon the parameters shown and is for an individual „{) •Yl�,q aY. 2 t Applicability of design parameters and proper 7 2.214 compression web bracing must be installed where shown+, irworporetion of component is the responsibility of the building designer. dfr 3.Additional temporary bracing to insure stability during construction2.Design assumes the top end bottom chords to be laterally braced at //�� b the responsibility of the erector.Additional Pennanen bracing of Y o.c.and et 1D'o.c.respectively unless braced throughout their length by AI"�U L �` continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 11/24/2015 the overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ SEQ. : K 15 5 612 7 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a nonoonosive environment TRANS ID: LINK design loads be appliedtoanycomponent and are for'dry condition.ofuse. EXPIRES: 12/31/2016 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Lull bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. nece8°ary. November 25,2015 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes elo acted one drainage c is 555prov5. . 6.Plates shall be located on both faces of buss,and placed no their center TPIANICA in BCSI,wpbs of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA.Inc./ComouTrus Software+7.6.6-SP2(1Ly-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2- 9=(-1017) 2949 3- 9=(-330) 327 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2- 3=(-3238) 1260 9-10=( -771) 2948 9- 9=(-237) 692 WEBS: 2x4 KDDF STAND 3- 4=(-3101) 1322 10-11=( -425) 1803 4-10=(-714) 525 LOADING 4- 5=(-2429) 1176 11-12=( -751) 2299 10- 5=(-922) 1056 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2431) 1196 12- 8=(-1055) 2786 5-11=(-422) 1059 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3115) 1396 11- 6=(-715) 526 TOTAL LOAD = 42.0 PSF 7- 8=(-3248) 1325 6-12=(-299) 655 OVERHANGS: 15.5" 0.0" 12- 7=(-334) 378 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -318/ 1936V -237/ 295H 5.50" 3.10 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 42'- 6.0" -261/ 1785V 0/ OH 5.50" 2.86 KDDF ( 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 = 0.008" @ -1'- 3.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ -1'- 3.5" Allowed = 0.172" MAX LL DEFL = 0.201" @ 25'- 4.7" Allowed = 2.079" MAX TL CREEP DEFL = -0.376" @ 17'- 1.2" Allowed = 2.772" MAX HORIZ. LL DEFL = 0.078" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.128" @ 42'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-03 21-03 Wind: 140 mph, h=24.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f T load duration factor=1.6, 7-05-05 6-10-13 6-10-13 6-10-13 6-10-13 7-05-05 End vertical(s) are exposed to wind, q f f 1 1 1 '1 Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 Q 6.00 4.0" /- 5 ,h,' M-5x8(S) '� M-5x8(5) 0.25" 0.25" 6 i'1 11\ ',r� N I M-1.5x3 M-1.5x3 0 3 7 rn 33 0 c, I M-3x8 M-3x9 0.25" M-311 x4 0.25" M-3x88 I M-5x8(S) M-5x6(S) ���GJ lC.NG�N�fi9 /a2� l b l b 1 ,, y 8 09-19 8-03-06 8-03-06 8-03-06 8-09-14 ..1, 89 782 P E r 1-03-08 42-06 c7' NW JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C3 ,��!' ` Scale: 0.1449V 4, WARNINGS: GENERAL NOTES, unless otherwise noted: % � , ©REGON th '1 1Builder end erection contractor should be advised of all General Notes 1.This design is based only upon She parameters shown and is for an individual 9 j�C//�q RY ti 5 �,�• Truss: C3 and. wamings before construction commences. building component.Applicablity of design parameters and proper 2.2x4 compression web bracing must be instilled where drown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at PA UL R� is the responsibility of the erecter.Additional permanent bracing of 7 0.0.end et 1 V o.e.respectively plywood n braced throughout tlxb length by DATE: 11/29/2015 he ova allsimeureis heresponstail y of the building designer. 3.2sImpacontinctb sheathing lateralbracin�gr� where C) own00ywan(Bc). SEQ. : K1556128 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, b TRANS ID: LINK designloadsbeappliedtoanycomponent. and are for"dry condition.of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design sesames full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. November 25,2015 6.This design is furnished subject to the limitations set forthb 7.Plates assumes sed on drainagette is truss, Y B.Plates shall be located on both aces of truss,and placed so their center TPIN/TCA in BCSI,copies of which will be fomlehed upon request lines coincide with Hint center lines. 0.Digits indicate owe of plate in inches. MiTek USA.Inc./ComouTrus Software r7.6.6SP2(1 L)-E o This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3857) 1873 10-12=4 -226) 681 10- 1=(-1749) 868 15-16=( -631) 2051 BC: 2x4 ROOF #1&BTR SPACED 29.0" O.C. 2- 3=(-3689) 1706 12-13=(-2139) 4419 1-12=(-1871) 3808 5-16=(-1007) 659 WEBS: 2x4 KDDF STAND; 3- 9=(-3020) 1427 13-15=(-1387) 3277 12- 2=(-1690) 927 16- 6=) -591) 1051 2x4 KDDF #1&BTR A; LOADING 9- 5=(-2981) 1515 14-16=4 -55) 195 2-13=)-1159) 769 6-17-) -911) 1069 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2907) 1331 16-17=4 -963) 1752 13- 3=( -92) 395 17- 7=( -718) 522 DL ON BOTTOM CHORD= 10.0 PIP 6- 7=(-2382) 1219 17-18=4 -808) 2299 3-15=4 -735) 528 7-18-) -289) 698 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-3078) 1393 18- 9=(-1062) 2792 4-15=) -251) 182 18- 8-) -331) 376 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-3258) 1333 14-15=4 -1) 97 LL = 25 PSF Ground Snow (Pg) 15- 5-) -579) 1077 t,. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -258/ 1766V -246/ 227H 5.50" 1.19 KDDF (1485) 92'- 6.0" -256/ 1795V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.290" @ 12'- 6.5" Allowed = 2.079" MAX TL CREEP DEFL = -0.988" @ 12'- 6.5" Allowed = 2.772" MAX HORIZ. LL DEFL = -0.124" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.197" @ 92'- 0.5" Design conforms to main windforce-resisting 2-09-10 18-05-06 21-03 system and components and cladding criteria. T f f f Wind: 190 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2-09-10 4-11-11 4-09-15 4-01-04 4-06-08 6-10-14 6-10-14 7-05-05 T T T T T T T '' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRs(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 c' M-4x6 6.00 Truss designed for wind loads 9 0" in the plane of the truss only. 14 INM-5x8(5) Note: Legdown not checked for any lateral loads. M-5x6(5) M-3x5 The design shall be reviewed and approved by 5 Project Engineer or qualified building designer 0.25" for lateral load and lateral stability. 0.25" 9 .v At M-3x4 / r .5X31.5x3 M-5x6 M-9x10 1 c Bt.4 AllihllillikN..-' � eo ar '' A-10 12 13 0l 5' `KW = *I4-3x6 M-3x4 ,, 14 r• 1618 *9 0 M-3x10 M-1.5x3 M-7x8 0.2547 M-3x4 M-3x8 I M-5x10 M-5x8(S) �9 .O PROpe0 y > y y . y )' 5� GINE o.c.$ 2 06 02 4-11-11 5-01-07 y 4-03 8-04-07 8-04-07 8-10-14 l ,S\ ' .' FR Q * lz-05 oa 30-00-08 , - 8.782PE v' 42-06 • . JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C4 rr Scale: 0.1951 '^ WARNINGS: GENERAL NOTES, unless otherwise noted: 9A_OREGON O~_J 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual �1,9-�y 1 R Y ` �P Truss: C4 and Wamings before construction commences. building component.Applicability of design parameters and proper ` 2.2a4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.AddSonel temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at NA U L R is the responnbility of the erector.Additional permanent bracing of o o.c.end at 10'ea o.c.respectively unbar braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/24/2015 the overall structure is he responsibility of the building designer. 3.20 Impact bridging or latent'bracing required where shown++ SEQ. : K15 5 612 9 4.No load should be applied to any component until after all bracing and 4.Installation of toes is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes theses are to be used in e non�n"m a environment. EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. and are fr"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supporto shows.Shim or wedge if Aes November 25,2015 fabrication,handling,sNpment and installation of components. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate on drainagefcis 5000provided. 6.Plates shall be located center both faces of truss,and placed so their center TPIMlfCA in BCSI,copies of which will be furnished upon request linea coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.8.7(1D-E This design prepared from computer input by a PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3248) 1325 1- 8=(-1049) 2961 2- 8=(-333) 377 11- 6=(-333) 377 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-3112) 1393 8- 9=( -770) 2451 8- 3=(-296) 651 WEBS: 2x4 KDDF STAND; 3- 4=(-2431) 1196 9-10=( -925) 1805 3- 9=(-716) 525 2x4 DF STAND A LOADING 4- 5=(-2431) 1196 10-11=( -765) 2300 9- 4=(-422) 1058 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-3112) 1393 11- 7=(-1055) 2786 4-10=(-922) 1058 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3248) 1325 10- 5=(-716) 525 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF 5-11=(-296) 652 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -262/ 1785V -234/ 239H 5.50" 2.86 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 92'- 6.0" -262/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.201" @ 25'- 4.7" Allowed = 2.079" MAX TL CREEP DEFL = -0.370" @ 25'- 4.7" Allowed = 2.772" MAX HORIZ. LL DEFL - 0.079" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.129" @ 42'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, 21-03 21-03 Truss designed for wind loads f f in the plane of the truss only. 7-05-05 6-10-13 6-10-13 6-10-13 6-10-13 7-05-05 T T T T T T T 12 12 6.00 M-4x6 Q 6.00 4.0" 4 .lS( M-5x8(S) +tea M-5x8(S) . 5.,•• •••••",./..11M2 5" F 0 25" 3 5 0 rV M-1.5x3ir\ / 11411pr\ M-1.5x3 2 M 0 A 0 0 1**M-3x8 M-3x4 6.25" 0.251'° M-3 x44 M-3x8 0i NAOxt +M sb(s) M sxy(s) 45:- . GEF5�1 l y � 'e / 8-09-14 8-03-06 8-03-06 8-03-06 8-09-14 S 6) C21,2y y c�, 9 42-06 89782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C5 i Scale: 0.1971 '.7- ./ - 1.WARNidG9: G. deNOTsb, unyupohope mate v OREGON e5 Truss: C 5 1.Builder s.ngd of oonsburr should be nce sed of all General Notes Thislbudilding is based only upon the p design etn and is for an iMiv duel end VJamings before consbuction commences. building component Applicability Of design parameters and proper 2.2x4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the budding designer. 1,9 xi R Y _\<$°• 3.Additional temporary bracing b insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �v is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10 o..respectively unless braced throughout their length by (R] DATE: 11/24/2015 the overaf s rueture is the responsibility of the building designer. continuous sheathinginsuch as plywood requsheatired where)shownand/*r drywall(BC). Pq U L 3.2x Impact bridging or lateral bracing required ++ SEQ. : Ki5 5 613 0 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge d EXPIRES: 12/31/ 2016 / fabrication,handling,shipment and installation of components. 