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Plans (58)r /t STS I S�~/ C , • -0" �sz ���� «`/RECEIV'ED r . 10'4Y1 • 28-0IAPR 2 9 2015 CITY OF TIGARD BUILDING DIVISION v ¢ / 4:1 . v i itW u � 3 4:12 i cc , . M. � • • s f 2I ? I - M F— M ss 4 • I , • Q 3 4'12 • HUS26 D1(2) G5 pp .. C2 . 3.5:12 ' G4 (2) W uy 6:1r - C.1 _ _ - - 6:12 4 I C'M 9 N - 6:12Fj _ _ .. _. . .� t 19'-10" 6'-2" I 12'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 04/27/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND • ENGINEERED STRUCTURAL PROJECTTITLE: REVISION-1: DRAWINGS INFORMATION. FORA BUILDING pac�f _; umber J-1846 STONE BRIDGE INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD PLAN' RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 303A / STD-J-1846 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO DELIVERY LOCATION. SCALE: REVISION-3: DERSGWPORAOOVOUATION. QTRUSS COMPANY . 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. • a i III 111 11 This design prepared from computer input by JP 1FUIPEP SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 + TC: 2::4 NODE 415RTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-26) 28 3-4=(-113) 95 BC: 224 NODE H15BTR SPACED 24.0" 0.C. 2-3=(-55) 36 HERS: 2::4 NODE STAND LOADING TC LATERAL SUPPORT ,= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BPG REQUIRED BRG AREA c BC L_TERA.L SUPPORT o= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 331V -15/ 49H 5.50" 0.53 KDDF 1 E25) ,,: iADGS: 12.0" 0.0" 4'- 0.0" -1-/ 151V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow )Pg) " .,r 'hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DDE 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 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 = 0.018" @ 2'- 3.0" Allowed = 0.203" MAX TC PANEL TL DEFL = 0.017" @ 2'- 3.0" Allowed = 0.305" 9-00 T T MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" NOTE:Design assumes moisture content does not exceed 10% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00:7-- t4 1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. iorigili u1 0 ti ,_'r TJ,- 1 i� *s 0 4 M-3x4 M-1.5x3 -<<•4` p PROp. ��\. t.NGINE<cR /02 cr :178 .9t✓ y 1 1 "� - 1-00 4-00 ` OREGON o^ s �Q �9R GgRY 152e 4-PAUL ACJ EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - A2 Scale: 0.6516 1.AUI, p,. WARNINGS: GENERAL NOTES,unless otherwise noted: w�Rtr... 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual d �Y 'y Truss: A 2 and Warnings before construction commences. building component.Applicability of design parameters and proper i f�,e,' C� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. I p. 1, • `4 0 3.Additional temporarybracing stabilityduring 2.Design assumes the top and bottom chords to be laterally braced at +�, mpora to insure stabil construction2W Aik DES. BY: L J is the responsibility of the erector.Additional permanent bracing o1 continuous nt and at 1a' in such respectively unless bracand/o drywall BCh)y i � ✓ sheathing such as plywood sheathing(TC)and/or d DATE: 4/27/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ o 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. ,0!',, SEQ. : 6249511 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, +0 519 6 design loads be applied to any component. and are for"dry condition"of use. '� A TRANS I D: 421750 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 Qj, iftt:. s9TE7ty fabrication,handing,shipment and installation of components. necessary.s ;�.i 8.Design assumes adequate drainages provided. sty LSCS { c 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 SIONAL✓" It III I I I II III IIII II II IIII II IIIITPINvrCA in SCSI copies of which will be furnished upon request. tines coincide with joint center ices. . 9.Digits indicate size of plate in inches. M(Tek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) 111001 III This design prepared from computer input by JP IDMBFP SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2.4 KDDF H1sBTP LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-261 28 3-4=(-113) 95 - BC: 2>:I FDDF 615BTR SPACED 24.0" 0.0. 2-3=(-55) 36 WEBS: 2:.4 FDOF STAND LOADING '2,22E+14: PoPPOPI .= 12"0c. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA __ ....EBF.:. 5:.r_,_67 12"OC. JON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 331V -15/ 49H 5.50" 0.53 KDDF 1625) C7EHA' .. 4'- 0.0" -1-/ 151V 0/ OH 5.50" 0.24 KDDF ( 625) �� LL = 25 PSF Ground Snow IPg) •' . . nar: r specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TO PANEL LL DEFL = 0.018" @ 2'- 3.0" Allowed = 0.203" MAX TC PANEL TL DEFL = 0.017" @ 2'- 3.0" Allowed = 0.305" - MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" 4-00 NOTE:Design assumes moisture content does T I' not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00:- - M-3x5 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5X9 in the plane of the truss only. 11111 in Truss designed for 4x2 outlookers. 2x4 let-ins M 3x5 r- of the same size and grade as structural top ® o chord. Insure tight fit at each end of let-in. .-i Outlookers must be cut with care and are • ,r, ® permissible at inlet board areas only. i� ra 0 2'� 4 -V M-3x9 M-1.5x3 <<,Q,ED PR 04, tiNGINEFR s/,2 :•78 444 9r" 4 I y 1-00 9-00 1 ;'' .- .v •..... $`-9,LjOREGON2�' "q.9 f"Q- qRY 1y. ,' lr PAUL RAJQ EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - Al Scale: 0.679 PAUL 10 _. _- WARNINGS: GENERAL NOTES,unless otherwise noted: R]A`4T1.Buikder 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 /:-.0 -`4V Truss: A 1 and Warnings before construction commences. building component.Applicability of design parameters and proper M"M CJ, 2.204 compression web braang must be installed where shown". incorporation of component is the responsibility of the building designer. 'y ". Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y 'i I ,*t, DES. B Y: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 l `i is the responsibility of the erector.Additional permanent bracingof continuous sheathing such as plywood sheathing(TC)and/or drywak(BC). DATE: 4/27/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown.. �I 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. t, SEQ. : 6249512 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, .do $ 976 design loads be applied to any component. and are for"dry condition"of use. ,�r TRANS I D: 4 21 7 5 O 6. Design assumes full bearing at a8 supports shown.Shim or wedge If O 8(z+ 5.CompuTrus has no control over and assumes no responsibility for the j$"j"$1` fabrication,handling, necessary. KS shipment and installation of components. 