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Plans (78) /mss 7-;#1-6/'j' cif 6.y F(5)-0 SSW Lc7 K cc tv IHANDI1.14 CUT J s✓ / / 3:12 X 4.A A t 1 ' 1 I- r OJfrH P4821 &'isa I e'-' 1F 8 N s 8 / i'„ 8 /si / �/ iq /I MUS26 .L k I :• Y INC C2 ro 1118 ci L. - 10'4' 14f-0'1 18'-0' -I 20-0' BUILDER: ®Copyright CompuTrus Inc.2006 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS ANDERSON 11/25/14 PLACEMENTONLY.REFERTO PROJECT TITLE: TRUSS CALCULATIONS AND REVISION-1: ENGINEERED STRUCTURAL � I. 16608-ANDERSON-SPRUCE VILLAGE DRAWINGSGNEGINEERFOR ALL BUILDING FURTHER umber INFORMATION.BUILDING DESIGNER/ENG RAL N RECORD �N:k DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS 1 A TO TRUSS CONNECTIONS.BUILDING CHECKED BY: DESIGNER/ENGINEEROF RECORD TO Q DELIVERY LOCATION: REVIEW AND APPROVE OF ALL TRUSSCOMPANY SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 3/32"= 1' L All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPi/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for`dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(Milek). •• . . r rt IIIr w r This design prepared from computer input by JP OR SPECIFICATIONS TRUSS SPAN 20'- 9.0" 2x9 DF #16HTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-928) 218 1-6=(-356) 757 2-6=(-281) 243 2x9 DF #1031'12 SPACED 24.0" O.C. 2x4 DF STAND 2-3=(-639) 71 6-7=(-142) 510 6-3=( 0) 443 LOADING 3-9=(-208) 178 3-7=(-721) 202 9TERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -84) 39 7-4=(-372) 255 9TERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -82/ 720V -141/ 387H 5.50" 1.15 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16'- 11.5" -298/ 931V 0/ OH 5.50" 1.49 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 9.0" -39/ 70V 0/ OH 1.00" 0.11 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4-11-06 5-08-03 OND. 2: Design checked for net(-5 ,( 6-05-11 3-07-12 g psf) uplift at 24 "oc spacing.' 1VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 5 MAX LL DEFL = -0.018" @ 4'- 10.5" Allowed = 0.817" 7,00 MAX TL CREEP DEFL = -0.038" @ 4'- 10.5" Allowed = 1.089" MAX HORIZ. LL DEFL = 0.009" @ 16'- 11.5" M-1,5x3 MAX HORIZ. TL DEFL = 0.014" @ 16'- 11.5" 9 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-5x6(S) in the plane of the truss only. 0.25" 9 0 �9 1 0 N '-I M-1.5x3 ,-10 t 0 1- 6� o M-3x4 0.25" 6 7 c -' M-3x4 M-5x8(S) l 1 l 10-04-01 6-07-07 J. 20-09 J, PROVIDE FULL BEARING;Jts:1,7,51 )B NAME : 16608- ANDERSON- SPRUCE VILLAGE - B3-STUB ��.<<'Is R-`90, Scale: 0.2386 ! t //�n7q,,T O WARNINGS: GENERAL NOTES,unless otherwise noted: ,c..." 4� `/l l z5/J Iv 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 !928/PE ll S S: B 3-S TUB and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Instated where shown+. Incorporation of component is the responsiblfy of the building designer. A4 BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 �/ E: 11/25/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired sheathing(TC)and/or drywall(BC). ,..../.41116,,- 4.No load should be applied to any component until aftr all bracing and 4.Installation2x of trct ussoiss the r eresral ponsibili y of tthhee respective shown++ Q. : 6125364 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, �` OREGON 4, ((� ANS I D• 413180 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 H /Q 9 y 14, 201 A�� fabrication,handling,shipment and installation of components. 7.necessary. D `- N ILII 6.This design is furnished subject to the limitations set forth by 8.Plates sn hall be local adequate nfacesiof truss,rsand placed so their center ��R R I 0 I 11111 ILII IIIA VIII III ILII MiTek SA nIncJCompuTrus Software 7.6.6(1 L}E I,copies of which will be furnished upon request. 