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Specifications (10) ,tsT3.oIC-.o0t,'10 % t,____ l A o?3 5t i ,4 L-fit-t pi Gi Vl c li , ■ 28'-11" 19'-0" f 9'-11" tECEIVE MAR 16 2015 1 t CITY OFTIGARD 4 ! 5:12 BUILDING DIVISION LU524 —4 u u g 0 d d d d . , . , I I I I I I I I rn 5:12 v N c m m I I M (!v? I —j I CQ M A I V- 4? I I to id I I I I I d I 3 I i 5.12 I 3 i 3 I : i 3 a 3 = i HUS26 10:12 D3(2) = .- .. .. .. fa11N1rtirl_ 1-- D2 - -- 10: 1111 - I 10:12 10:12 E. (2)10:12 °' - ' 19'-6" 9-0" _, VERIFY PORCH DIMENSIONS 12'-0' _I 7'-6" I 9'-5" 28'-11" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 03/11/15 TRUSS CALCULATIONS ARND ENGINEERED WSGSFO STRUCTURAL PROJECT J-1856 STONE REVISION-1: SIGNERGNGINEE LEC FURTHER pacir4 bJ-1856 STONE BRIDGE INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 364A / STD-J-1856 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO T R U S REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. II II This design prepared from computer input by JP " LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 43 2-4=(-57) 75 3-4=(-211) 171 BC: 2:4 KDDF #16BTR SPACED 24.0" 0.0. 2-3=1-113) 99 ■ WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"DC. (ION. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 440V -35/ 1059 5.50" 0.70 KDDF 1 625) OVERHANGS: 12.0" 0.0" 7'- 0.0" -32/ 2'9V 0/ OH 5.50" 0.45 KDDF 1 625) LL = 25 PSF Ground Snow (P9) M-1.5::4 or equal at non-structural vertical members Rion). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 " For hanger specs. - See approved plans MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.183" @ 3'- 7.5" Allowed = 0.437" 7-00 MAX TC PANEL TL DEFL = -0.219" @ 3'- 7.6" Allowed = 0.656" T T MAX HORIZ. LL DEFL = 0.001" @ 6'- 10.3" 12 MAX HOPIZ. TL DEFL = 0.001" @ 6'- 10.3" 5.00 M-1.5x3 NOTE: Design assumes moisture content does M-3x5 3 -.,+ not to exceed 19% at time of manufacture. ...I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x4 End vertical(s) are exposed to wind, o Truss designed for wind loads ,pt I M in the plane of the truss only. S c, I Truss designed for 4s2 outlookers. 2x4 let-ins `� of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-3r.5 Outlookers must be cut with care and are permissible at inlet board areas only. a E, 0 , f 1 � +; 4 -s O M-3x4 M-1.5x3 ,1 y ), 1-00 7-00 ��� ,D P R°FFs JOB NAME : J-1856 STONE BRIDGE - Al Scale: 0.5864 �`� �N 9 sow w �1 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual i Truss: A 1 and Warnings before construction commences. builling component.Applicability of design parameters and proper / 2.204 compression web bracing most be installed where shown+. incorporation of component is the responsibility of the building designer. 'i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ s the responsibility temporary of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �`� Q- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1G �� �� a 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. / "73.- SEQ. : 6 2 0 4 9 81 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, O 14, 2° P+ design loads be applied to any component. and are for"dry condition'of use. �j C TRANS I D: 418770 5.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes lull bearing at all supports shown.Shim or wedge if MF7 RILL fabrication,handling,shipment and installation of components. Design ass �l rl J 7.Design assumes adequate both h faces of truss,and placed so their center II I 1 1 1 I II III I I II I II TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 12/31/2015 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.711 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 24 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2-1 0) 43 2-4=(-57) 75 3-4=(-211) 171 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-113) 99 WEBS: 2x4 KDDF STAND • LOADING TC 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 440V -35/ 105H 5.50" 0.70 KDDF 1 625) OVERHANGS: 12.0" 0.0" 7'- 0.0" -32/ 279V 0/ OH 5.50" 0.45 KDDF 1 625) LL = 25 PSF Ground Snow (Pg) " For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.183" @ 3'- 7.5" Allowed = 0.437" 7-00 MAX TC PANEL TL DEFL = -0.219" @ 3'- 7.6" Allowed = 0.656" T 1' MAX HOPIZ. LL DEFL = 0.001" 8 6'- 10.3" 12 MAX HOFIZ. TL DEFL = 0.001" @ 6'- 10.3" 5.00:--- M-1.5x3 NOTE: Design assumes moisture content does 3 not to exceed 19i at time of manufacture. Design conforms to main windforce-resisting isystem and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. m 0 rn f o r v �� 1 .. 4 M-3x4 M-1.5x3 1, b y 1-00 7-00 4 JOB NAME : J-1856 STONE BRIDGE - A2 ,., ,,, IN .p, o �` (�� � s` Scale: 0.5790 � * WARNINGS: GENERAL NOTES,unless otherwise noted: I '17- t 92•I P E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual y Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracng must be installed where shown+. incorporation of component is the responsibility of the building designer. 