7.Design adequate drainage is provided. November 25,2015 8.This design is furnished subject to the limitations set forth by S.Plates shall be located on both fans of buss.and placed so their center TPINVTGA in SCSI,copies of which will be furnished upon request lines coincide with joint center linea. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19t8(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1LBTR LOAD DURATION INCREASE = 1.15 1- 2=(-3860) 1740 1- 9=(-2516) 4086 1- 2=(-3860) 1740 12- 6=( -529) 1631 BC: 2x9 ROOF #15BTR SPACED 24.0" O.C. 2- 3=(-2597) 903 9-10=(-2518) 4083 9- 2=( 0) 308 6-14=(-2685) 1022 WEBS: 2x9 ROOF STAND 3- 4=(-1353) 733 10-11=(-3562) 4579 2-10=(-1286) 885 6- 7=(-5386) 5756 LOADING 4- 5=(-2193) 1249 11-12=(-4989) 5556 10- 3=( -358) 767 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3914) 2780 12-13=(-4980) 4691 3-11=(-1665) 1069 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5386) 5756 13-14=(-3526) 3237 11- 4=( -330) 955 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 65 14- 7=(-2051) 1739 11- 5=( -521) 650 OVERHANGS: 0.0" 15.5" 5-12=( -727) 344 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -753/ 2037V -246/ 238H 5.50" 3.26 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 32'- 3.0" 0/ 140V 0/ OH 123.00" 0.22 KDDF ( 625) considered for this design. 35'- 0.7" -953/ 2750V 0/ OH 123.00" 4.90 KDDF ( 625) 42'- 6.0" -2542/ 2573V 0/ OH 123.00" 4.12 KDDF ( 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 = -0.153" @ 14'- 5.1" Allowed = 1.590" MAX TL CREEP DEFL = -0.245" @ 14'- 2.4" Allowed = 2.119" MAX LL DEFL = 0.008" @ 43'- 9.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ 43'- 9.5" Allowed = 0.172" MAX HORIZ. LL DEFL = -0.171" @ 35'- 0.7" MAX HORIZ. TL DEFL = 0.193" @ 35'- 0.7" 21-03 21-03 .l ' f COND. 3: 250.00 PLF SEISMIC LOAD. 7-05-05 6-10-13 6-10-13 6-10-13 6-10-13 7-05-05 SHEARWALL 32.25 to 42.50 T T T T 1' T T NOTE: TRUSS DESIGN ASSUMES UNIFORM 12 12 HM-4x4 SHEAR TRANSFER 6.00 \I 6.00 4.0" Design conforms to main windforce-resisting 4 fin' system and components and cladding criteria. M-5x6(5) 4 M-5x6(5) Wind: 190 mph, h=24.500, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0.25"000000°.°1111°.°°°°' .25" 25e End vertical(s) are exposed to wind, 3 5 Truss designed for wind loads 0 Flet in the plane of the truss only. I .-1 M-3x8 M-7x8 0 eN M-1.5x3 + ,M-1.5x3 co co 0 7 0 1.---"' s _ »w 0 1** 9 10 11 12a1 CQ P of M-3x10 M-1.5x3 0.25" M-3x8 0.25" 13 M-5x6 0 ```�D n OFFS M18HS-5x16(5) M18HS-5x16(5) M-7x8 �5� 0NG�NEF9 `r�0 y 7-05-05 y 6-10-13 y 6-10-13 y 6-10-13 y 4-01-03 2-09-11y 7-05-05 y y ,,.._."4/ It 89 782 P E 2It 42-06 1-03-08 JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C6 041. S . . v . Scale: 0.1581 WARNINGS: GENERAL NOTES, unless otharoosa rated: 9 OREGON � 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�(�,Q R Y 5 (7.„4::)�Q� Truss: C6 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 buildup designer. J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et PA U L R- is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/25/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or Eaters!bracing required where shown++ SEQ.: K15 5 613 1 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of Che respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are toe used in a sonconoeive environment, b TRANS ID: LINK design loads be applied Da any component. and are for"dry condition.ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for Che 6. sceassumes full bearing at all supports shown.Shim or wedge if fabrication.handling.shipment and installation of components. ry. November 25,2015 7.Design assumes adequatedrainage Is provided. 8.This design is furnished subject to the limitations cot forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIO MICA in SCSI.copies of which will be famished upon request. Imes coincide with pint center lines. H.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software+7.6.6-SP2(1Ll-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3297) 1326 1- 9=(-1050) 2969 2- 9=(-333) 377 BC: 2x9 RODE' #1&BTR SPACED 29.0" O.C. 2- 3=(-3111) 1394 9-10=) -733) 2459 9- 3=(-296) 651 WEBS: 2x4 KDDF STAND; 3- 4=(-2931) 1196 10-11=( -419) 1813 3-10=(-716) 525 2x4 DF STAND A LOADING 4- 5=(-2429) 1176 11-12-) -765) 2301 10- 9=(-922) 1058 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3102) 1322 12- 7=(-1011) 2773 4-11=(-422) 1056 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3238) 1260 11- 5=(-714) 525 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 65 5-12=(-238) 643 12- 6=(-331) 327 OVERHANGS: 0.0" 15.5" LL = 25 PSF Ground Snow (Pg) 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) ** For hen ger s acs. - See approvedLIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -261/ 1785V -245/ 237H 5.50" 2.86 KDDF ( 625) g p plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 92'- 6.0" -318/ 1936V 0/ OH 5.50" 3.10 KDDF ( 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 = 0.200" @ 17'- 1.3" Allowed - 2.079" MAX TL CREEP DEFL = -0.369" @ 17'- 1.3" Allowed = 2.772" MAX LL DEFL = 0.008" @ 43'- 9.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ 43'- 9.5" Allowed = 0.172" MAX HORIZ. LL DEFL = 0.079" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.129" @ 42'- 0.5" Design conforms to main windforce-resisting 21-03 21-03 system and components and cladding criteria. 7-05-05 6-10-13 6-10-13 6-10-13 6-10-13 7-05-05 Wind: 140 mph, h=29.