9.ForDigits indsic icate jointlines coincide with ctor Plates Icenter design values see ESR-131 1,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP _ LUMBER SPECIFICATIONS r TC: 2x4 OF 41&BTR TRUSS SPAN 36'- 0,0" BC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. VON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC, UON, LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=31ft, TCOL=6.O,BCDL=6,0, ASCE 7-10, Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), considered for this design. TOTAL LOAD = 45.0 PSF load duration factor=l.6, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads C,CN,CI8,CN18 (or no prefix) = Compu7rus, Inc in the plane of the truss only. M,M20HS,M18HS,M16or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall VON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, complete specifications. T 28-11-05 17-03-10 7-00-11 11-07-11 7-00-11 12 3.00 2 M-5x6 12 3 7.00 M-3x5(S) 011111111 -V in 0 v r 2 LAD 1 0 CD _Mir co o we 7 -V M-3x4 M-3x5(S) J- 18-00 y 1-00 18-00 y 36-00 y JOB NAME: 16608- ANDERSON- SPRUCE VILLAGE - Al ��a .D PROF6- Scale: 0.2402 G IN,AAGcsO WARNINGS: GENERAL NOTES,unless otherwise noted: �I��\_J /,l// /�j Truss: A 1 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper /R.9290 P E 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibdity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ... DATE: 8/11/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood aired in //�� g(rC)and/ardrywall(BC). � S EV(" : 6023 890 4.No load should be applied to any component until aver all bracing and 4. I stallationct bo fguss is thr e respons eral bility of the respective contractor.where shown++ 1..) 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, //_OREGON ((� TRANS I D: 405606 design loads be applied to any component. and are for"dry condition"of use. 7 5.Compu7rus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 420'✓!1' 1 '40 h—'� fabrication,handling,shipment and installation of components. necessary. CJ c B.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. �R RIO- 6. I L`^ I IIIIII VIII VIII VIII VIII VIII VIII Illi Iiil TPI/WTCA in BCSI,copies of which will be furnished upon request. 8.Platesnecoincide with joint center lines.s of truss,and placed so their center II I MiTek USA,InC./Compu7rus Software 7.6.6 1L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES: 12/31/2015 J IMNIIHMI This design prepared from computer input by JP LUMBER SPECIFICATIONS TC; 2x4 DF 2400F; TRUSS SPAN 36'• 0.0° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2x4 OF 240BTR T2 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 29 2- 8=(•835) 4829 3- 8- BC: 2x4 DF #1&8TR SPACED 24.0" O.C. ( -601) 304 7-11=(-1550) 319 2- 3=(-5055) 864 8- 9=(-605) 3666 8- 4=( -29) 853 WEBS: 2x4 DF STAND LOADING 4-3- 4=(-4524) 702 0.10=(-426) 2496 94-- 9=(•1053) 262 LL( 25.0)+OL( 10.0) ON TOP CHORD = 35.0 PSF 5- 5=(-2980) 537 10.11=( -38) 55 9- 5=( -65) 913 TC LATERAL SUPPORT <v 12"OC. UON. 6- 6=(-1370) 312 5-10.(-1585)LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 7=(-1567) 303 10- 6=( 1550) 342 608 TOTAL LOAD = 45.0 PSF OVERHANGS: 12,0" 0.0" 10- 1=1 -167) 1339 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN, 0'• 0.0" -311/ 1758V -80/ 243H 5.50" 2.81 DFP(C 625) Connector plate prefix designators: BOTTOM 6 C,CN,C1$,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 36'- 0.0' -261/ 1605V 0/ OH 5.50" 2.57 DF ( 625) 1COND. 2: Design checked for net(-5 psf( uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003° @ -1'- 0,0" Allowed = 0.133" MAX LL DEFL = -0.315" @ 10'- 4.4" Allowed = 1.754" MAX TL CREEP DEFL = -0.819" @ 10'- 4.4" Allowed . 2.339" MAX HORIZ. LL DEFL = 0.075" @ 35'- 10.3" MAX HORIZ. TL DEFL = 0.133" @ 35'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=31ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, 28-11-05 Truss designed for wind loads T 7-00-11 in the plane of the truss only. I I 7-06-07 7-05-12 6-11-09 6-11-09 7-00-11 12 T I T I 3,00 12 6M-5x6 \17,00 M-3x5 000.0000111111.11.1.1.1 M-5x10(S) 5 r 0.25" 4 aq M-3x6 M-1.5x3 3 L0 0 2 . o T of 1 _� «1 Fi- Cli 8 cp M-4x8 M-3x4 0.25'99 10 $11 -03 M-3x10 M-1.5x4 y M-5x8(S) y y 10-04-07 y 9-03-07 y 9-01-11 y y 1-00 7 02-07 36-00 JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - A2 C�,EQ PRQ,c Scale: 0.1839 �GJ� � ////i 4:0.0_O�f" WARNINGS: GENERAL NOTES,unless otherwise noted: / '!� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Q Cj 3('J('�p e �r Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper / /yam 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY• LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom cho ds to be laterally braced at " is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bycontinuou '' J DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impacts bridging or lateral brsheathing such as ae ng requiredirwhere sheathing(TC) -I.4- ll(BC). 5E0. : 6023891 4.No load should be applied to any component until ager 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 am to be used in a non-corrosive environment, �L OREGON ... TRANS ID: 405606 design loads be applied to any component. and are for"dry condition"of use, i 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 /0 9 14. 2.0 A4 fabrication,handling,shipment and Installation of components. necessary, f 6.ThIs design is furnished subject to the limitations set forth by7.Plates assumes adequate one y fodrainage and11111 faces of truss, placed so their center l IJ TPI/VI/TCA in SCSI,copies of which will be furnished upon request. basi MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with Joint center lines. Fc connector plateof plate 10.Fordesign values see ESR-131 1,ESR-1988(MiTek) EXPIRES: 12/31/2015 i IIIIIIIIIIIIII This design prepared from computer input by JP • • LUMBER SPECIFICATIONS TC: 2x4 DF N1&BTA TRUSS SPAN R0.1OND.ND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x4 DF 818BTR LOAD DURATION INCREEASS E 1..15 SPACED 24.0" 0.C, Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LOADING system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Conner 8,CN18 (or no prefix) = ors: rus, Inc TOTAL LOAD = 42.0 PSF load duration factor=1,6, M,M2OHS,M18HS,M16 = MiTek MT series Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specComuTrus ificationse end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-04-06 8-07-10 12 7.00 L M-3x5(S) rr) 0 I` 0 CM V7 O V'a. 0 1 M-3x5 OS a M-3x4 y y y y 7-00 14-00 y 1-09-12 21-00 y JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B1 -‹(,e�E° PROFF0. Scale: 0.2307 �\Cj tA Gil/N��p_ s/O WARNINGS; GENERAL NOTES,unless otherwise noted: f/ /j `( 1— 1. Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual (n� t�t- Truss: B1 and Warnings before construction commences, building component.Applicability of design parameters and proper `J 2 R/I 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. / DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 AMP' CC DATE: 8/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodsheathing(TC)requiredereend/or drywall(BC). � , 9 3.2x Impact bridging or lateral bracing where shown+r r SEQ. : 6023892 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 non-corrosive environment, �� OREGON to TRANS I D• 405606 design loads be applied to any component. and are for"dry condition"of use. L 5.CompuTrus has no control over and assumes no responsibility for the 0.Design assumes full bearing at all supports shown.Shim or wedge If /O -'Ti- 1,� 2.0 A4 fabrication,handling,shipment and installation of components, necessary. `_ 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. MFR R I L`' I IBI11 VIII VIII VIII VIII II 11111 IIII II TPI/WrCA in BCSI,copies of which will be furnished upon request. 