14 iP 3.Additional temporary bracing to insure stability during 2.Design assumes the top and bottom chords to be laterally braced at '_ p ry g y ng construction �! DES. BY: MJ 2'o.c.and at 10'ox.such as unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as sheathing(TC) rywall(BC). 4 g plywood required n re and/or ii OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown*. 17 � 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. Gr '�'I P O'� �{'` SEQ. : 6 2 0 4 9 8 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, D 1 4 2 AT ` design loads be applied to any component. and are for"dry condition"of use. c3, - TRANS I D: 418 7 7 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if R R,L� V fabrication,handling,shipment and installation of components. necessary. �l n 7.Design assumes adequate both faces of truss,and placed so their center II I I I 111 II 11111 I 11111 I I II TPI/WTCA in Besl,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES:I RES:12/31.J 2015 9.Digits indicate 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) II II This design prepared from computer input by JP LIMBER SPECIFICATIONS TRUSS SPAN 40'- 3.0" (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 BC: 2>: NOTE: Design assumes moisture content does 4 KDDF N16BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT = 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Unbalanced live loads have been LL = 25 PSF Ground Snow (P (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), considered for this design. g) load duration factor=1.6, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note: Outlooker truss. Upper top chords require same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. as structural top chord. Connect with M-3;:5 min typical 36"oc (uon). Gable end truss on continuous bearing wall UON. ^ M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. J 20-03 20-00 1 1 13-09-07 6-05-09 6-05-09 13-06-07 'f 1 1 1 ,i 12 12 5.001 -" IM-4x4 5.00 M-3x5(S) M-3x5(S) M-3x5(5)+ ' • M-3x5(5)+ i ■ G • t9-3x6 M-3x6 I iiivr m o i Nov 14 o M-3x5(S)+ M-3x5(5) ° 16-02-06 J--- l r 24-03-10 15-11-06 b l 2-00 40-03 ��`� 0 P R OFFS, JOB NAME : J-1856 STONE BRIDGE - B1 Scale: 0.19'8 ,:5 )N R s/o2 WARNINGS: GENERAL NOTES,unless otherwise noted 4:t' '9200 P E f 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: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ! • 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. .• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at —r DES. BY: M J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �"� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). cr the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown OREGON �(/ a DATE: 3/11/2015 P ty 9 9 p gg g q L- 1� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6 2 0 4 9 8 3 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, �.0 y 14, C- P+ design loads be applied to any component. and are for"dry condition'of use. ,). TRANS ID: 418 7 7 0 5.CompuTrus has no control over and assumes no responsibifty for the 6.Design assumes lull Dearing at all supports shown.Shim or wedge if d/ 'A R L� necessary. rl fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in SCSI copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EX P)R ES`.1'2/31/201 rj IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2- 9=(-1055) 2817 2- 3=(-3111) 1173 12- 7=( -108) 241 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2- 3=( -529) 375 9-10=( -895) 2488 3- 9=( -159) 2C9 7- 8=(-2721) 925 WEBS: 2x4 KDDF STAND 3- 4=(-3038) 1270 10-11=1 -550) 1849 9- 4=( -111) 423 f LOADING 4- 5=(-2465) 1174 11-12=( -860) 2428 4-10=( -644) 4E3 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2453) 1182 12- 8-1-1052) 2708 10- 5=( -359) 922 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2961) 1313 5-11=) -348) 898 TOTAL LOAD = 42.0 PSF 7- 8-( -412) 461 11- 6=( -616) 953 OVERHANGS: 24.0" 0.0" 6-12=( -152) 357 LL = 25 PSF Ground Snow (Pg) For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -314/ 1927V -162/ 1758 5.50" 3.08 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 3.0" -227/ 169CV 0/ OH 5.50" 2.70 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 = 0.095" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.199" @ 16'- 2.4" Allowed = 1.967" MAX TL CREEP DEFL = -0.3'9" @ 16'- 2.4" Allowed = 2.622" MAX HORIZ. LL DEFL = 0.073" @ 39'- 9.5" MAX HORIZ. TL DEFL = 0.122" @ 39'- 9.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 20-03 20-00 Design conforms to main windforce-resisting 1' ,( T system and components and cladding criteria. 