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f f T f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 4.0" 4 . M-8x8(S) "tiM-8x8(S) 0.25" 0.25" 3� >15X3 /\ . -1.5x3rn I 0 1** 9 1� 12 7 0 M-3x8 M-3x4 8.25" 0.25 o M-3x4 M-3x8 I M-5x8(S) M-5x8(S) 'c��ED PR�FFss l y 1 b 1 y \Cj NG;8:0 EFn /©8-09-14 8-03-06 B-03-06 8-03-06 8-09-14yy �Gi � 9l42-06 1-03-08 892PE9�JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C7 ► Scale: 0.1533 - 4,111 WARNINGS: GENERAL NOTES, unless otherwise noted: V OREGON �4D 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 individual174t/ OTruss: C7 and Warnings before construction commences. bufding component.Applicability of design parameters and proper 15' 2.2x4 compression web Mating must be installed where shown a, incorporation of component is the responsibility of the building designer. 2.Design assumes the top end bottom chords to be laterally braced at �9,4�q RY 15 Z t�,\� 3.Additional temporary bracing to insure stability during construction 7 oo.and at 1tl o.c.respectively unless braced throughout their length by is the responsibility of the crests,Addy oft permanent Madre of continuous ssheathing such as plywood sheathing(TC)and/ordrywall(BC). C) UL RAJ DATE: 11/24/2015 the owe all structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown« SEQ.: K 15 5 613 2 4.No load should be applied to any component until after all bracing and 4.Installation of cuss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition of use. 5.ComWTnn hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if "esignas. EXPIRES: 12/31/2016 kbrkation,handling,shipment and irrehrdabo of components. 7.Design assumes adequate drainage is provided November 25,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,lnciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basicconnector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by f PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3294) 1313 1-12=(-1055) 2875 2-12=(-262) 337 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2993) 1246 12-13=( -777) 2494 12- 3=(-133) 490 WEBS: 2x4 KDDF STAND; 3- 4=(-2302) 1061 13-19=( -595) 1992 3-13=(-649) 409 2x4 DF STAND A LOADING 4- 5=( 0) 0 19-15=( -828) 2420 13- 4=(-239) 648 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1984) 1025 15-10=(-1090) 2778 13- 7=(-129) 135 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-14=(-217) 728 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2311) 1070 19- 8=(-641) 907 8- 9=(-2990) 1219 8-15-( -84) 479 LL = 25 PSF Ground Snow (Pg) 9-10=(-3240) 1262 15- 9=(-259) 274 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=( 0) 65 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 15.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -247/ 1785V -210/ 203H 5.50" 2.86 KDDF ( 625) 42'- 6.0" -303/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.209" @ 23'- 11.6" Allowed = 2.079" MAX TL CREEP DEFL = -0.382" @ 23'- 11.6" Allowed = 2.772" MAX LL DEFL = 0.008" @ 43'- 9.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ 43'- 9.5" Allowed = 0.172" MAX HORIZ. LL DEFL = 0.080" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.132" @ 42'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 18-06-11 5-04-10 18-06-11 T '' T T Wind: 190 mph, h=23.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-05-05 5-10-13 5-10-13 0-03-12 5-04-10 0-03-12 5-10-13 5-10-13 6-05-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T , ft ft , ,' f load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 M-4x6 -1M-6x6in the plane of the truss only. 45 6 Q 6.00 M-5x6(S) M-5x6(5) 0.25" 0.25" 8 GG M-1.5x3 4411/ M-1.5x3 + • \sts,,... M o A o a o 1** 12 ld.25" 0.254 5 �1 � ��Ep PR pFFs II M-3x8 M-3x4 M-3x4 M-3x8 0 M-5x8(5) M-5x6(5) b b y y y b \C !NGINEFA `>0 9-04-11 8-08-07 6-05-07 8-06-11 9-04-11 y y ,G [i 19 1 l 42-06 1-03-08 :9782PE �I- JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C8 ' r Scale: 0.1533 ,� T III WARNINGS: GENERAL NOTES, unless otherwise noted: v Truss: C8 1.Builder and erection contractor should be advised ofaAGeneralNobs 1.This design is based only upon the parameters shown and is for an individual , -v •REGON fib, ,Q and Warnings before construction commences. building component Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chorda to be laterally breed at incorporation of component is the responsibilty of the building designer. Ciq RY 16 Z �� 3.Additional temporary bracing to insure stability during construction la the responsibility of the erecter.Additional permanent bracing of 2'o.c.end at 1fYee o.c.respectively unbar b ezedethinffc)en throughout their length by V continuous sheathing such as plywood shod ng(TC)and/or drywall(BC). PA UL +�'` DATE: 11/24/2015 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or labral bracing required where shown++ SEQ.: Ki5 5 613 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respect.contractor. fasteners are compote and at no time should any bads greater than 5.Design assumes Busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied b any component and are for%dry condition•of use. 5.Com True has no control over and assumes no r 8.Design assumes full bearing et all support shown.Shim or wedge if EXPIRES: 12/31/2016 W responsibility for the very fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. .Digits indicate eine p poo inches. Mi7ek USA,Inc./Com uTrus Software 7.6.7SP2 1L-E 10 For basiconnector plate design values see EBR-1311,ESR-1888(Mi7ek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting e 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=23.1ft, 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), TOTAL LOAD = 92.0 PSF load duration factor=l.6, NOTE: 2x9 BRACING AT 24"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for considered for this design. P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, complete specifications. 