7.Design assumes adequate drainage is provided. ss d 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 ZONAL / I IIII I VIII VIII VIII(IIII II II VIII IIII IIIITPUWrCA in BCSI,copies of which willbe furnished upon request.• Digs coincidewith joint center lines. 9.Digits indicatep size of platete in inches. Mu ck USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MAiTek) #11111 IIIIIIIII This design prepared from computer input by JP LOIIBER SPECIFICATIONS TRUSS SPAN 33'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2>:4 NUDE #1&BTR. LOAD DURATION INCREASE = 1.15 1- 2=( 0) 54 2- 9=(-532) 2634 2- 3=(-2785) 605 7- 8=(-2527) 468 BC: 2>:4 NODE 01&PTR SPACED 24.0" 0.0. 2- 3=( -393) 163 9-10=(-455) 2420 3- 9=( -79) 147 WEBS: 2s4 NODE STAND 3- 4=(-2761) 559 10-11=(-435) 2390 9- 4=( 0) 350 LOADING 4- 5=1-2032) 476 11- 8=(-519) 2528 4-10=( -688) 223 TO LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2032) 485 10- 5=( -153) 955 v BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2700) 559 10- 6=( -652) 217 TOTAL LOAD = 42.0 PSF 7- 8=1 -304) 163 6-11=1 0) 318 C'iEPsANGS: 18.0" 0.0" 11- 7=( -19) 150 LL = 25 PSF Ground Snow (Pg) .. hanger specs. - See approved plans 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) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 0'- 0.0" -234/ 1574V -76/ 87H 5.50" 2.52 KDDF ( 625) 33'- 3.0" -171/ 1396V 0/ OH 5.50" 2.23 KDDF 16251 BOTTOM CHORD CHECKED FCR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.166" @ 16'- 9.0" Allowed = 1.617" MAX TL CREEP DEFL = -0.336" @ 16'- 9.0" Allowed = 2.156" MAX HORIZ. LL DEFL = 0.062" @ 32'- 9.5" MAX HORIZ. TL DEFL = 0.102" @ 32'- 9.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 16-09 16-06 T ' Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 5-04-15 5-09-01 5-07 5-07 5-07 5-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), !- '( T T T T T load duration factor=l,6, 12 12 End vertical(s) are exposed to wind, 4.00 - M-4x6 -7.4.00 Truss designed for wind loads in the plane of the truss only. 4.0" 5 .M .1 M 3x94 3.0. M 3x4 14111/I ,t9 4x.4 Ipop 3 M-3x5 \��p+NGPN��Fs�/ M-1.5x3 M-1.5x3 �� R �2 z 9 10 I 11 e1 M-5x6 M-3x4 0.25" M-3x4 M-5x8 M-5x8(S) v9 OREGON Ooh y y y y y *q 'L�q • 6 2 �Q 8-04-08 8-04-08 8-04-08 8-01-08 'Q RY 1 SCG J, 1 ), it-1 A- . 1-06 33-03 EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - B3 Scale: 0.194 PAUL WARNINGS: GENERAL NOTES,unless otherwise noted: ;PI�aso 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B3 and Warnings before construction cornmences. building component.Applicability of design parameters and proper r $ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. A. ., , 2.Design assumes the top and bottom chords to be laterally braced at • 3,Additional temporary bracing to insure stability during construction W DES. B Y: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 �4q DATE: 4/27/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ + 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • SEQ. : 6249513 �'I fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used in a noncorrosive environment, +01 51976 qr design loads be applied to any component. and are for"dry condition"of use. .y- T RAN S I D: 421750 6.Design assumes fug bearing at all supports shown.Shim or wedge if F 5.Compu7rus has no control over and assumes no responsibility for the +� Gls eR fabrication,handling,shipment and installation of components. necessary. s G 7.Designlaesassumes adequate one both drainage is truss, s 1, 5- 6. }5 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both feces of truss,and placed so their center 't�NAL�� f i II I 11111 I III I 11 I1 I III I All TPI/VJTCA in BCSI,copies of which will be furnished upon request. Noes coincide with join)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) #1 IIIII This design prepared from computer input by - JP L'iOSER SPECIFICATIONS TRUSS SPAN 33'- 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TO: 2::4 KITE %15BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2:.4 PL r,F 0140CR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"01. 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 " Far hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Unbalanced live loads have been (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), cons tiered for this design. LL = 25 PSF Ground Snow (Pg) 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-3x6+ min typical 36"oc (ion). 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. 16-09 M-4x8+ 16-06 f T T 2 P a ao N, �4Ep PROPe M-3;:6+ y 4 €F S/p� ". /1 41111411 R o m lily �� ",78 E o to- 4 6wwwwArr M-3x5(S) 5 y l 9 lik OREGON o',��- 16-09 16-06 "51,,,9 '•,4�y .1 'AQ, 1 06 ..AUL 33-03 EXPIRES:12/31/201 6 JOB NAME : J-1846 STONE BRIDGE - B4 Scale: 0.2978pAUL Ark Ar T — 1 WARNINGS: GENERAL NOTES,unless otherwise noted: , 'ifs,,�WA$,y 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 Truss: B4 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. Q" 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at .4.. " DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 400 )7 p ry permanent bracing of continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 4 DATE: 4/27/2015 I� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until alter all bracing and 4. Installation of truss is the responsibility of the respective contractor. ,4-, S E Q. : 6249514 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, rd , design loads be applied to any component. and are for"dry condition"of use. 51976 - TRANS I D: 421750 e. Design assumes full bearing at all supports shown.Shim or wedge if d � 5.CompuTrus has no control over and assumes no responsibility for the GIS"/Z fabrication,handling,shipment and installation of components. esessary. 7 7.Designlaesassumes adequate on draifae istrus,provided. aS'SjO EAG.. 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 NAL G1_ 111 IIIII HIM IIIII II III II III RD TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincideidiatwith joint center tines. 