8 Platesnecoincide with Joini center lines of truss,and placed so their center 1ry1 MiTek USA,Inc./CompuTrus Software 7.6.6 1L-E 9•Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 IIIA 11111111 This design prepared from computer input by , JP LUMBER SPECIFICATIONS IC: 2x4 DF FICBTR TRUSS SPAN 21'- 0.0" BC: 2x4 DF N1&BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WRJGDF/Cq=1.00 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 6-7 1.2=( 0) 104 2-6=(-366) 1025 3-6=(-377) 254 2-3=(-1212) 225 6-7=(-186) 530 6-4=( -48) 701 - TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LONDTOP CHORD = 32.0 PSf 3 4-( -945) 91 4-7=(-849) 299 BC LATERAL SUPPORT <= 12"OC. UON. 4-5=( -130) 75 7.5=(-185) 150 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 21.8" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOOCATIOONSS -106/ 1110V -147/ I4OH 5150" S.78N DFP(C625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 21'- 0.0" 237/ 980V 0/ OH 5.50" 1.57 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LDCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. • See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing.' 7-03-11 6-10-02 T 6-10-02 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 (• MAX LL DEFL = -0,024" @ -1'- 9.8" Allowed = 0.181" MAX TL CREEP DEFL = -0.031" @ -1'- 9.8" Allowed = 0.242" 7.00 - M 1.5x3 MAX LL DEFL = -0.032" @ 7'- 2.8" Allowed = 1.004" MAX TL CREEP DEFL = -0.071" @ 10'- 8.8" Allowed = 1.339" MAX HORIZ. LL DEFL = 0.013" @ 20'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 20'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-5x8(S) Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0. *1designed for wind loads 01.1 p� in the plane of the truss only. U> 0 9 1,- C, M-1.5x3 r L 0 CD a M-3x4 61e6. ** 0.25" 7 M-5x10(S) M 3x4 y 10-08-13 • y10-03-03 y y y 1-09-12 21-00 y JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B2 - i, PRoFFs Scale: 0.2413 rC-- ! S'O p WARNINGS: GENERAL NOTES,unless otherwise noted: ���\J ` ,!///! / - Truss: 62 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 and Warnings before construction commences, building component.Applicability of design parameters and proper '�`92 P E 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during constructionAiliMW 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/11/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required where shown++ sheathing(TC)and/or drywali(BC). �/r - SEQ. : 6023893 4.No load should be applied to any component until after all bracing and 4. Installation act 6ofgruss is thor te responsieral bility f the respective contractor. Q 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, pL OREGON ((� TRANS ID: 4.05 606 design loads be applied to any component. and are for"dry condition"of use. tx 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 ,� y 1(( �Q1 �� fabrication,handling,shipment and installation of components. necessary. 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. 44 IR l�� 1111111 11111 11111 VIII VIII 11111 VIII 1111 IIII TPIJWTCA in BCSI,copies of which will be furnished upon request. a Platesnecoincide with Joenf center lines.faces9. of truss,and placed so their center r!1 IRI MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in Inches, 10.FForr basiigits c connector icate size plf aate design values see ESR-1311,ESR-1966(MiTek) EXPIRES: 12/31/2015 11111111111This design prepared from computer input by JP LUMBER SFECIFICATIAS TC: 2x4 DF FICBTR TRUSS SPAN 20'- 9.0" BC: 2x4 DF MEMLOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 WEBS: 2x4 OF STAND SPACED 24.0" O.C. 1-2=(-1182) 220 1-5=(•374) 1003 2.5=(-352) 271 2-3=( -931) 89 5.6=(•186) 524 5-3=( -64) 685 _ IC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -128) 75 3.6=(-839) 299 BC LATERAL SUPPORT <= 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6.4=(-185) 149 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. M,M2OHS,M18HS,M16, no MiTek prefix) = CompuTrus, Inc 0'- 0.0" -105/ 878V -140/ 383H 