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S.TI -0613 .T 3,611 1 7 73 Sw ,d H GE t H1 (5) J . _„ \, 05 GE,_ -_ \-,' -_ \-; co: Ns - m' G5 (8) �4 E---E N / m d • em ` 16"-0" -r _ m m 0 • G4 (7) m CD CD IV I • -� /v CD a m A —. N / � � ` Gm� � ce,_o I , IV \ v b ha •• T \ ■ i \ _ ••os A G3 3 N - ,� _( ( ) N b! 1 e , ti I \ L a a N m v OD 1 G2 / \\ jL , G1 (5) / • 0 . CD MN \ :///://7 / \ :: \ J F GE 173 G GE1 6'-81191-2112" 1 I _ 32'=0" ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS GERTZ 05/17/12 PLACENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE REVISION 1: ENGINEERED STRUCTURAL a DRAWINGS FOR ALL FURTHER IPillinkr 14102 GERTZ THE MERLIN INFORMATION.BUILDING y DESIGNER/ENGINEER OF RECORD I In' '. !- PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS ! 1 TO TRUSS CONNECTIONS.BUILDING THE MERLIN / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY REVIEW AND APPROVE OF ALL Rp USS 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. /\\ CompuTrus, Inc. Custom Software Engineering Manufacturing MRNINGS 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI, copies of which will be furnished upon request. GENERAL NIES ,unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2'and 10'o.c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR-2529 (CompuTrus) and/or ESR- 1311, ESR-1988(MiTek). ,cts0 PRp��s WAS14, 44/ V OW 0 ft" awl-- 1., OREGON .� ref 0 0 ° -rt$F �. ' 4 tIOEXPIRES 12/31/131 EXPIRES 6/10/13 1 111101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0' Design conforms to main windforce-resisting TC: 2x4 OF M16BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF M16BTR SPACED 24.0' O.C. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT r_ 12'0C. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6 DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall VON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. Y,M2OHS,M16HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2D09 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-02 3-02 1' T 1' 12 12 - 8.00 1/ 8.00 1HM-4x4 r n o� -,o o o VII iiiiyi�ri1%1N1 - c •• co PROp . M-2.5x4 M-2.5x4 i,•e - �,TOREGON�g^� -4 'o -°$ER f• t y y - (/(E//$ 1-06 ' 6-04 1-06 1 EXPIRES 12/31! ,1s,g. CA c ` O�WAs,„ ;1 Q �� , 4,,„ , LiJOB NAME: 14102 GERTZ THE MERLIN - A GE Scale: 0.6295 A. WARNINGS: GENERAL NOTES,unless otherwise noted: I 1.Builder and erection contractor should be advised of at General Notes 1.This truss design k adequate for the design parameters shown.Review t. • Truss: A GE and Warnings before construction commences. and approval is the responsibility of the b ildtng designer,not the •r 2.2x4 compression web bracing must be installed where shown*, truss designer or truss engineer. 2.Design assumes the top and bottom chords to he laterally braced at 3.All lateral trace resisting designed such as i temporary and permanent a_ 17.ts�� Y o.c.and at 10'o.c.respectively unless braced throughout their k by 'Tf�afryl•J iJ i 6s+• ;. DES. BY: MJ stablAy bating must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywaA C). A DATE: 5/17/2012 CompuTrus assumes no responsihilty for such bracing. 3.2s Impact bridging or lateral bracing required where shown* 4.No load should be applied to any component until after at bracing and 4.Installation of truss k the responsibility of the respective contractor.SEQ. : 5185248 �x jna r a .� TRANS I D: 33 9275fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, `//e)/ •6/jy jyr design loads be applied to any component. J i 5.CompuTrus has no control over and assumes no responsibility for the and are for condition"of use. 6.Design assumes till Dearing at a8 supports shown.Stem or wedge if necessary. faThis cation,is handling,sNsrnem and tallationInitiations io of components. 7.Plates assumes adbested ne both drainage isprovided.sa . 6.Thk design is furnished subject to the Amiktiorrs set forth by 8.Plates shall be braced on both ices of truss,and placed so their center EXPIRES 6/10113 TPIMrCA in SCSI,copies of which vAbe furnished upon request. foes coincide with Joint center lines.B�MIIIIBHit 1I, CompuTrus,Inc.Software 7.6.2(1L)-E 9.Ones size ofplate to inches. 10. For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1898(MiTek). 