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) VIII I III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 33'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2v4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2z4 KDDF 415BTR SPACED 29.0" O.C. not exceed 19% at time of manufacture. TO LATERAL SUPPORT <= 12"0C. UON. LOADING 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 Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, considered for this design. LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g load duration factor=l.6, 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. Note: Outlooker truss. Upper top chords require same material BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP as structural top chord. Connect with M-3x5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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. II 16-09 M-9x9 16-09 1 T T I_ y �, c,S'r / <Rzs, �0 9 4-3x5(51 .�t /� 9 OREGON lillikilk Qtih cr 16-09 16-09 'A1 Y 15 1-06 33-06 '41 �`l�u. EXPIRES:12/31/2016 JOB NAME : J-1846 STONE BRIDGE - B1 .-$.UL Scale: 0.2943 . Att, WARNINGS: GENERAL NOTES,unless otherwise noted: y4y' � s,. ,/, 1.Builder and erection contractor should be advised of at General Notes 1.This design is based onty upon the parameters shown and is for an individual '�"• `4V Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper p, ©,), 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. fv- i s., Q 3.Additional temporary bracing to insure stability during construction .„ 2.Design assumes the top and bottom chords to be laterally braced at eq - '- ,-,x. DES. B Y: L J2'c.c.and at 10'c.c.respectively unless braced throughout their length by14 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! 1 DATE: 4/27/2015 the overall structure is the responsibitty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ " SEQ. : 6 2 9 9 515 4.No load should beapplied to any component untl after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t1 fasteners are complete and at no time should anyloads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,,1 conic design loads be applied to any component. and are for"dry condition"of use. •r ,,r �,�p 4 TRANS 1 D: 421750 �! 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 O 'FGisisli=s`" necessary. ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided 4.5 `G 1' 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center jON�iT+s (i Oil 11111111111111111111101111 IIIIIIIIIIIIIIIIIII TPIANTCA in BCSI,copies of which will be furnished upon request. Imes coincide with joint center tines. 9.Digits indicate size of plate in inches. Mild USA,Inc./CompuTrus Software-n7.6.7-SP1(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) HA This design prepared from computer input by JP L'JI45EP SPECIFICATIONS TRUSS SPAN 33'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 To: 2.4 EDRF H1sBTP LOAD DURATION INCREASE = 1.15 1- 2=( 0) 54 2-10=(-490) 2658 2- 3=(-2794) 611 - BC: 2:4 LEIF 41s(ITR SPACED 24.0" 0.0. 2- 3=( -395) 162 10-11=1-414) 2447 3-10=( -76) 147 WEBS: 2>-4 ERIE STAND 3- 4=(-2788) 551 11-12=1-444) 2447 10- 4=( 0) 349 LOADING 4- 5=(-2062) 476 12- 8=(-522) 2658 4-11=( -686) 224 TC LATERA.:, SUPPORT <= 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2062) 476 11- 5=( -147) 974 BC LATERAL SUPPORT <= 12"0C. ION. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2788) 551 11- 6=( -6861 224 TOTAL LOAD = 42.0 PSF 7- 8=( -395) 162 6-12=( 0) 349 OVERHANGS: 18.0" 19.0" 8- 9=( 0) 54 12- 7=( -76) 147 LL = 25 PSF Ground Snow (Pg) 7- 8=(-2794) 611 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" -233/ 1578V -86/ 86H 5.50" 2.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 33'- 6.0" -233/ 1578V 0/ 0H 5.50" 2.52 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL - -0.173" @ 16'- 9.0" Allowed = 1.629" MAX TL CREEP DEFL = -0.351" @ 16'- 9.0" Allowed = 2.172" MAX LL DEFL = 0.013" @ 35'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 35'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.064" @ 33'- 0.5" MAX HORIZ. TL DEFL = 0.106" @ 33'- 0.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 16-09 16-09 system and components and cladding criteria. 1' 1' T 5-04-15 5-09-01 5-07 5-07 5-07 5-07 wind: 140 mph, h=22.lft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 1' 1' 7' T T 7' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 4.00 M-4x6 -:,, 4.00 End vertical(s) are exposed to wind, 4.0" Truss designed for wind loads 5 .0 in the plane of the truss only. M 3x94 ' 3.0,E 6M-3x4 O �.5t. cRP Open ,M 4 x4 3 -1--M-4x4Gj i o. �NGIh1 �CR �0✓ . 111666.. M--1.5x3 ieIN, c M-1.5x3 9 7 �t�44'' Z:7$ � .... 5"\ 4.115. 2 10 1 12 `8 o J - a M-5x6 M-3x4 10.25" M-3x4 M-5x6 c, h M-5x8(S) 1,-9y OREGON �'� Q I. ), > y -VA, '4RY 16 2< 8-04-08 8-04-08 8-04-08 8-04-08 if' PA UL Q,\a 1 b ), 1-06 33-06 1-06 EXPIRES:12/31/2016 JOB NAME : J-1846 STONE BRIDGE - B2 Scale: 0.1819 WM., h, WARNINGS: GENERAL NOTES,unless otherwise noted: 0 1148p�„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 'c!� Truss: B 2 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. Ax ,r ., Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'CO' } '"�. DES. BY: LJ 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ,,l. 4 is the responsibility of the erector.Additional permanent bracingof continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). DATE: 4/27/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ r 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 4" SEQ. : 6249516 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, A', design loads be applied to any component. and are for"dry condition"of use. �O 4,51.1:740, T RAN S I D: 421750 6. Design assumes full bearing at all supports shown.Shim or wedge if G ." 5.CompuTrus has no control over and assumes no responsibility for the1$ necessary. fabrication,handling,shipment and installation of components. S G }- 7.Design assumes adequate drainage is provided. aS }r✓1 6.This design is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss,and placed so their center fQNAl+ f i IIII I VIII I III VIII VIII I it III I IIII IIII TPIMfiCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter 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) III I III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2n4 NODE #1&BTP. LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- B=(-27) 406 2- 3=(-717) 192 PC: 2.'4 RUDE #1&BTR SPACED 24.0" O.C. 2- 3=( -78) 199 8- 6=1-27) 406 8- 4=( 0) 270 'EBS: 224 KDDF STAND 3- 4=(-518) 127 5- 6=(-717) 192 LOADING 4- 5=1-518) 127 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=) -78) 199 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF LET:NS: 2-00-00 2-00-00 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" -98/ 618V -64/ 640 5.50" 0.99 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 0.0" -98/ 