5,50" 1.41 DFP(C625) (or = MiTek MT series LL = 25 PSF Ground Snow (Pg) 20'- 9.0" -244/ 973V 0/ OH 5,50" 1.56 DF ( 625) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-5 sof) uplift at 24 "oc onacing,I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-00-11 6-10-02 6-10-02 MAX MAX TL CREEP DEFL -0.069" @ 10'- 15.8° Allowed 1.322" 12 7.00 / M-1.5x3 MAX HORIZ. LL DEFL = 0.013" @ 20'- 5.'5" MAX HORIZ. TL DEFL = 0.019" @ 20'- 5.5" 11/11 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x8(S) Truss designed for wind loads • in the plane of the truss only. 0. * to 0 N. 0 CV 114-1.5° 1.5x3 0 o 41111111141 li\lkk.t. *1 �is immmommoml��** M-3x4 0.25" 6 M-5x10(S) M-3x4 y 10-05-13 y 10-03-03 y y 20-09 y JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B3 "�Eo pROFF Scale: 0.2430 -- 444C' 1M/s..;<" �a �`�//dmEp_ S/O WARNINGS: GENERAL NOTES,unless otherwise noted: `A9 / ylE Oji n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (� g Truss: B3 and Warnings before construction commences. buildingcomponent.Applicability of design 72 /P E P PP Y g parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.n.and at 10'o.x,respectively unless braced throughout their length by ` DATE: 8/11/2014 the overall structure is the responsibility of the building designer, continuous sheathing such as plywood required where shown+• sheathing(TC)and/or drywall(BC). /�► 4.No load should be applied to any component until after all bracing and 4.2x tallImationact of bridgingmsis the responsir lateral bility f the respective contractor. - TRSEQ. : 6023894 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, �?OREGON `, ANS I D: 405606 design loads be applied to any component. and are for"dry condition"of use. (v 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 17i 4.,,, y 14, 2-`%.1.i.:1- TRANS 4 �"N.. ���-� fabrication,handling,shipment and Installation of components. 7.necessary. 8.This design is furnished subject to the limitations set forth by0.Design assumes adequate drainage Is provided. MFR R L�' I IIIIII VIII VIII III VIII VIII 11111 1111 IIII TPIIWTCA in BC51,copies of which will be furnished upon request. 8 ties coincide with joint on both center liness or truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES: 12/31/2015 IMMUNEThis design prepared from computer input by • JP LUMBER SPECIFICATIONS .„ TC: 2x4 DF II1&BTR TRUSS SPAN RE9.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.� BC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" 0.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. VON. LOADING system and components and cladding criteria. BC LATERAL SUPPORT <= 12'00. UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, ** For hanger specs. • See approved plans DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1,6, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall VON. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT M,M2DHS,MI6HS,M16 = MiTek MT seriesM-1x2 or equal typical at stud verticals. BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 13-09-01 6-11-15 12 f i 7.00 1i M-3x5(S) 4e U, 0 ri O N O ‘.0 M-3 3 (S) M-3x5 y y y 10-05-13 10-03-03 J, 20-09 JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B4 -s< O PRQp Scale: 0,2226 �.5 ��1 //I��c, �'/O WARNINGS: GENERAL NOTES,unless otherwise noted: (V `©j / Y7r4 �fi p 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 84 and Warnings before construction commences, building component.Applicability of design parameters and proper `92 P E 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by `� DATE: 8/11/2014 the overall structure is the responsibility of the buildingdesigner, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J,/r� S /� 9 3.2x Impact bridging or lateral bracing required where shown++ EQ. : 6023895 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 am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �L OREGON TRANS I D: 405 606 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 8.Design assumes full bearing at all supports shown.Shim or wedge if �o 1 'Z�� A`}� fabrication,handling,shipment and Installation of components. 