15-10-11 10-08-10 15-10-11 < 1' 1' T 12 M-4x6 M-4x6 12 6.00 p 3 4 6.00 2 5 Q co 0 1 n m 6 C:, L13 Cu I as M-3x5(S) M-3x5(S) o M-3x4 M-3x4 y 15-05-03 y 11-07-11 y 15-05-03 „So• ANG N4.. t•/O y _ 2 42-06 44. 1-03-08 '9 Q 9782PE I- JOB NAME : WESTWOOD PL2884—A HOGGANS PARK — C9 Scale: 0.2009 WARNINGS: GENERAL NOTES, unless otherwise noted: d% 143 Truss: C9 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 S A OREGON gyp" Q and w mings before consbuction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary Mating to insure stability during construction 2.Design assumes the by end bottom chords to he laterally braced et Y 1 �G- is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by V DATE: 11/24/2015 the overall structure is the responsibility of the building designer. 2r Impact sheathing such as plywood requisheetred here s and/or drywall(BC). A/4 U L �` 3.Dt Impact bridging or labral bracing required where shown++ SEQ. : Ki5 5 613 4 4.No load should be applied to any component until after all bracing and 4.Inshllabon of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for•dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ssary. EXPIRES: 12/31/2016 bbrication,handling,edeublntar thelinlationofooml>onents. 7.Design assumes adequate drainage is provided. November 25,2015 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 TPINVECA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plata in inches. MiTek USA,Inc.ICompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plats design values see ESR-1311,ESR-1986(MTek) This design prepared from computer input by Y Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 29'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 a BC: 2x4 KDDF #1&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=22.8ft, 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), TOTAL LOAD = 42.0 PIF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 14-06 14-06 T T T 12 IIM-4x4 12 6.00 I:7' 3 Q 6.00 11. (-0 ,,.iiillllllllllllIl1dIIIllI %I 11 iiiiiin_ HI rn 1 I O M-3x5(S) O M-3x4 M-3x4 y 12-00 y 17-00 ��E0 PRbp +, 1—o3 oe 29-00 ,G?y C.NGIN�1 /029 Q :9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - D1 ./ Scale: 0.2820MINIWARNINGS: GENERAL NOTES, unless otherxiss noted: / V / 40 1.Builder end erection contactor should be advised of all General Noma 1.This design is based only upon the parameter:shown and is for an individual -92 OREGON ,...Z.• Q' Truss: D1 and Warnings before construction commences. building component Applicability of design parameters end proper 1/ Z 2.2s4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '4 R Y y �(j� 3.Additional temporary bracing m insure stability during construction 2.Design assumes the tap and bottom chords w be laterally braced at J 's the res bili f the erector.Adamonal permanent bracing of r o.o.and at 1a o.c.respectively unless braced throughout their length by k \ pons' ty o n. DATE: 11/24/2015 the overall structure continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). re is e responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : El5 5 613 5 4.No had should be applied to any component until afar all bracing and 4.Installation of truss is the responsibility of the respectve contractor. tasteners are complete and at no time should any loads greater than 5.Design assures trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be appled to any component. and are for'dry condition'.of use. 5.CompuTrus has no control over end assumes no responsibility for the 8 Design assumes full lees ng a all suppo ta shown.Shim or wedge if EXPIRES: 12/31/2016 mcessary. fabrication,handing,shipment and etallationofcomponents. 7.Design assumes adequate drainage iad. November 25,2015 6.This design is famished subject to the limitations set font by 8.Plates shall be located on both faces of buss,and placed so their center TPSWICA in SCSI,copies of which will be furnished upon request. Ives coincide with joint center lines. 9.Digits inchoate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 29-00-00 GIRDER SUPPORTING 92-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 DF 22900F LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-23373) 5291 1- 8=(-9605) 20673 8- 2=1 -873) 9068 11- 6=(-9029) 951 BC: 2x8 KDDF SS 2- 3=(-19259) 9365 8- 9-(-9578) 20553 2- 9=(-9026) 951 6-12=( -873) 4068 WEBS: 2x4 KDDF STAND; LOADING 3- 9=(-14838) 3408 9-10=(-3720) 16905 9- 3=(-1305) 5879 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-14838) 3908 10-11=(-3720) 16905 3-10=(-5598) 1319 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 0'- 0.0" TO 29'- 0.0" 18- 6=(-19259) 9365 11-12=(-4578) 20553 10- 4=(-2958) 12960 BC UNIF LL( 506.2)+DL( 369.2)= 870.5 PLF 0'- 0.0" TO 29'- 0.0" \6- 7=(-23373) 5241 12- 7=(-4605) 20673 10- 5-(-5598) 1319 TC LATERAL SUPPORT <= 12"OC. UON. 5-11-(-1305) 5879 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -1"---- ( 3 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -3041/ 13550V -193/ 143H 5.50" 21.68 KDDF ( 625) Attach 3 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 29'- 0.0" -3041/ 13550V 0/ OH 5.50" 21.68 KDDF ( 625) AA nails staggered: /fin 9" oc in 1 row(s) throughout 2x4 top chords, /x\/x\/x\ 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.230" @ 19'- 0.9" Allowed = 1.909" MAX TL CREEP DEFL = -0.466" @ 19'- 0.9" Allowed = 1.872" MAX HORIZ. LL DEFL = 0.063" @ 28'- 6.5" MAX HORIZ. TL DEFL = 0.106" @ 28'- 6.5" 14-06 14-06 Design conforms to main windforce-resisting f T 4' system and components and cladding criteria. 