6-09 6-09 6-09 6-09 6-09-14 6-05-02 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 1' 12 1' ' f '1 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 5.00 M-4x6 5.00 End vertical(s) are exposed to wind, 4.0" Truss designed for wind loads 5 %,-,' in the plane of the truss only. M-5x8(5) +� M-5x8(S) 0.25" • `"Or, 4 0.25" r� 4.9.y ---M-4x43 7M-3x5 M-1.5x3 4-1.5x3 • m o 1 2 9 , T T 11 12 8„ 1 r M-5x6 M-3x4 �.25" 0.25' M-3x4 M-5x8 0 M-5x6(S) M-5x6(S) 1 1-- 1 1 1 1 8-01-03 8-01-03 8-01-03 8-01-03 7-10-03 1 1 1 2-00 40-03 ���tO PROFFtS JOB NAME : J-1856 STONE BRIDGE - B2 Scale: 0.1610 �� � ��;fpRS�o29� WARNINGS: GENERAL NOTES,unless otherwise noted: "� f E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper ./' 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. �.� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��n DES. BY: MJ 2'o.c.and at 1o'o.c.respectively unless braced throughout their length by y is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as sheathing(TC) rywall(BC). `� g plywood required in re and/or d OREGON DATE: 3/11/2015 the overall structure is the responsibilty of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• 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. L �l N. SEQ. : 6 2 0 4 9 8 4 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. i0 q y '1 4 2� 0- design loads be applied to any component. and are for"dry condition'of use. AI TRANS ID: 418 7 7 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it 4/ R R 10- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center 11111111111111111M11 10.TPI/wrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. Mu ck USA,Inc./CompuTrus Software 7.6.7(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTekl EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2::4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-10=( -985) 2848 2- 3=1-3115) 1183 7- 8=1-3115) 1183 BC: 2;:4 KDDF N1&BTR SPACED 24,0" O.C. 2- 3=( -531) 373 10-11=1 -824) 2520 3-10=1 -157) 211 d WEBS: 2x4 KDDF STAND 3- 4=1-3061) 1255 11-12=1 -530) 1882 10- 4=1 -112) 420 LOADING 4- 5=1-2491) 1157 12-13=1 -875) 2475 4-11=1 -643) 464 TC LATERAL SUPPORT <= 12"CC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2491) 1157 13- 8=1-1036) 2820 11- 5=1 -360) 922 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3061) 1255 5-12=1 -360) 922 TOTAL LOAD = 42.0 PSF 7- 8=1 -531) 373 12- 6=1 -643) 464 OVERHANGS: 24.0" 24.0" 8- 9=1 0) 87 6-13=1 -112) 420 LL = 25 PSF Ground Snow (Pg) 13- 7=1 -157) 211 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" -313/ 1929V -178/ 178H 5.50" 3.09 KDDF 1 625) 40'- 6.0" -313/ 1929V 0/ OH 5.50" 3.09 KDDF ( 625) 'COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. ,.. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.204" @ 24'- 3.6" Allowed = 1.979" MAX TL CREEP DEFL = -0.391" @ 24'- 3.6" Allowed = 2.639" 'e MAX LL DEFL = 0.045" @ 42'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 42'- 6.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.075" @ 40'- 0.5" MAX HORIZ, TL DEFL = 0.125" @ 40'- 0.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 20-03 20-03 '( T 1' Design conforms to main windforce-resisting 6-09 6-09 6-09 6-09 6-09-14 6-08-02 system and components and cladding criteria. T T '1 T T 4 1 12 12 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 1' - M-4X6 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 5 War End vertical(s) are exposed to wind, M-5x8(S) i!E 0" M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0.25"000000..........‘A" .25" 0.25" 6 11' 4-4x9 3 -7..-7M-4x4 7 M-4x4 M-1.5x3 a`\\\ M-1.5x3 o \ o0 o c 1 2 10 1 V 13 8 9 o M 5x6 M-3x4 b.25" 0.25 M-3x4 M-5x6 M-5x6(S) M-5x6(S) .0 l b .0 .0 1 1 y 8-01-03 8-01-03 8-01-03 8-01-03 8-01-03 y 1 2-00 40-06 2-00 ��p0 PR 0P6-3, JOB NAME : J-1856 STONE BRIDGE - B3 Scale: D.15D2 �•� 'N 9 s>o2 . (ri WARNINGS: GENERAL NOTES,unless otherwise noted: 92*O P t f 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: B3 and Warnings before construction commences, building component.Applicability of design parameters and proper , 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atr�,,...;, DES. BY: MJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by CZ- p tY permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� •\� As, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6 2 0 4 9 8 5 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, �Q 9 y 1 4 2� r,� design loads be applied to any component. and are for"dry condition"of use. /14 'R �'- TRAN S ID: 4 18 7 7 0 5.CompuTrus has no control over and assumes no respensibifry for the 6.Design assumes full bearing at all supports shown.Shim or wedge if R I L\ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I I II I I I I I I I I II TPWJTCA in BCSI,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.ICompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIII VIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2s:4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design BC: 2x4 KDDF #16B n assumes moisture content does SPACED 24.0" O.C. g not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <.= 12"0C. UON. LOADING a Design conforms to main windforce-resisting BC LATERAL SUPPORT ,= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42,0 PSF Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Unbalanced live loads have been LL = 25 PSF Ground Snow (P (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), considered for this design. g) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL End vertical(s) are exposed to wind, inuth designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note: Outlooker truss. Upper top chords require same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. as structural top chord. Connect with M-3x5 min typical 36"oc (uon(. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 20-03 20-02 ,r 'f 13-09-07 6-03-13 6-07-05 13-08-07 T T 1' T 12 I IM-4x4 12 5.00 r 2 5.00 ak M-3x5(5)+ M-3x5 M-3x5 4hyh M 3x5(S)(5)+ e o M-3 x 6., i�l,'' 111111111111111 i,I,,` M-3x6 0 J'' M-3x5(5)+ M-3x5(5) ° 16-02-06 b y 29-03-10 16-01-06 1, b y y 2-00 90-05 -44 9,,0 pRoFe JOB NAME : J-1856 STONE BRIDGE - B4 Scale: 0.2004 ��• ` �� R o17 ,Ii WARNINGS: GENERAL NOTES,unless otherwise noted: t921 111°t f 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: B 4 and Warnings before construction commences. building component.Applicability of design parameters and proper �' 2.204 compression web bracing must be installed where shown., incorporation of component is the responsibility of the building designer. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �/'r i.. •�""'" DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. j2 OREGON C(y • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '�•SEQ. : 6204986 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I <0 y 14, `LO is,..-1"�• design loads be applied to any component. and are for"dry condition"of use. A TRAN S ID: 4 1 g 7 7 0 5.CompuTrus has no control over and assumes no responsibilty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 67c R R 1�� necessary. �"1 n fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. • 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I VIII I III VIII IIIII III 111 I I II TPI/WTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. s.Digits indicate size of plate in inches. MiTek USA,Inc.ICompUTrus Software+7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does 2::4 KDDF %l&BTR Ti, T2 SPACED 24.0" 0.C. • BC: 2x4 DF 016BTR not to exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Unbalanced live loads have been considered for this design. LL = 25 PSF Ground Snow (P g) All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g load duration factor=l.E, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note: Outlooker truss. Upper top chords require same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. as structural top chord. Connect with M-3x5 6-00 6-00 min typical 36"oc (uon). 1 1' - '( Gable end truss on continuous bearing wall UON. 3M-4X10+ M-lx2 or equal typical at stud verticals. 3M- Refer to CompuTrus gable end detail for la in JO • complete specifications. - isiiiio M-3x8+ M-3x8+ 7,[ 2 A 1 • 1 1-01 12-00 1-00 �, o P R opps JOB NAME : J-1856 STONE BRIDGE - Cl Scale: ,, ___ ���5D0-�1,Ih ur/:q,� 1.WARNINGS:u O.ThIsAe NOTES,unless otherwise noted: 1� 9 2 ;P t 1.Builder and erection contractor should be advised of all General Notes 1.TNIS design is based only upon the parameters shown and is for an individual Truss: C 1 and Warnings before construction commences, building component.Applicability of design parameters and proper �eI�r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '��. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f+�F DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -1110 CC P ty 9 continuous sheathing such as plywood sheathing(TC)required and/or drywall(BC). -52.- OREGON DATE• 3/11/2015 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown+* I �Dr A 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 y 2� \,..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, 6 1 4,SEQ. : 6204987 I design loads be applied to any component. and are for"dry condition"of use 4/6- TRANS I D: 41877 0 5.CompuTrus has no control over and assumes no responsibilry for the 6.Design assumes full bearing at all supports shown.Shim or wedge if R R'`- fabrication.handlin shipment and installabon of components. necessary. rl 9• P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Ill I IIIII IIIII HI IIIII 1 1 1 1 Ili TPINJTCA in SCSI,copies of which will be tarnished upon request. lines coincide with joint center lines.