7.necessary. `- 6.This design is furnished subject to the Limitations set forth bye,Design assumes adequate drainage is provided. M �R I�� I 111110111111111 111111111111 III VIII IIII 1111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 tinesecoincide with jos shall be int enter lines of truss,and placed so their center fl — _ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E e in inches. 0.For basifl.Digits c connectocate size rplatetdes design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER B'PECIFICATIONS TC: 2x4 DF S1&BTA TRUSS SPAN 10'• 4.0" ICOND. 2: Desipn checked for net{-5 psf) uplift at 24 "oc spacing. BC: 2x4 DF FICBTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12°OC. UON. LOADING system and components and cladding criteria. BC LATERAL SUPPORT<= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector prefix designators: DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Conner or plateN1B (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF load duration factor=l.6, M,M20HS,M16HS,M16 = MiTek MT series Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UGH. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer or equal typical at stud verticals. to BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specificaticnse end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-02 5-02 - 12 T 14.00 / I'M-4x4 12 3 \ 14.00 11 0 "TA-n �� 0 �� s5 LO o o 0 M-3x4 M-3x4 y 1-00 y 10 04 ,/,' 1, 1-00 JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - Cl ''<, IPROpeo NS Scale: 0.3735 ! IN)Np,� s WARNINGS: GENERAL NOTES,unless otherwise noted: kt�\� ` !//! ! I fO2 Cl1.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 I �- Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper =a 2 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY" LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at " Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� DATE: 8/11/2014 the overall structure is the responsibility of the building designer, continuous sheathing such as plywood aired where shown++ sheathing(TC)and/or drywall(BC). �/Y�r ; 4.No load should be applied to any component until after all bracing and 4.Installationact of bridgingrosis thor te responsieral bility of the respective contractor. CC SEQ. : 6023896 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, �, OREGON TRANS I D: 405606 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 ',� 9r '�4 7p1 P}� fabrication,handling,shipment and Installation of components. necessary. `- 110111111111110111111111111111111 6.This design is furnished subject to the limitations set forth by7.Passumes adequateadonboth thiface is o truss, a '�''FR R I t. TPI/WTCA in BCSI,copies of which will be furnished upon request. 6 Platesnecoincide with joint center lines. of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E a.Digits Indicate size of plate in inches. __ ( ) 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES: 12/31/2015 IIIIIIIIIIII11 IVIS ueslgn prepared Trom computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'• 4.0" TC: 2x4 OF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDf/Cq=1.00 BC: 2x4 DF R1&BTR SPACED 24.0" O.C. 1-2=( 0) 86 2-6=(-23) 205 6-3=(0) 232 WEBS: 2x4 DF STAND 2-3=(-381) 102 6.4=(-23) 205 ( ) LOADING 3.4=(-381) 102 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 86 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0" -100/ 548V -186/ 1868 5.50" 0.88 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 4.0" 100/ 548V 0/ OH 5,50" 0.88 DF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-02 5-02 MAX LL DEFL = -0.002° @ 11'- 4.0" Allowed = 0.100" T ( MAX TL CREEP DEFL = -0.003" @ 11'- 4.