5-09-07 4-05-03 4-03-07 4-03-07 4-05-03 5-09-07 ' T 4' 1' 4' 4' ,Wind: 190 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8load duration factor=1.6, 6.00 Q 6.00 End vertical(s) are exposed to wind, 8.0" Truss designed for wind loads 4 ,/' T in the plane of the truss only. 3'1" 2M-3x83x8 6 B M-3x6 2 M-6x16 M-6x16 CD n � � � :7.0 1,._ r1-1 CD rj,_ ] 1 8 9 10 11 12 7 o M-3x5 M-3x10 M-7x10 -M-10x10 M-7x10 M-3x10 M-3x5 l 0 M18HS-7x14(S) b k k k b ). b 5-07-11 4-03-07 4-06-15 4-06-15 4-03-07 5-07-11 G c , ee y 16-00 y 13-00 y �J'�`�NGp E�css/O y 29-00 y �� R 29 8.782PE r" JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - D2 Scale: 0.2180 / ' J• " //w� _� WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ " J 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual -v OREGON O' Truss: D2 and Warnings before construction commences. bolding component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. +A CiA1 RY 5 2 Q• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords b he laterally braced at 7 �� is tlx responsibility of the erector.Additional pemsnM bracing of 7 en.and at 1C/on.respectively unless braced throughout their length by DATE: 11/24/2015 the overall structure is the reaannnaous sheathing such as plywood sheet whereC)and/or drywall(6C). �JA 1 L Ck� responsibility of the building designer. 3.2z Impact bridging or labral bracing required shown i• r'1 V SEQ. : K15 5 613 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. end are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsiWEty for the 6.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES: 12/31/2016 mammy. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 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 TPINVFCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L)-E 0 ForDb indicaten size r pf late ininches. vol P ( 1 9. baic caiee plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 a BC: 2x4 KDDF #16BTR SPACED 24.0" D.C. 2-3=(-58) 28 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -64/ 301V -15/ 59H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -30/ 2571 0/ OH 5.50" 0.09 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" -/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=l.6, 0 I Truss designed for wind loads oo in the plane of the truss only. 0 r f � o i o f 21,1....i ...4411 1 b 1 1-00 2-00P R PROVIDE FULL BEARING;Jt5:2,4,3 w5�� ,NGINER s�0 c. :9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - EJ1 ''''„,e.;� Scale: 0.9690 WARNINGS: GENERAL NOTES, unless otherwise noted: " V _J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 174t,OREGON B Truss: EJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.Dt4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Me budding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at 9 q R y 5 J� is the responsibility of the erecter.Additional permanent bretlng of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by !` DATE: 11/24/2015 the overall structure is the responsibility of the budding designer. 3.D Impact bridging ocontinuous r lateral bsuch asracig required whered shoawn*it drywall(BC). PA 1 '1 �` SEQ. : Ki5 5 613 7 4.No led should be applied to any component until after all bracing and 4.Installation of truss is the reeponsibtiy of the respective contractor. t 11+ fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition.of use. 5.CampuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and paced so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines ooindde with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InclCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web) r This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-58) 28 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -69/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8.00 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.003" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL - -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0load duration factor-1.6, ITruss designed for wind loads min the plane of the truss only. 0 f �r oa0 /°111°1131pp...." 1 4 l b b 1-00 2-00ci& PR (PROVIDE FULL BEARING;Jts:2,4,3 f_\�'`" cIN���7s/O tv ,V 9 29 4t 89782PE c--- JOB JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - EJ2 ,„ ..... Scale: 0.9690 -✓ NMI / '_Jw WARNINGS: GENERAL NOTES, unless otherwise noted: V 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 indiidual "7, OREGON 2cs" Truss: EJ2 and Warnings before construction commences. building component Applicability of design parameters end proper 2.2s4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building tleaigner. 11 A p,`- A G 3.Additional temporary bracing to insure stability during consWction 2.Design assumes the top and bottom chords to be laterally braced et 7 'l Y :J e the responsibility of the erecter.Additional permanent bracing of Y o.e.and at 10 o.c.respectively plywood s braced throughout their length by continuous&loathing such as here)and/or drywall(BC). PA U L `;A DATE: 11/24/2015 the overall sbucture is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown 0 0 SEQ. : 1<1556138 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are for nary condition.of use. 5.CompuTrus has no control over and assumes no respon&ibidry for the 6.Design assumes full bearing et all supports shown.Slim or wedge if EXPIRES: 12/31/2016 mcassary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,201 5 S.Thisis design is furnished subject to the limitations set font by B.Plates shall be bated on both faces of buss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint anter lines. 