■ 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP a LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF @1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 8=(-17) 274 2- 3=(-643) 133 BC: 2::4 KDDF @l&BTR SPACED 24.0" 0.C. 2- 3=( -36) 203 8- 6=(-17) 273 8- 4=( 0) 272 WEBS: 2x4 KDDF STAND 3- 4=(-429) 123 5- 6=(-643) 133 - LOADING 4- 5=(-429) 123 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -36) 203 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 72 TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-30-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -101/ 618V -138/ 138H 5.50" 0.99 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 0,0" -101/ 618V 0/ OH 5.50" 0.99 KDDF ( 625) 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 6-00 6-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.109" @ 10'- 6.6" Allowed = 0.559" 1-07-10 4-04-06 4-04-06 1-07-10 MAX TL CREEP DEFL = 0.108" @ 10'- 6.6" Allowed = 0.739" 1' f T 1 1 MAX LL DEFL - -0.002" @ 13'- 0.0" Allowed = 0,100" 12 12 MAX TL CREEP DEFL = -0.003" @ 13'- 0.0" Allowed = 0,133" 10.00 M-4x9 _]10.00 9 0" MAX HORIZ. LL DEFL = 0.002" @ 11'- 6.5" 4 MAX HORIZ. TL DEFL = 0.004" @ 11'- 6.5" iiNOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, load duration factor=l.6, End verticalls) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 / \it mA- o `u �(co I l� I o 2 ---"" B •-=--.'6 7 ° M-4x4 M-1.5x3 -M-4x4 b y y 6-00 6-00 1, 1 l 1 1-00 12-00 1-00 JOB NAME : J-1856 STONE BRIDGE - C2 c:-SC PN o s6) Scale: 0.3560 ��� /fR �2 WARNINGS: GENERAL NOTES,unless otherwise noted: t - S;9211/PE �I-- 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 -1r' Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. i ... 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �p/rww� DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Er is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown•+ 1 37 OREGON tx SEQ. : 6 2 0 9 9 8 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. L/ �q y O's 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, '4- 1�r design loads be applied to any component. and are for"dry condition"of use. Q 7 ' Cl s TRANS ID: 918 7 7 0 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 M 'p R 14� V fabrication,handling,shipment and installation of components. necessary. ��ll fl 7.Design assumes adequate both is of truss.a 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 II I I I I II III III I I I )III ..TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR•1988(MiTek) Ell IIII This design prepared from computer input by JP = LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 24 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-10=(-111) 630 2- 3=1-1119) 302 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2- 3=( -58) 230 10- 8=(-111) 584 4-10=) -238) 241 • WEBS: 2x4 KDDF STAND 3- 4=(-862) 256 10- 5=1 -155) 461 LOADING 4- 5=(-697) 249 10- 6=1 -238) 241 TC LATERAL SUPPORT <= 12"DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-697) 249 7- 8=(-1119) 302 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-862) 256 TOTAL LOAD = 42.0 PSF 7- 8=( -58) 230 LETINS: 2-00-00 2-00-00 8- 9=( 0) 72 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5::4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -150/ 933V -216/ 216H 5.50" 1.49 KDDF 1 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 19'- 6.0" -150/ 933V 0/ OH 5.50" 1.49 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-09 9-09 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -. f 9' T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-0'-10 3-02-14 4-10-07 4-10-0 4-07-12 0-02-13 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f T { 1' T TT MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.051" @ 9'- 9.0" Allowed = 0.929" - IIM-4x4 MAX TL CREEP DEFL = -0.097" @ 9'- 9.0" Allowed = 1.239" MAX LL DEFL = -0.002" @ 20'- 6.0" Allowed = 0.100" 4.0" MAX TL CREEP DEFL = -0.003" @ 20'- 6.0" Allowed = 0.133" M-3x tzf M-3x5 11 MAX HORIZ. LL DEFL = 0.009" @ 19'- 0.5" 4k At, MAX HORIZ. TL DEFL = 0.014" @ 19'- 0.5" NOTE: Design assumes moisture content does M-1.5x4 M-1.5x4 not to exceed 19% at time of manufacture. �� Design conforms to main windforce-resisting M-3x5 M-3x5 system and components and cladding criteria. M-15x3 'I y;\M-1,5x3 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), fr 6 load duration factor=l.6, End vertical(y) are exposed to wind, Truss designed far wind loads in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 Truss designed for 9::2 outlook.ers. 2r.4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. r: y� s 11111111iiht.7 M-3x4,: c:, Outlookers must be cut with care and are• permissible at inlet board areas only. o�- 2 - 10 = 8o M-4x4 M-3x8 -M-4x4 1- b 1, 9-09 9-09 1 1 / 1, 1-00 19-06 1-00 JOB NAME : J-1856 STONE BRIDGE - D1 c, ,,, IN�F�st Scale: 0.2690 �\ �`'7P/1 i., OQi WARNINGS: GENERAL NOTES,unless othenvisenoted: �92ssPE �f 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: D1 and Warnings before construction commences. budding 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. 14111111P 3.Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at r l.:. DES. BY: M J 2'c.c.and at 10'o.c.respectively unless braced throughout their length by 0 is the responsiblity of the erector.Additional permanent bracing of cx Impact sheathing or suer as plywood required when shown drywall(BC). 32` OREGON �. DATE: 3/11/2015 the overall structure is the responsibiMry of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � - 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� SEQ. : 6 2 0 9 9 8 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i0 y 1 4 20 P+ design loads be applied to any component. and are for"dry condibon"of use. r1 I 1 TRANS I D: 918 7 7 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full Dearing at all supports shown.Shim or wedge d 'Y/ --R R 1 - necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center II I I I I II 1 1 1 1 1 1 1 1 II TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits indicate size of plate in inches. MiTek USA,InC./COmpuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12`31/201 cJ IIIlilllll III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2z4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 72 2-10=1-111) 630 2- 3=1-1119) 302 BC: 2r4 KDDF 111&BTR SPACED 24.0" O.C. 2- 3=( -58) 230 10- 8=1-111) 584 4-10=1 -238) 241 WEBS: 2x4 KDDF STAND 3- 4=1-862) 256 10- 5=1 -155) 461 _ LOADING 4- 5=(-697) 249 10- 6=1 -238) 241 TC LATERAL SUPPORT <= 12"DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-697) 249 7- 8=1-1119) 302 BC LATERAL SUPPORT <= 12")C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-B62) 256 TOTAL LOAD = 42.0 PSF 7- 8=1 -58) 230 LETINS: 2-00-00 2-00-00 8- 9=( 0) 72 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -150/ 933V -216/ 216H 5.50" 1.49 KDDF I 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 19'- 6.0" -150/ 933V 0/ OH 5.50" 1.49 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-09 9-09 'COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. 1' / 1' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-07-10 3-02=14 4-10-07 4-10-07 3-02-14 1-07-10 MAX LL DEFL - -0.002" @ -1'- 0,0" Allowed = 0.100" 1' 1 1' 4 1' 1 4' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 12 MAX LL DEFL = -0.051" @ 9'- 9.0" Allowed = 0.929" 10.001 TIM-4x9 '1 10.00 MAX TL CREEP DEFL = -0.097" @ 9'- 9.0" Allowed = 1.239" B 4 0„ MAX LL DEFL = -0.002" @ 20'- 6.0" Allowed = 0.100" .F->r MAX TL CREEP DEFL = -0.003" @ 20'- 6.0" Allowed = 0.133" NN MAX HORIZ. LL DEFL = 0.009" @ 19'- 0.5" MAX HORIZ. TL DEFL = 0.014" @ 19'- 0.5" NOTE: Design assumes moisture content does not to exceed 198 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 M-1.5x3 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3x9 al*3 7 Ni\cfa co 1 2._. `10+ ...Bo ■ M-4x4 M-3x8 -M-4x4 .1 ' 1. 9-09 9-09 1 l 1-00 19-06 1-00 - �F. d PROFFS JOB NAME : J-1856 STONE BRIDGE - D2 Scale: 0.2707 �� 1N . s/o� �� WARNINGS: GENERAL NOTES,unless otherwise noted: °92 PE f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2e4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4021111W 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /�•�" . DES. BY' MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 et- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). -9� OREGON A.1"4/DATE: 3/11/2015 the overall structure is the responsibikty of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / 'Q SEQ. : 6 2 0 4 9 9 0 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, O '14 2C) AS • TRANS ID: 418 7 7 0 design loads be applied to any component. and are for"dry condition"9f use. g S 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at at supports shown.Shim or wedge if MF13 RIO-O- necessary. �"l rl fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center II I III I I III III III I I II I IIII III TPIMfTCA in SCSI,copies of which will be furnished upon request. Digits coincide with joint plate center lines. S 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • IIIIIIIIIIIIII This design prepared from computer input by = JP LUMBER SPECIFICATIONS 19-06-00 GIRDER SUPPORTING 40-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9454) 2118 1- 6=(-1478) 6790 6- 2=( -838) 3918 BC: 2z8 KDDF SS 2- 3=1-6404) 1528 6- 7=(-1468( 6744 2- 7=1-2644) 702 WEBS: 2;:4 KDDF STAND; LOADING 3- 4=1-6404) 1528 '- 8=1-1468) 6'44 7- 3=1-1862) 7808 2:;4 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-9454) 2120 8- 5=(-1478) 6790 7- 4=1-2644) 702 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 19'- 6.0" V 4- 8=( -838) 3918 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 481.2)+DL( 347.2)= 828.5 PLF 0'- 0.0" TO 19'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. 