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 7'- 6.4" Allowed = 0.464" 12 12 14.001 M-4x6 MAX TC PANEL TL DEFL = 0.393" @ 7'- 4.3" Allowed = 0.696' ` V1 14.00 3 4.0�� MAX HORIZ, LL DEFL = 0.002" @ 9'- 10.5" 0MAX HORIZ. TL DEFL = 0.002" @ 9.- 10.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. •0T� 0 rn oo /01.\\ 65x3 M-3x4 o )- y y 5-02 5-02 yl ooy y )- 10-04 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - C2 Scale: 0.3529 co'�� ,G N�F�ss/ WARNINGS: GENERAL NOTES,unless otherwise noted: GVH\ - lrlll L 0� t+ 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . 92 0 0 P E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at impr is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ►, DATE: 8/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ! g 3.2x Impact bridging or lateral bracing where shown++ q,,, 4.No load should be applied to any component until all bracing and 4.Installation of estruss is the responsibility of the respective contractor. .yG OREGON SEQ. : 6023897 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, v TRANS I D• 405606 design loads be applied to any component. and are for"dry condition"of use. �t U�� �� ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 7 ')�, r� A�' fabrication,handling,shipment and installation of components. necessary. f_ 6.This design is furnished subject to the limitations set forth by0 Design assumes adequate drainage is provided. MSR R I�`^ 11111111111111111111 TPI/WTCA in 0051,copies of which will be furnished upon request. 8 nes coincide with joint center linel be located on both s oft ass,and placed so their center MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 5.Digits indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES: 12/31/2015 I"IIIMIII"I This design prepared from computer input by JP LUMBER SPECIFICATIONS 10-04-00 GIRDER SUPPORTING 20-09-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x6 DF SS 1-2=(-1802) 368 1.4=(•210) 1034 4.2=(•456) 2354 2.3=(-1802) 368 4-3=(-210) 1034 WEBS: 2x4 DF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 4.0° V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 234.4)+DL( 179.4)= 413.8 PLF 0'- 0.0" TO 10'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -536/ 2468V -154/ 154H 5.50" 3.95 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 4.0" -536/ 2468V 0/ OH 5.50° 3.95 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ORD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX TL CREEP DEFL = -0.112" @ 5'- 2.0" Allowed = 0.628' 9' oc in 1 row(s) throughout 2x4 top chords, MAX TC PANEL LL DEFL 0.165" @ 7'- 4.2" Allowed = 0.475" 9' oc in 2 row(s) throughout 2x6 bottom chords, 9° oc in 1 row(s) throughout 2x4 webs. MAX HOIZ. LL DEFL = 0.002" @ 9'- 10.5" MAX HORIZ. TL DEFL = 0.004' @ 9'- 10.5" 5-02 5-02 Design conforms to main windforce-resisting f system and components and cladding criteria. 12 12 M-4x6 Wind: 140 mph, h=21.3ft TCDL=4.2 BCDL=6.0 ASCE 7-10 14.00 L/ 2 4.0" N. 14.00 (All Heights), Enclosed, Cat.2, Exp.B , MWFRS(Dir), load duration factor=l.6, 41T. Truss designed for wind loads P1 y in the plane of the truss only. M-7x8 IM,7X8 mcp -7/- 0 0 `r' ® -/T j1111111111111.11111111.11f 04 4 �"3 �o M-3x6o y ), y 5-02 5-02 1 y 10-04 JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - C-GIRD <:(., ° PR°EPSs Scale: 0.3482 X4.4 '$;//,AGI//P7r9 gyp' WARNINGS: GENERAL NOTES,unless otherwise noted: CQ�///! il/7 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 ..92••P E 95' Truss: C-GIRD and Warnings before construction commences, building component.Appiicabilay of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LJ 1 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 1411111," continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,..041116!