618V 0/ OH 5.50" 0.99 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.063" @ 10'- 3.6" Allowed = 0.554" 6-00 6-00 MAX TL CREEP DEFL = 0.070" @ 10'- 3.6" Allowed = 0.739" T T T MAX LL DEFL = 0.002" @ 13'- 0.0" Allowed = 0.100" 1-10 4-02 4-02 1-10 MAX TL CREEP DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133" f f f f f MAX HORIZ. LL DEFL = 0.003" @ 11'- 6.5" 12 II M-9x9 12 MAX HORIZ. TL DEFL = 0.006" @ 11'- 6.5" 6.00 ( `yJ6.00 NOTE:Design assumes moisture content does 4 4.0" not exceed 19% at time of manufacture. N\ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-3X4 I M-3x4 Truss designed for wind loads 3 5 in the plane of the truss only. A II 4111111114111111. ,,, 2m 8 m6 I •I' PROF? M-3x6 M-1.5x3 M-3x6 �\� �y�'►NEFR /a2 kr ct :•78r 6-00 6-00 1 b 1, ,1 9 OREGON Q^h 1-00 12-00 1-00 q 9 4 y Vic, ; q. PAUL '' - EXPIRES:12/31/2016 JOB NAME : J-1846 STONE BRIDGE - C2 Scale: 0.4311 A.,'CAUL A t. WARNINGS: GENERAL NOTES,unless otherwise noted: .V wAAy�, 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual `411 Truss: C 2 I and Warnings before construction commences. building component.Applicability of design parameters and proper �'` a �", 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ;is x.., p 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'c.c.respectively unless braced throughout their length by Alinli ill, p ry permanent bracing of continuous sheathingsuch assheathing(TC)) ryw ( ) plywood sueedhin C and/or d all BC. DATE: 4/27/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9r 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. : 6249517 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, ,,1.�5 51976 design loads be applied to any component. and are for"dry condition"of use. 'r 4 TRANS I D: 421750 6.Design assumes full bearing at all supports shown.Shim or wedge if ''',e%, c�S1 5.CompuTrus has no control over and assumes no responsibility for the necessary. (ir$$'$1Z SS` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. CVS0 }} p 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I, 'ONALE'' II I I I I I III I 11111 I I I II IITPIHNTCA 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) 1111 11 III This design prepared from computer input by - JP L';!40EP EPECIFICATIONS TRUSS SPAN 12'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 t((fF k1sBTF LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 1r:4 F!'GF P16BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2z4 h;PI;F STAND LOADING Design conforms to main windforce-resisting m, TF0PS SUPPORT <= 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Br: L..TEPA: ;i'PPDPT <= 12"0S. ION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.8ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, I,-:.::.:4 ` ,:1 Jai at nor,-structural :'er': : .. ' 'leers (oon • LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS IDir), 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 IOPSF 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). 6-00 6-00 1 1 ( Note:Truss design requires continuous M-4x8 bearing wall for entire span UON. 4.0" 2 1' ,I' _ 6.]„ 10 tit, • • M-3::6+ , 31.4-3X6+ II o /- /////////////////////////////////////////////////////////////////////////////////////////////// M-1.5 x 3 ��sk0Q P ROFe Q. 0Nc'INEFR /0'L 4'c. 78 E 9r 6-00 6-00 PI ` ` 14) 1 1-00 y 12-00 y 1-00 y 92 OREGON p'--• 't. ,99h'PA U L R\V EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - ClScale: 0.509 PAUL WARNINGS: GENERAL NOTES,unless otherwise noted: pg WA$j 4 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: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper QT • 2.204 compression web bradng must be installed where shown�. incorporation of component is the responsibility of the building designer. yy vu 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at eq r 1f, DES. BY: LJ 2'a.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: 4/27/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+♦ gr • 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. : 6249518 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, "d1 design loads be eppletl to any component. and are for"dry condition"of use. '!O "�A 51976..(1 'w - TRANS I D: 921750 6. Design assumes full bearing at all supports shown.Shim or wedge if G g 5.CompuTrus has no control over and assumes no responsibility for the 1$ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. uSSj G,: f P��1 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center ON/111+ (�1 IIII I VIII I III VIII VIII II II ILII IIII IIIITPIMlTCA in SCSI copies of which will be furnished upon request. sgit coincide with joint center fines. 9. Digitsi inindicate size ofto 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) IIIIII I VIII This design prepared from computer input by JP LUMBER SPECIFICATIONS 12-00-00 GIRDER SUPPORTING 33-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2o4 FREE 915BIR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-5248) 1164 1-6=(-934) 4258 2-6=(-122) 642 BC: 2.:E RIDE So 2-3=(-5166) 1176 6-7=(-690) 3302 6-3=(-570) 2536 WEBS: 2::4 KDDF STAND; LOADING 3-4=(-5166) 1174 7-5=(-930) 4232 3-7=(-570) 2536 2o4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4-5=(-5228) 1160 7-4=(-126) 658 TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V Tr' :ATERAL SUPPORT c= 12"0C. ION. BC UNIF LL( 390.6)+DLI 285.6)= 676.2 PLF 0'- 0.0" TO 12'- 0.0" V 3.' ."...URAL SUPPORT <= 12'0C. 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) i` 1r 2 complete trusses required. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -987/ 4442V -53/ 53H 5.50" 7.11 KDDF ( 625) Attach 2 p1: with 3",:.131 DIA GUN 12'- 0.0" -987/ 4441V 0/ OH 5.50" 7.11 KDDF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP U, 9" cc in 1 row(s) throughout 2x4 top chords, AND BCTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. oc in 2 row(s) throughout 2o6 bottom chords, �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. L�� B" oc in 1 row(s) throughout 2:.:4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.033" @ 4'- 0.9" Allowed = 0.554" MAX TL CREEP DEFL = -0.067" @ 4'- 0.9" Allowed = 0.739" 6-00 6-00 MAX HORIZ. LL DEFL = 0.010" @ 11'- 6.5" 1 . ' MAX HORIZ. TL DEFL = 0.017" @ 11'- 6.5" 3-00-09 2-11-07 3-00-03 2-11-13 NOTE:Design assumes moisture content does 1 i f f f not exceed 191 at time of manufacture. 