0'- 0.0" -1962/ 8702V -192/ 192H 5.50" 13.92 KDDF 1 625) Attach 2 ply with 3".:.131 DIN GUN 19'- 6.0" -1962/ 8702V 0/ OH 5.50" 13.92 KDDF 1 625) nails staggered: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2r.4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-09 9-09 MAX LL DEFL = -0.087" @ 9'- 9.0" Allowed = 0.929" 4 MAX TL CREEP DEFL = -0.177" @ 9'- 9.0" Allowed = 1.239" ,� 5-02-11 4-06-05 4-06-05 5-02-11 MAX HORIZ. LL DEFL = 0.022" @ 19'- 0.5" T 1' T 1' 1 MAX HOPIZ. TL DEFL = 0.037" @ 19'- 0.5" 12 12 10.00 M-5x6 10 �@ NOTE: Design assumes moisture content does not to exceed 199 at time of manufacture. 35.0" Design conforms to main windforce-resisting PTV system and components and cladding criteria. IIIIIIIIII Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 4 MSHS-10x14 MSHS-10x14 °° ►vim ® °® � ® v� °° , To 1= 6 7 8 5 ° M-4x10 M-7x10 M-4x10 WEDGE REQUIRED AT HEEL(S). 1 1 1 1 J. 5-00-15 4-08-01 4-08-01 5-00-15 .1 1 19-06 JOB NAME : J-1856 STONE BRIDGE - D3 ��� � PR��FSs �� /Scale: 0.2 799 �� Qi-37 WARNINGS: GENERAL NOTES,unless otherwise noted. 9 2 s 1 P E 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ade - Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4, incorporation of component is the responsibility of the building designer. 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,I'r,�n> DES. BY: MJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ly permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON - DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4+ 3G Nt. ,"� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6 2 0 4 9 91 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. ./O All' 1 4 2° P+ S design loads be applied to any component. and are for"dry condition"of use. yf I TRANS ID: 418 7 7 0 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 ,✓'FA R I L\- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I VIII VIII VIII 1111111111111 TPINdTCA in BCSI copies of which will be furnished upon request. lines coinade with joint center lines. C :1 2'31/2 1 5 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX PI R ES IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-6=(-12) 225 6-3=(0) 220 BC: 2::4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-388) 90 6-4=1-12) 225 WEBS: 24 KDDF STAND 3-4=1-388) 90 LOADING 4-5=1 0) 72 - TC LATERAL SUPPORT <= 12"DC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"DC. 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" -74/ 513V -99/ 99H 3.50" 0.82 KDDF ( 625) M-1.5:;4 or equal at non-structural 9'- 6.0" -74/ 513V 0/ OH 3.50" 0.82 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-09 4-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 10'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 10'- 6,0" Allowed = 0.133" 4-09 5-09 MAX TC PANEL LL DEFL = 0.046" @ 6'- 9.7" Allowed = 0.371" '( 1 { MAX TC PANEL TL DEFL = 0.127" @ 6'- 9.8" Allowed = 0.557" 12 12 I)M-4x4 MAX HORIZ. LL DEFL = 0.002" d 9'- 2.5" 10.00 10.00 MAX HORIZ. TL DEFL = 0.003" @ 9'- 2.5" 34.0" M-3x5 Oil M-3x5 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. �� �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x9 M-1.5x9 load duration factor=l.6, End vertical(s) are exposed to wind, �� 11111111111A Truss designed for wind loads in the plane of the truss only. Truss designed for 4::2 outlookers. 2x4 let-ins of the same size and grade as structural top M-3x5 ' M-3x5 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are �� _ permissible at inlet board areas only. °.•- =.- 14. ■ 6 ...1, I 0 M-3x4 M-1.5x3 M-3x4 1, 1 1' 4-09 4-09 1, .1 /' y 1-00 9-06 1-00 JOB NAME •. ,..,J-1856 STONE BRIDGE - El ,.0 IIN , 0/02 Scale: 0.4334 ��? �` //// R WARNINGS: GENERAL NOTES,unless otherwise noted `92 S I P E �� 1.Builder and erection contractor should be advised 01011 General Notes 1.This design is based only upon the parameters shown and is for an individual ,,,r Truss: E l and Warnings before construction commences. building component.Applicability of design parameters and proper l' ' • 2.2x4 compression web bracing must be installed where shown ii, incorporation of component is the responsibility of the building designer. " Via= 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `rwr DES. BY: MJ 2'o.c.and at 10,o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)TC and/or d ry building g 9 plcw 9( ) rywall(BC). '-y OREGON DATE: 3/11/2015 the overall structure is the responsibility of the buildin designer. 3.20 Impact bridging or lateral bracing required where shown 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. G/ "',q y O'� SEQ. : 6 2 0 4 9 9 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, O 14, 2 P�' TRANS I D: 418 7 7 0 design loads be applied to any component. and are for"dry condition"of use. 6 ^I 5.CompuTrus has no control over and assumes no responsibility responsibility for the . Design assumes fug bearing at all supports shown.Shim or wedge if 4; R I O- fabrication,handling,shipment and installation of components. necessary. ��p ll n 7.Design assumes adequate ed on both face is of tru ,provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center II I I I I II I I I I I I I I II TPIMlTCA in BCSI,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 1Trus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP . LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-12) 225 6-3=(0) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-388) 90 6-4=(-12) 225 WEBS: 24 KDDF STAND 3-4=(-388) 90 LOADING 4-5=1 0) 72 TC LATERAL SUPPORT <= 12"0C. 