+ - '- DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 OREGON Co SEQ. : 6023898 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, , -'7 20N,0.bt�,r\ TRANS I D: 405606 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 Q 4, V` fabrication,handling,shipment and installation of components. necessary.7. �` 6.This design is furnished subject to the limitations set forth bya,Designlatesassumes adequate one drainagehc istruss,provided. R R I L� I IIII VIII VIII VIII VIII VIII VIII II IIII P ( ) 8.Plates shall be located both faces of truss,and placed so their center TPI/WiCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./Com uTrus Software 7.6.6 1L-E e in inches. 10.ForFbasiits c onnectorcate size of plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES: 12/31/2015 14"OPEN WEB JOIST @ 19.2"O.C. PRELIMINARY 1 I F01 - SEP 2014 011 I Fo1CITY OF '1AR, F01 -- WESTLAND _.__. j F01 — `1 3121 SPRUCE VILLAGE --- ������� ISION i —F01 '' PL14-290 BONUS F01 8/26/2014 - -- ,I - F01 ..,I - —F01 ri Products F01 L D Length Product Plies Net Qty PIotI __ _ F01 RMI 36-00-00 1"x 14"APA Rim Board 1 1 Fol RM1 33-00-00 1"x 14"APA Rim Board 1 1 F01 RM1 20-00-00 1"x 14"APA Rim Board 1 1 '� BM5 11-00-00 1"x 14"APA Rim Board 1 1 Fol BM1 12-00-00 3-1/2 X 14 BIG BEAM 1 1 F01 II BM2 10-00-00 3-1/2 X 14 BIG BEAM 1 1 �F F01 o °al --F01 I .— I [ ALL BEAMS AND CONNECTORS PER ENGINEER -1 F01 i _ ACCESSORIES QTY I F01 ----- — I I� CA) HD412 — 2 p I F01 1 X 14 OSB RIM FOR SHEAR x BLOCKING 29' F01 - BM5 F02 1— C7 HU412 —_` 1 m F02 T , 10-02-00 C� i � BKl=BLOCFLOOR LOADING 1,J IRM3=RIM BOAINRDG) 40 LL 15DL toREFER TO STRUCTURAL PLAN FOR ADDITIONAL POST TRANSFER BLOCKING AND SHEAR BLOCKING REQUIREMENTS. SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN F LHVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.] (FLOOR DESIGNED TO MEET OR EXCEED L1480 DEFLECTION CRITERIA • Pacifi ��Lumber '-_ '-----------,1---------'-',-__,41_ - $ TRUSS COMPANY JOIST WITH RIM 14"OPEN WEB JOIST© 19.2"O.C. L— PRELIMINARY JREeEipy L W ESTLAN D ___ -_. rRM11...----- -_-. _-... 3121 SPRUCE VILLAGE — ---- l�`A4 SEP 3 0 PL14.290 UPPER -- ---1 I F01 ii ---- --, 8/26/2014 —._--_----------I CITY ll) A 1�CAI\IzT ----poi J Fol Products -- —_BUTL I ISIOI Fol--- PIotID Length Product __ _— —_— g Plies Net Qty 1 Fol �. RM1 61-00-00 1"x 14"APA Rim Board 1 1 RM1 47-00-00 1"x 14"APA Rim Board 1 1 I —Fol „ RM1 20-00-00 1"x 14"APA Rim Board 1 1 Fol '' I RMI 11-00-00 1"x 14"APA Rim Board 1 1 — Foy '' RM1 7-00-00 1"x 14"APA Rim Board 1 1 RMI 4-00-00 1"x 14"APA Rim Board 1 1 Fol �' BK1 15-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 — __ I F01 1' BM15 7-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 X01 `1' BK1 5-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 FolAl BM6 5-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 2 -- — - _J1• F01 BM16 4-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 BM1 20-00-00 BBO1 Fol BM2 16-00-00 BBO1 1 1 Fol — , BM5 11-00-00 BBO1 1 1 I —Foy BM4 10-00-00 BBOT 1 1 I BM3 5-00-00 BBO1 1 1 F01 I" — 2; --- F01 �' ALL BEAMS AND CONNECTORS PER ENGINEER 1 ACCESSORIES F01 �' I I QTY F02 Mt ® HD412 I 13- F02 aim 10-02-00 1 X 14 OSB RIM FOR SHEAR BLOCKING i 30 — Faz 'J .L Hucaiz z s-o7_os F03 1� AI �o3 JBM15I Im LM� BKI=BLOCKING FLOOR LOADING RMl=RIM BOARD 40 LL Da I ---- 15 DL 1 — F04 — 1_14B u _ --- REFER TO STRUCTURAL PLAN FOR ADDITIONAL F05 POST TRANSFER BLOCKING J AND SHEAR BLOCKING REQUIREMENTS. li— F05 — Imo' SHEAR BLOCKING PLACEMENT PER STRUCTURALPLAN- F05 — _ J— I HVAC DIAGRAM ON LAYOUT ISA GENERAL GUIDE ONL� • I F06 ---- - FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERI1lj ICC] F06 -6. — 7! �,�- — =--,_-_-_---=-___=-_-_____ F06 il; FO6 f' __ F06 -�- — i , --- ---- ---___ -� Pacifi i, --_7_-7-7-_, --5,, -11 .umber _ FOif `\� )BM1I F07 — — , & TRUSS COMPANY JOIST WITH RIM ----- KO_ F07 --11 — — -- !--: IBM_ r-! . �BM2I