12 12 6.00' M-4x6 - 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 39.0" Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a� load duration factor=1.6, End vertical(s)) are exposed to wind, Truss designed for wind loads M 1.5x3 in the plane of the truss only. M-1.5x3 2 4 i (4- x8 M-4x8 <0 I� �� � LiL� m ,, ® T I , i 6 7 ►_ 5 �Efl PR°pe 19-4x8 ()-9xe co \AGINEtc S% ��\ ti R 2 cr' :•78 9r- 9-00-15 3-10-02 4-00-15 ( v 4> 12-00 WEDGE REQUIRED AT HEEL(S). y A 9jL O�EGON Q. Q", PAUL EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - D1 Scale: 0.4538 ?AUL/01,�a 7 WARNINGS: GENERAL NOTES,unless otherwise noted: j .�,�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 .�0��" �"4Vp Truss: D 1 and Warnings before construction commences. building component.Appticabetily of design parameters and proper ,,,����!!! J, 2.2x4 compression web breang must be installed where shown+, incorporation of component is the responsibility of the bulling designer. b. i 0 2.Design assumes the top and bottom chords to be laterally braced at 666 3.Additional temporary bracing to insure stability during constructiony � ,A DES. B Y: LJ 2'o.c.and at 10'e.c.respectively unless braced throughout their length by is the responsidtity of the erector.Additional permanent bracing of continuous sheathingsuch as g(TC)and/or drywall(BC). 4 v� "I ' plywood sure d where: 4/27/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V SEQ. : 6249519 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, rd ;� _ design loads be applied to any component. and are for"dry condition"of use. `� ,� 51976,,0 ,(�w TRANS 1 D' 421750 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if ��+, l'G+iS,f,eRT'� �1' fabrication,handling, necessary. h' 1' ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. s C1 } 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 SI�NALE� � t 1 III I I II I I IIIIII I I I I (IIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. - 9.Digits indicate size of plate in inches. MiTek USA,In4fCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) 1110011 II I III This design prepared from computer input by - JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2::4 EDDF 415,13TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 54 2-5=(-212) 841 5-3=( 0) 263 - BC: 2:4 KDDF 41/BTR SPACED 24.0" 0.0. 2-3=(-934) 114 5-6=1-217) 834 3-6=(-898) 190 WEBS: 2,4 DDF STAND 3-4=( -84) 80 6-4=(-154) 94 LOADING TO LCTERR_. SUPPORT <= 12"0C. 000. LL( 25.0)+DL( 10.0) CN TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.5" 0.0" 0'- 0.0" -79/ 744V -41/ 122H 5.50" 1.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 6.0" -56/ 509V 0/ DH 5.50" 0.81 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 = 0.017" @ -1'- 7.5" Allowed = 0.163" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.020" @ -1'- 7.5" Allowed = 0.217" MAX LL DEFL = -0.021" @ 6'- 2.6" Allowed = 0.529" MAX TL CREEP DEFL = -0.047" 0 6'- 2.6" Allowed = 0.706" MAX HORIZ. LL DEFL = 0.006" @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" NOTE:Design assumes moisture content does 6-04-05 5-01-11 not exceed 198 at time of manufacture. f f f Design conforms to main windforce-resisting 12 3.50 c M-1.5x3 system and components and cladding criteria. 4 -i Wind: 140 mph, h=l5ft, TCDL=6.0,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, Truss designed for wind loads M-3x9 in the plane of the truss only. 3 N 0 1 a° 111111111111111111111111111111111111111111111111111111111111o A oo I ems PR Fss1 M 3x9 M-1.5x3 M-3x4 j �GNGINEF9 , '' :•78 " �<'' 1 40041/10 1 y ), + ^ 6-02-09 5-03-07 1, /, ). 9 OREGON •'u 1-0--08 11-06 �' �'& 9, ` -� . 6) "FY 1 y �� PAUL Ts EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - E2 Scale: 0.4397 p1WL WARNINGS: GENERAL NOTES,unless otherwise noted: 4493 W11.$j.J,.� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `�t'{� Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper of 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A, .y Q 2.Design assumes the top and bottom chords to be laterally braced at S . - 3.Additional temporary bracing to insure stability during construction t" DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „, a 4441 . 1 DATE: 4/27/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "'"' +l,�' 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �4 SEQ. : 6249520 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, via 519,76 Lk, design loads be applied to any component. and are for"dry condition"of use. 7 TRANS I D: 421750 6. Design assumes full bearing at all supports shown.Shim or wedge if Y (� - 5.CompuTrus has no control over and assumes no responsibility for the I`''h G,f$'['Q T fabrication,handling,shipment and installation of components. necessary. •S G 7. Design assumes adequate drainage is provided. ,S { 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 f�Nik/T. i III I VIII I I I I III III II I II I II I III TPINVTCA 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) IIIA I III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2;4 ODOR 91&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 24 KDGF ql&RTR SPACED 24,0" O.C, not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL End vertical(s) are exposed to wind, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. inuth designed for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are 12 permissible at inlet board areas only. 3.50 M-1.5x3 3 M-3x5 11, M-3x5 N 104 7 m M-3x5 0 m M-3x5 1 1 iiiiiiiiiiiiiiiU/l/iiiiiiiiiiiiiiiiiii///Miiiiiiiiiiiiiiiiiiiiiiiiiiiiii/iiiiii 4 o <t� D PR QF�CSs / M-3x4 ��\co �NGtfNEFg .4„ cc :•78 E sce "If • - 1-07-08 ' 11-06 9 OREGON '�� �q � ',� '4RY 15 , k7 ir AAUI PsJ EXPIRES:12/31/2016 JOB NAME : J-1846 STONE BRIDGE - El " Scale: 0.5172 ?MilArk WARNINGS: GENERAL NOTES,unless otherwise noted: Q0 W/,ht+k 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 io t4fr Truss: E 1 and Warnings before construction commences. budding component.Applicability of design parameters and proper .^`^` Q,,N 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. ',c ) -- 0 2.Design assumes the top and bottom chords to be laterally braced at yY+^ 3.Additonal temporary bracing to insure stability during construction may, ' DES. B Y: L J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 1 DATE: 4/27/2015 i the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 0 —� 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. 