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 BOG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -74/ 513V -99/ 99H 3.50" 0.82 KDDF ( 625) 9'- 6.0" -74/ 513V 0/ 0H 3.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-09 4-09 MAX LL DEFL = -0.002" @ 10'- 6.0" Allowed = 0.100" - '( T "( MAX TL CREEP DEFL = -0.003" @ 10'- 6.0" Allowed = 0.133" 12 12 MAX TC PANEL LL DEFL = 0.046" @ E'- 9.7" Allowed = 0.371" 0.00 11M-4x4 110.00 MAX TC PANEL TL DEFL = 0.127" @ E'- 9.8" Allowed = 0.557" • 34.0" MAX HOPIZ. LL DEFL = 0.002" @ 9'- 2.5" /h. MAX HORIZ. TL DEFL = 0.003" @ 9'- 2.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 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, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. om om 1 6 -/ 1 O O M-3x4 M-1.5x3 M-3x4 1 1 1 4-09 4-09 1 1 1 1 1-00 9-06 1-00 ��, g PROFFs JOB NAME : J-1856 STONE BRIDGE - E2 Scale: 0.4583 w�``'D 1/7b 9 s`oZ- -$7 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 '` :923 0 P E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1rr Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. 4401W 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: M J is the responsibility na temporary of the erector.Additional 2'o.c.and at 10'u.c,respectively unless braced throughout their length by permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A-OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• �j /4 �1} �� - 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 1 SEQ. : 6 2 0 4 9 9 3 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, i0 9 y 14 2,° AS' design loads be applied to any component. and are for'dry condition"of use. A' �T TRANS I D: 418770 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 ,f'/-[l r7'`� fabrication,handling,shipment and installation of components. necessary. �l f5 7.Design assumes adequate -N.- faces of truss.and placed so their center IIII I VIII VIII VIII VIII VIII VIII IIII IIII TPIMlTCA in SCSI,copies of which will be furnished upon request. Digits coincide with joint center inr nche. t-(� 9.Diess oincide size oft plate in illness. EXPIRES:12/31/201 rJ MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=(-324) 97 5-6=1-75) 104 5-1=(-331) 139 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=(-347) 84 6-3=(-12) 201 1-6=( -4) 176 WEBS: 2a4 KDDF STAND 3-4=( 0) 72 6-2=( 0) 177 - LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"DC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -43/ 361V -108/ 86H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 9.0" -76/ 499V 0/ OH 3.50" 0.80 KDDF ( 625) " For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 9'- 9.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ 9'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.046" @ 6'- 0.7" Allowed = 0.371" 4-00 4-09 MAX TC PANEL TL DEFL = 0.127" @ 6'- 0.8" Allowed = 0.557" 1' T f MAX HORIZ. LL DEFL = 0.001" 8 8'- 5.5" 12 HM-4x4 12 MAX HORIZ, TL DEFL = 0.002" @ 8'- 5.5" 10.001 7 10.00 2 4 0" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3 4 41. A- CD o 1 M O o TV O t5.• 6 ►� 1 O M-1.5x3 M-3x4 M-3x4 4 1 1 •1 3-10-04 4-10-12 - 1 J. • 8-09 1-00 5��9,“p P R OFFS, JOB NAME : J-1856 STONE BRIDGE - E3 Scale: 0.4531 ��` OfilA 9 sf°�.- WARNINGS: GENERAL NOTES,unless otherwise noted: 7.92••PE E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual I _ Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracng must be installed where shown•. incorporation of component is the responsibility of the building designer. dtdOPPP 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,�" DES. BY• MJ is the responsibility temporary of the erector.Additional permanent bracin of 2 o.c.and 0110'o.c.respectively unless braced throughout their length by I /c,'� P N pe bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17Z- OREGON W DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• \D. ,� SEQ. : 6204994 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, 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. ./ '1'y 14, 20 A± • TRANS ID: and afire for"dry condition"091 use. 6. • 5.CompuTrus has no control over and assumes no responsibility the Desi n assumes full bearing at all supports shown.Shim or wedge if /1/ "' RIO- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I I II I I 1 1 1 1 1 I I I II TPIANTCA in BCSI,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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015