9.Digits inflate size of plate in inches. MiTek USA,IRC./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-191313(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2`- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 63 2-4=(0) 0 s BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -66/ 301V -14/ 56H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.2" -16/ 38V 0/ OH 1.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-10-03 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed - 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 9.4" MAX HORIZ. TL DEFL - -0.000" @ 1'- 9.4" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 111111111111 r � M-3x4 y y l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,9,3 Vik° PR Fss c4r �NGI NEER 4449 8.782PE JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - ESJ1 / • • Scale: 0.6860 " g• rr WARNINGS: GENERAL NOTES, unlessotharvnse noted: V _') 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 OREGON �'� Truss: ESJ1 ant N4mings before construction commences. building component Applicability of design parameters and proper 2.2,4 compression web bracing must be installed yellers sloven+, iroorporetion of component is the responsibility of the building designer. 1, y 15 2 4Q, 3.Additional temporary bracing b insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at 7 is the responsibility of the erecter.Additional permanent bracing of 7 a.c.and at 10'o.c.respectively unless braced throughout their length by ll 1�. continuous sheathing such as plywood sheathing(TC)annoy drywall(BC). Aq 1 I 1 �` DATE: 11/24/2015 th the overall structure is e responsibility of the building designer. 3.2K Impact bridging or lateral bracing required where shown++ SEQ. : El5 5 614 0 4.No bad should be applied to any component anti after all bracing and 4.Installation of 55,5515 the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component and are for"dry condition"of use. 5.CampuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 sssry. fabrication,handling,shipment and installation of components. 7. gn assumes adequate drainage is provided. November 25,2015 6.This design is famished subject to the limitations set forth by 6.Plates shall be located on both faces of buss,and placed so their center TPIANFCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits inchoate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r This design prepared from computer input by PACIFIC LUMBER: Larry M r LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-61) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -38/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 0.0" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" f '' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.038" MAX BC PANEL LL DEFL = 0.003" @ 1'- 5.1" Allowed = 0.104" 12 MAX BC PANEL TL DEFL = -0.002" @ 1'- 6.2" Allowed = 0.139" 8.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 0 Truss designed for wind loads in the plane of the truss only. 0 co 0 o I M-3x4 1-00 3-00 (PROVIDE FULL BEARING;Jts:2,3,4 I •\��E0 P R OFFS, `cG,•0 �NGINE`i?"'ANSI :9782PE �r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - FJ1 " J Scale: 0.6849 i AVIV WARNINGS: GENERAL NOTES, unless otherwise noted: t / 1Builder and erection eonbactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual . y' •R EG O NP Truss: FJ 1 and Warnings before construction commences. building component Applicability of design parameter:and proper V/ , A` 2.2x4 compression web bracing must be installed where shown+, inorotion of component is the responsibility of the building designer. C/ V (C(} cory3.Additional temporo brad to insure stability dein 2.Design assumes the top and bottom chords n be laterally braced at AlAq y 15 ,ie temporary er l p g constructor 2'o.c.and at 10'o.c.respectively unless braced throughout their length by //.w� n the responsibility of the erector.Additional boldin dbwdrg of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). - A U L �` DATE: 11/24/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K15 5 6141 4.No load should be applied to any component unn after all broeng and 4.Installation of Suss is the responsibdity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID• LINK design loads be applied to any component. and are for'dry condton'of use. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if rosssry. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faros of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. indicate sire platef ininches. USA,Inc.iCom uTrus Software 7.6.7SP2 1L-E 1Forbasisconnector plan design valu es see ESR-1311,ESR-1988(MTek) i' This design prepared from computer input by PACIFIC LUMBER: Larry M S LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 » BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -48/ 306V -22/ 78H 5.50" 0.49 KDDF ( 625) 2'- 9.2" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" -32/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8.00 G7 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 9.4" Allowed = 0.197" 3 -/ MAX TC PANEL TL DEFL = -0.003" @ 1'- 9.4" Allowed = 0.295" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.2" /' 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, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 I load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. ' N r /- o o I ► 4 M-3x4 11110=411111 1 y b 1-00 3-00 'PROVIDE FULL BEARING;Jts:2,4,3 I '��R�D PROFFss „�\c3 �NGINEFR /o-�'r :9782PE JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - FJ2 " y Scale: 0.8605MI WARNINGS: GENERAL NOTES, unless otherwise noted: (/ / 1Builder and erection snntrenter should be advised of all General Notes 1.This design b based only upon be paremetere shown and is for an individual y�" •R EG O N O N. . Truss: FJ2 and Waminga before conabection commences. building component.Applicability of design parameters and proper 'y� 2 cQ' 2.hie compression wale bating must be installed where shown+. incorporation of component b the responsibility of the building designer. 3.Additional tem bred m insure stability during construction 2.Design assumes the fop and bottom chords ler m he laterally brad at '9 R Y 5 J� temporary 7 c.c.and at 1P on.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood heaths g(TC)and/or drywall(BD). F'A UL R' DATE: 11/29/2015 the overall structure is the responsibility of the building designer. 3.ar Impact bridging or labral bracing required where shown++ SEQ. : K 15 5 614 2 4.No bad should be applied m any component until after all bracing end 4.Installation of truss b the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D' LINK design loads be applied m any component and are for'dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility ler the 6.Design assumes fill bearing at all supports shown.Shim or wedge B EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIAMICA in BCSI,copies of which will be furnished upon request bras coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) • • This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE 1.15 1-2=(-33) 30 1-3=(0) 0 a` BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -12/ 96V -12/ 32H 5.50" 0.15 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.1" -31/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-01 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 TC PANEL LL DEFL - 0.002" @ 1'- 2.6" Allowed - 0.110" 12 MAX TC PANEL TL DEFL - 0.001" @ 1'- 2.6" Allowed = 0.165" 8.00 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 2 -/ in the plane of the truss only. ' r J- 0 I I 1 IMMO 3 M-3x4 b y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 I ,<<,G�NG F F,9`SS(2 :9782PE JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - FSJ1 ' Scale: 0.7563 ,•� WARNINGS: GENERAL NOTES, uMeasothenvise noted: CI .Truss: FS J 1 and Warnings before construction commences. building 1.Builder and erection contractor should be advised of all General Nobs 1.This design a based only upon the parameters shown and is for an individual ncorpora9�"V•R EG O N dding comUon oponent.Applicability of design parameters and proper "V , Z� Q' 2.2r4 compression web bracing moat be installed where shown+. ir component e responsibility bre esigner. t is the of building d 3.Additional temporary bracing to insure stability during construction 2.Design assumes the bm y and bottom chorda be laterally braced at '9 q R y 15 J!G is the responsibility of the erecter.Additional permanent bracing of 7 0.5.and at 17 o.c.respectively unless braced throughput their length by continuous sheathing such as plywood here)and/or drywall(BC). AA I ' DATE: 11/24/2015 the overall structure is the responsibility of the building designer. 3.Sc Impact hedging or labial bracing required where shown a a A UL SEQ. : K 15 5 614 4 4.No load should be applied to any component WISH after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used m a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for Bre 8.Design assumes full beating at all supports shown.Shim or s edge t EXPIRES: 12/31/2016 fabrication,handling,shipment and insbdabon of components. 7.Desin assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.MiTek USA,Inc./Com uTrus Software 7.6.7-SP21L-E 0 Digitsriscite eiceplf ateinignlval P ( � 10.For basic connector plate design values see ESR-1311,EBR-1888(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Damage 1 I I (Drawings not to scale) or Personal Injury offsets are indicated. 1 rY =M= Dimensions are in ft-in-sixteenths. 1114‘,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q-1/16" wide truss spacing,individual lateral braces themselves L\11 W EBS 4 may require bracing,or alternative Tor I (Y p bracing should be considered. IAI O r � U �� O 3. Never exceed the design loading shown and never n U stack materials on inadequately braced trusses. °O 0 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 Or designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0 iia' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unleshall s othxcee noted, tufe bricati no.lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated b symbol shown and/or SYP represents values as published specified. �/ Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. tiMldIP reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®fie 18.Use of green or treated lumber may pose unacceptable 1.7.'1,1 �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI(: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. e Teke is not sufficient. 4 BCSI: Building Component Safety Information, M20.Design assumes manufacture in accordance with rrGuide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013