4F; SEQ. : 6249521 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 4 04 design loads be applied to any component. and are for"dry condition"of use. 4 519764) TRANS I D: 421750 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 O 4'0js X10 fabrication handling,shipment and installation of components. necessary. g, p p 7.Designlosassumes adequate one thdrainagecis provided. ,, {{ 6.This design is furnished subject to the limitations set forth by 6.plates shall be located both faces of truss,and placed so their center IQNEST:.�'� '�' � f i II I I III I I I I illi I II III II III SII TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. t.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-1666(MiTek) #111101 This design prepared from computer input by - JP LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2u4 SDDE #15BTTP LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2::4 KUi)F #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATEPAL SUPPORT <= 12"0C. DON. LOADING Design conforms to main windforce-resisting BC LA.TERAI. 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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 Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for ' complete specifications. Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. 6-00 M-4x8+ 6-00 Outlookers must be cut with care and are permissible at inlet board areas only. 1 T '( 3 M-3x5 M-3x5 400 4411* >ir5M3x5 4 r, 0 -/ I 6 0 ��(�ED PRQ1 mac.' �cNGINEF'7 /'2 4' 78 9r 1,1-3x4 M-3x4 y 1-00 y 12-00 y 1-00 y 9 OREGON ON X99 �'7RyAS J��Q k PAUL 0 EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - F1 Scale: 0.5061 PAUL T WARNINGS: GENERAL NOTES,unless otherwise noted: OY QrJA$ffh 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 ti �~y« ,7� Truss: Fl 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. Ar ,f f.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '� DES. B Y' L J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ���•r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1(4 4 DATE: 4/27/2015 the overall structure is the responsibility of the building 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 Buss is the responsibility of the respective contractor. • tj', SEQ. : 6249522 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 l design loads be applied to any component. and are for"dry condition"of use. O 44;,51976„4. �{r - TRANS I D: 421750 6. Design assumes kill bearing at all supports shown.Shim or wedge ifC ¢ 5.CompuTrus has no control over and assumes no responsibility for the +� lS necessary. fabrication,handling,shipment and installation of components. s G 7. Desgn assumes adequate drainage is provided. asj N'-- ,/. `` 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center UNAL�' i IIII I VIII I I I VIII VIII VIII III I IIII IIII TPINJTCA in SCSI copies of which will be furnished upon request Digs coincidewith jointplate ainn lines. 9. Digits indicate size of platete 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) IIIIII IIIIII This design prepared from computer input by JP LU14EEP SPECIFICATIONS TRUSS SPAN 18'- 7,5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 CC: 2:;4 COOP 410BTR LOAD DURATION INCREASE = 1.15 1- 2=1-1216) 318 1- 7=(-226) 1003 2- 7=(-241) 190 - BC: 2,:4 NODE 410TR SPACED 24.0" O.C. 2- 3=1-1020) 292 7- 8=1 -78) 701 7- 3=1 -75) 329 WEBS: 2s_4 'ODE STAND; 3- 4=1-1034) 280 8- 5=(-238) 1033 3- 8=1 -79) 356 2::4 DF STAND A LOADING 4- 5=1-1240) 312 8- 4=1-267) 198 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=1 0) 50 i?ERAL SUPPORT T= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF - C.. .,,TERAL SUPPORT ,= 12"OC. DON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.., 12.0" LL = 25 PSF Ground Snow )Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -92/ 774V -09/ 83H 3.50" 1.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 7.5" -109/ 910V 0/ OH 5.50" 1.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.029" @ 11'- 4.7" Allowed = 0.894" MAX TL CREEP DEFL = -0.059" @ 11'- 4.7" Allowed = 1.192" MAX LL DEFL = 0.002" @ 19'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 7.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.013" @ 18'- 2.0" 9-01-08 9-06 MAX HORIZ. TL DEFL = 0.021" @ 18'- 2.0" f T f NOTE:Design assumes moisture content does 4-07-12 4-05-12 4-05-12 5-00-04 not exceed 194 at time of manufacture. Q ( q q 12 12 Design conforms to main windforce-resisting 6.00 - - M-4x6 6.00 system and components and cladding criteria. 3 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=E.0, ASCE 7-10, '= (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), I I load duration factor=l.6, - End vertical(s) are exposed to wind, Truss designed for wind loads �\ 3.1" in the plane of the truss only. M-1.5x3 \ \ M-1.5x3 2 \ \ 4 I M ��� � PR�FFss kW so ��� NG�NEER ��2 o M-3x4 M-3x4 M-3x4 M-3x9 o �' :*782 9r frif b 6-10-04 l 9-06 08 7-02 12 y 92 OREGON O^h Q" y 1, y 1,,9 �gpty152‹P 18-07-08 1-00 h' \`I A R PAUL U EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - G4 Scale: 0.3319 ?AUL 44. WARNINGS: GENERAL NOTES,unless otherwise noted: lig WAS 9 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: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper rr'":� ��, 2.2x4 compression web bradng must be installed where shown+. incorporation o1 component is the responsibility of the building designer. 'h ! 4r;'%1111 o 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during constructiony 4r! l' DES. B Y: LJ ' is the responsibility of the erector.Additional permanent bracing of 2'o.c.ou at 10'o.c.respectively unless braced throughout their length by ,�L continuous sheathing such as plywood shoed TC)and/or drywa8(BC). , 4 ' DATE: 4/27/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ;' l SEQ. : 6249523 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, A $1976 4k design loads be applied to any component. and are for"dry condition'of use. '� TRANS I D: 421750 6.Design assumes full bearing at all supports shown.Shim or wedge if I� S 5.CompuTrus loads has no control over and assumes no responsibility for the .y4+ GIs $ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.fabrication, G} J} 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center jONR,L t 15 III I I I I I III III III II VIII copes of which w ll be tarnished upon request 9.tinesDigits coindindicatede wsize N jointofplate centerininchestines . . MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E ID.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIUI This design prepared from computer input by JP LIMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2y4 RODE R1&BTP. LOAD DURATION INCREASE = 1.15 1-2=(-137) 125 1-3=(-69) 92 2-3=(-201) 190 ' BC: 2,.4 RCCF 41&BTR SPACED 24.0" O.C. WEBS: 2s4 SF STAND; 2i4 PUCE STAND A LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL( 25.0)+DL( 7,0) ON TOP CHORD = 32,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TO LATERAL SUPPORT <= 12"0C. ION. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -35/ 291V -46/ 117H 5.50" 0.47 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. NON. TOTAL LOAD = 42.0 PSF 6'- 7.5" -34/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) (COND. 2: Design checked for net(-5 psfl uplift at 24 "cc spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.179" @ 3'- 5.1" Allowed = 0.415" MAX TC PANEL TL DEFL = -0.191" @ 3'- 5.3" Allowed = 0.623" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 6'- 5.8" MAX HORIZ. TL DEFL = 0.001" @ 6'- 5.8" • 6-07-08 T f NOTE:Design assumes moisture content does 12 not exceed 194 at time of manufacture. 6.00 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IC load duration factor=l.6, End vertical(s) are exposed to wind, 411111111 Truss designed for wind loads in the plane of the truss only. In 0 0 M I 0 ® 1 0� 1 3 4. M-3x4 M 1.5x3 ����4NGI EPR ti's/© w�' 9 2 I 4 '' :.78 r .5 6-07-08 WEDGE REQUIRED AT HEEL(S). y v 9 S2 +OREGON O) 4,, /rPAUL 1;N.1 EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - G5 Scale: 0.5303 ��UL WARNINGS: GENERAL NOTES,unless otherwise noted: > Q1:Wim. 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: G 5 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. p;- '9` 2.Design assumes the top and bottom chords to be laterallybraced at - 3.Additional temporary bracing to insure stability during construction Vj r'y *` DES. B Y: LJ 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 drywall(BC). ��f continuous sheathing such as plywoodsheathing(TC)andn DATE: 4/27/2015 0the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6 2 4 9 5 2 4 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. ! ,:17 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, e0 TRANS I D: 421750 design loads be applied to any component. and are for"dry condition"of use. ,� 51976 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 %1i �G15'f`ei fabrication,handling,shipment and installation of components. necessary. 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 SSZONAL Ds- 4 t 1111 III I I III I III IIII El III 1111 III TPINVTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 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(MiTek) VIII I III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 18'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2c4 EDGE 8158TR LOAD DURATION INCREASE = 1.15 1- 2=(-103) 75 1- 7=(-73) 82 2- 7=(-324) 208 BC: 2;4 KDDF 4158TR SPACED 24.0" O.C. 2- 3=1 -86) 250 7- 8=1 -7) 105 7- 3=1-596) 157 WEBS: 2:c4 RODE STAND; 3- 4=1-348) 116 8- 5=(-93) 443 3- 8=( -85) 382 2::4 OF STAND A LOADING 4- 5=1-563) 144 8- 4=(-302) 207 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 50 _ TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -21/ 206V -89/ 83H 3.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 10.3" -112/ 904V 0/ OH 5.50" 1.35 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 7.5" -80/ 584V 0/ OH 5.50" 0.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.010" @ 13'- 8.0" Allowed = 0.554" MAX LL DEFL = 0.002" @ 19'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 7.5" Allowed = 0,133" MAX BC PANEL LL DEFL = -0.037" @ 3'- 3.8" Allowed = 0.317" MAX BC PANEL TL DEFL = -0.091" @ 3'- 3.8" Allowed = 0.422" MAX BC PANEL TL DEFL = -0.040" @ 15'- 0.5" Allowed = 0,432" MAX HORIZ. LL DEFL = 0.003" @ 18'- 2.0" MAX HORIZ. TL DEFL = 0.005" 0 18'- 2.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 9-01-08 9 06 system and components and cladding criteria. T T T Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-07-12 9-05-12 9-05-12 5-00-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 T T T T load duration factor=1.6, End vertical(s) are exposed to wind, M-9x6 Truss designed for wind loads 4.0" in the plane of the truss only. 3 (--,r 11 - 12 12 -- 6.00 6.00 !4-1.5x2 \111110 M-1.5x3 4 ���,ED PRf}FF--6, ��co ��G.INEFR �'/0'L ,/-- CO �w 7$ 9< otf A mi a 6o _.,f M-3x9 M-3x9 M-3x9 M-3x9 1o t. 7 OREGON DQ` `5ay 6-10-09 9-06-08 7-02-12 -4- 41/ �'4R4 ,4 Y AS WEDGE REQUIRED AT HEEL(S). 18-07-08 1-00 • [PROVIDE FULL BEARING;Jts:1,7,5] EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - G3Sale: 0.2319 WARNINGS: GENERAL NOTES,unties otherwise noted: OF WA$j�y, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 't+ Truss: G 3 and Warnings before construction commences. building component.Applicability of design parameters and proper .$ i k'' C� 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. {.,r f .,, 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y 1, DES. B Y• LJ 2'o.c.and at la'o.c.respectively unless braced throughout their length by ORO • is fhe responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). 4 1 DATE: 9/27/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ gr 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 4 9 rJ 2 rJ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 51976 ` and are condition"g use. design loads be applied to any component. Q "� �4v, TRANS I D 421750 6.Design assumes full bearing at all supports shown.Shim or wedge if FG1 • 5.CompuTrus has no control over and assumes no responsibility for the j$T fabrication,handlin shipment and installation of components, necessary. s p P 8.Designlaesassumes adequate one drainage is of trussed. SIONAL tA ,'• 'Ii C. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center I 17 II 11111 IIII I III I I I I I III I IIIITPINJTCA 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) 1111111 III This design prepared from computer input by JP L011BEP SPEC:FICAT:ONS TRUSS SPAN 19'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 17: 2.1 F:UD F N163T2 LOAD DURATICN INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-71) 82 3- 8=(-338) 216 • • BC: 224 FILE 414BTR SPACED 24.0" 0.0. 2- 3=1-106) 76 8- 9=1 -8) 107 8- 4=1-598) 158 WEBS: 224 nDGF STAND 3- 4=( -90) 255 9- 6=(-96) 437 4- 9=( -87) 380 LOADING 4- 5=(-341) 115 9- 5=(-303) 207 ...`FPO.:. >IIPPORT <= 12"CC. OON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-556) 149 BC _:."ERP.'. S')PP^RT <= 12"0C. JON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 50 TOTAL LOAD = 42.0 PSF :2... 12.0„ LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 14-1,5;-1 cr elual a: non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical r,nbers (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -59/ 354V -92/ 92H 3.50" 0.57 KDDF ( 625) ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.8" -115/ 923V 0/ OH 5.50" 1.38 KDDF ( 625) • 19'- 0.0" -80/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ' MAX LL DEFL = -0.010" @ 14'- 0.5" Allowed = 0.554" MAX LL DEFL = 0.002" @ 20'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0,046" @ 3'- 5.9" Allowed = 0.323" MAX BC PANEL TL DEFL = -0.115" @ 3'- 5.9" Allowed = 0.431" MAX BC PANEL TL DEFL = -0.041" @ 15'- 5.0" Allowed = 0.432" 9-06 9-06 f 1' T MAX HORIZ. LL DEFL = 0.003" @ 18'- 6.5" 5-00-04 4-05-12 4-05-12 5-00-04 MAX HORIZ. TL DEFL = 0.005" @ 18'- 6.5" f 1 T '1 / NOTE:Design assumes moisture content does M-4x6 not exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting M-3x54 M-3x5 system and components and cladding criteria. PillIIll. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M.-1.5X4 ® M-1.5x4 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-3x5 M-3x5 6'00 load duration factor=l.6, End vertical(s) are exposed to wind, - M-1.5z3 * M-1.5x3 / p Truss designed for wind loads 11-3x5 ? / 11011111e 1411C. in the plane of the truss only. s,-. + 0-2.5::4 or equal at non-structural diagonal inlets. M-1.5x4 Truss designed for 4x2 0 let-ins j \ of the same size and . .,,r:§, J1'a X'? op 3. chord. Insure tight 'n. 5 / ' 1 1 Outlookers must b- s •tlki - •"+ . • o 1 I I I I I ix A__ 7 permissible at i ..ar+ ar�s�only. 2 CD M-3x4 1M-3x4 M-3x4 M-3x4 0 1 y y y y I OREGON Q'., ` -02-12 4-06-08 7-02-12 9,9 GARY 15 2�Q` l ' ). ItC4 1-00 PROVIDE FULL BEARING;Jts:2,8,0] 19-00 1-00 PAUL EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - G1 4AUL kip WARNINGS: GENERAL NOTES,unless otherwise noted: Of SIVy4j A` ,. Scale: 0.2920 ` p 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: G1 and Warrangs before construction commences. building component.Applicability of design parameters and proper 4 /"'"iiQj. 2.2a4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �; ` �� Q 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at y '�. DES. B Y: L J2'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). 4 DATE: 4/27/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6299526 �', fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, et +fs 51976 74'.' design loads be applied to anyco and are for"dry condition'of use. " ig pP component. O �,Lj TRANS I D: 421750 6.Design assumes fug bearing at all supports shown.Shim or wedge if G' g 5.CompuTrus has no control over and assumes no responsibility for the i$ + necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 3'Sj ,a1, •: I 6.This design is furnished subject to the arctations set forth by 8.Plates shag be located on both faces of truss,and placed so their center ONAL I, Ilii VIII I III VIII VIII VIII VIII IIII IIIITPINJTCA in 6051 copies of which will be furnished upon request Digs coinciawith jointpaint Rs. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIII ill This design prepared from computer input by JP LEITRER SFECIFICAT:ONS TRUSS SPAN 19'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 41KBTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 8=1-71) 82 3- 8=(-338) 216 RC: 2o4 ROOF k15BTR SPACED 24.0" 0.C. 2- 3=1-106) 76 8- 9=( -8) 107 8- 4=1-598) 159 WEDS: 2o4 RUDE STAND 3- 4=1 -90) 255 9- 6=1-96) 437 4- 9=( -87) 380 LOADING 4- 5=1-341) 115 9- 5=(-303) 207 TC LATERAL SUPPORT ,= 12"00. NON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-556) 149 _ 3C LATERAL SUPPORT <= 12"0C. NON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF ,.. HNG:;. 12.0 12.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -59/ 354V -92/ 92H 3.50" 0.57 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.8" -115/ 923V 0/ OH 5.50" 1.38 KDDF ( 625) 19'- 0.0" -80/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOFSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.010" 9 14'- 0.5" Allowed = 0.554" MAX LL DEFL = 0.002" @ 20'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.046" @ 3'- 5.9" Allowed = 0.323" MAX BC PANEL TL DEFL = -0.115" 9 3'- 5.9" Allowed = 0.431" 9-06 9-06 MAX BC PANEL TL DEFL = -0.041" @ 15'- 5.0" Allowed = 0.432" 1 T I MAX HORIZ. LL DEFL = 0.003" @ 18'- 6.5" 5-00-09 9-05-12 9-05-12 5-00-09 MAX HORIZ. TL DEFL = 0.005" @ 18'- 6.5" 1 1' / / / 12 12 NOTE:Design assumes moisture content does ' 6.00 (_ M-9x6 . 16.00 not exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 4 �--'( system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), o 3.1" load duration factor=l.6, / End vertical(s) are exposed to wind, 51-1.5x3 �' M-1.5x3 Truss designed for wind loads 3 5 in the plane of the truss only. \ / 1 \V PROFS �N5\�,C GI NFA)`S/0 / 2 M-3x4 M-3x9 M-3x9 M-3x9 0� � J, 1, k y 9 OREGON 4`° -02-12 4-06-08 7-02-12 .4.‘:94/4/ i 2� 2� Q A-- J, b 1 9,9h,'CRY 15 m.`� e' '_-00 [PROVIDE FULL BEARING;Jts:2,8,61 19-00 1-00 PAUL C, , EXPIRES: 12/31/2016 JOB NAME : J-1846 STONE BRIDGE - G2 Scale: 0.293 PAUL OT WARNINGS: GENERAL NOTES,unless otherwise noted: QJ �,'�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 i �d •+!� Truss: G 2 and Warnings before construction commences. building component.Applicability of design parameters and proper "`yp, 0>, 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. Ax r. td 2.Design assumes the top and bottom chords to be laterally braced at , ��1y/_, 3.Additional temporary bracing to insure stability during construction Cd q! `i DES. B Y: LJ 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)s and/or drywall(BC). Y DATE: 4/27/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s s t 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. I SEQ. : 6 2 4 9 5 2 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A 51976 �' design loads be applied to any component. and are for'dry condition'of use. '� „� �('� ,Ctj TRANS I D: 421750 5.CompuTrus has no control over and assumes no responsibility for the 6.oecessa ssumes full bearing at all supports shown.Shim or wedge if / 4;.gis j. ., • fabrication,handling,shipment and instalation of components. ry' S G 7.Designlaesassumes adequate o drainage is truss, . S' 1 5 6.This design is furnished subject to the 4rrigtians set forth by 8.Plates shah be located on both faces of truss,and placed so their center I�NAL�'" '� 1 II IIII I (IIII I II 111 II I IIII IIITPINJTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center bines. + 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)