1 10111 This design prepared from computer input by p 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0' IRC 2009 VAX MEMBER FORCES 4WRIGDF/Cq=1.00 a TC: 2x4 DF 1116BTR; LOAD DURATION INCREASE = 1.15 1-3=(-328) 136 1-6=(-240) 254 7-3=(0) 120 2x6 OF SS T1 SPACED 24.0' 0.C. 2-3=( 0) 0 6-7=( -77) 250 BC: 2x4 DF 116BTR 3-4=(-308) 149 7-4=( -66) 252 WEBS: 2x4 OF STAND LOADING 4-5=( -59) 53 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING VAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0,- 0.0' -482/ 292V -231/ 113H 157.50' 0.47 OF ( 625) NOTE: 2x4 BRACING AT 24'OC UON. FOR REQUIREMENTS OF IBC 2009 AND IPC 2009 NOT BEING MET. 13'- 1.5' -15/ 88V -229/ 116H 157.50' 0.14 OF ( 625) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-SS 19'- 0.0' -103/ 403V -35/ 24H 5.50' 0.64 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OVERHANGS: 0.0' 18.0' MAX TL DEFL = -0.003' @ 15'- 10.0' Allowed = 0.361' 11-1.5x4 or equal at non-structural MAX LL DEFL = 0.009' @ 20'- 6.0' Allowed = 0.150' vertical members (uon). NOTE: REFER TO COMPUTRUS STANDARD GABLE MAX TL DEFL = 0.008' @ 20'- 6.0' Allowed = 0.200' END DETAIL FOR COMPLETE SPECIFICATIONS. MAX TC PANEL LL DEFL = -0.003' @ 17'- 4.6' Allowed = 0.209' Unbalanced live loads have been considered for this design. MAX HORIZ. LL DEFL = 0.002' @ 18'- 6.5' Connector plate prefix designators: MAX HOAIZ. TL DEFL = 0.002' @ 18'- 6.5' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc This truss does not include any time dependent Y,M20HS,M18HS,M16 = MiTek IT series 20-06 1 deformation for long term loading (creep) in the 20-06 1-061' total load deflection. The building designer T - - shall verify that this parameter fits with the 14-10 1-00 3-02 intended use of this component. '1 9-06 6-04 T ' T � Design conforms to main windforce-resisting system and components and cladding criteria. 12 -=M-4x4+ 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 3 Enclosed, Cat.2, Exp.B, MWFRS, 8.00 / interior zone, load duration factor=l.62,18.00 1111 6 .�'�0 PROp�ss M-2.5x4tt,��� ��C,iNFF� 13o M 2.5x4 ,1 i` C, o a�wr�rr�.. v aiLJII ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,�-4x6+ oC1 7 o Continuous bearing 6 M-3x6 0 tittc. TOREGON��^°� J y y ), p 0 E.:. R G' v O 15-10 3-02 rJ �+�- yl-osy 19-00 y1 os ,(lout a. CP 1 EXPIRES 12/31/1 ,'C-It. C.4.14 o of wAsk 40 JOB NAME: 14102 GERTZ THE MERLIN - B GE ) ��- . c'°lg. r Scale: 0.2091 . t > sYY WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: B GE and Warnings before construction commences. and approval Is the responstbinty of the building designer,not the 2.2x4 compression weh bracing must be Instated where shown+. Puss designer or truss engineer. 3.All lateral force ies:sbng rdnn,enfs such as temporary and 2.Design assumes the top and bottom chords to be laterally braced at permanent1 778 ,44 DES. BY: MJ stab/ brad mast be designed d 7 o.c.and at 10'o.c.respectively unless braced throughout their length by � R lily ng srg by designer of complete structure. congnuous sheathingsuch asplywood sheathing(TC) DATE: 5/17/2012 CompuTrus assumes no responsibility for such brad ng(re shown m drywap(BC). A ng 3.2z Impact bot or lateral bracing required where ++ 4.No load should be applied to any component until ager all bracing and 4.Installation of truss Is the responsibinty of the respective contractor. lir_,- SEQ. : 5185249 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / f VIN• design loads be applied to any component. and are for'dry condition'of use. f J l� / TRANS I D: 339275 S.CompuTrus has no control over and assumes no responsibiry for the 6.Design assumes ht bearing at an supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. Design assumes' 6.This design is furnished subject to the imitations set forth e.Plates adequate one both drainage;provided. a 6/10/1 3 I I 1 r9 bk by 8.Plates shat located Join on faces ottrusa,and placed so their center ExP1�Es TPIANfCA in BCSI,copies of which will be furnished upon request toes coincide with Joint center lines. 9.Digits Indicate size of plate In inches. CompuTrus,Inc.Software 7.6.2(1 L)-Z 10.For basic connector plate design values see ESR-2529(CompuTns) and/or ESR-1311,ESR-1988( Tek). la This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 30'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( -59) 53 2- B=(-565) 1501 8- 3=( 0) 333 BC: 2x4 DF 111RBTR SPACED 24.0' O.C. 2- 3=(-1951) 794 8- 9=(-566) 1498 3- 9=(-671) 239 WEBS: 2x4 DF STAND 3- 4=(.1308) 562 9-10=(-566) 1498 9- 4=(-199) 915 LOADING 4- 5=(-1308) 562 10- 6=(-565) 1501 9- 5=(-671) 239 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1951) 794 5-10=( 0) 333 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 53 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA MAN.Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE MAN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -212/ 145BV -252/ 252H 5.50' 2.33 DF ( 525) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 30'- 6.0' -212/ 1458V -252/ 252H 5.50' 2.33 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009' @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = 0.008' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.069' @ 15'- 3.0' Allowed = 1.479' - MAX TL DEFL = -0.113' @ 15'- 3.0' Allowed = 1.972' MAX LL DEFL = 0.009' @ 32'- 0.0' Allowed = 0.150' MAX TL DEFL = 0.008' @ 32'- 0.0' Allowed = 0.2b0' MAX HORIZ. LL DEFL = 0.035' @ 30'- 0.5' 15-03 - 15-03 MAX HORIZ. TL DEFL = 0.056' @ 30'- 0.5' • ? This truss does not include an time dependent T 7 11 11 T 7 03 05 T 7 03 05 T 7 11-11 T deformation for long term loading (creep) in the total load deflection. The building designers. 12 M 4x6 i2 shall verify that this parameter fits with the 8.00 \I 8.00 intended use of this component. 4.0" Design conforms to main windforce-resistingi; 4 N system and components and cladding criteria. :I Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 M-5x10(S) V M-5x10(S) 0.25' 0.25° LIMITS" PROp'Fs� o? °o ���� ��G(U�F� 'by '' Ihl C OREGON A^m Cr r- r` '� �Q$ER 6',. 0 0 a 9 ,a 10 J..//k/it rR. cP�' o - M-4x4 M-1.5x4 0.25' M-1.5x4 =M-4x4 8 M-5x8(5) EXPIRES 12l31y131 l J, - -- l I l 7-09-15 7-05-01 7-05-01 7-09-15 • C • 1-06 30-06 1-06 OF 1114 Slit • '''' )41t7 JOB NAME: 14102 GERTZ THE MERLIN - Cl ' L' , 4, di c, ��0 Scale: 0.1916 y `' WARNINGS: GENERAL NOTES,unless otherwise noted: ii 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review . IF +. Truss: Cl and Warnings before construction commences. and approval is the responsibility of the building designer,not the i t 2.2c4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords c bethroughout laterally braced at 17'7 8;if DES. BY: MJ stability bracing must be designed by designer of complete structure. 2o.c.and at 10'o.c.respectively unless braced throughout their length by to�_�_ n'P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A DATE: 5/17/2012 CompuTrus assumes no responsibility for such bracing. 3.24 Impact bridging or lateral bracing required where shown+ 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. SEQ. : 5185 250 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'6 j design bads be applied to any component. and are for'dry conation'of use. , n TRANS I D: 339275 5.CompuTrus has no control over and assumes no responsibliy for the 6.Design assumes full bearing at as supports shown.Shim or wedge it fabs dei design is tar Plates ess hal a handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design le furnished subject to the imitations net forth by 6.Plates shag be located on both faces of truss,and placed so their center EXPIRES 6/10/13 I 'ill'II�I,HH"'I TPIMITCA in BCSI,copies of which will be furnished upon request. Dies Inds-ate with joint center lines. M,HM(gRIMMM IIp1IM®®MMBMMIIDMI M,IIIIUI( g.Digits indcate size of plate in inches. COD,pUTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1880(MFTch). 6666 n This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 30'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 915BTR; LOAD DURATION INCREASE = 1.15 - 1- 2=( -59) 53 2- 8=(-460) 759 3- 8=(-205) 90 2x6 DF SS 72 SPACED 24.0' O.C. 2- 3=(-1017) 660 8- 9=(-686) 914 8- 4=(-164) 426 BC: 2x4 OF 2400E 3- 4=( -783) 492 9- 7=(-784) 885 8- 5=(-375) 366 WEBS: 2x4 OF STAN LOADING 4- 5=( -841) 587 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 BC LATERAL SUPPORT<= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1152) 857 TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 24'OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL SLOPING TOP CHORD AREAS NOT SHEATHED-66 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING YET. LOCATIONS REACTIONS REACTIONS SIZE MAN. (SPECIES) 0'- 0.0' -231/ 914V -101/ 229H 5.50' 1.46 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 18'- 6.5' -15/ 870V -353/ 432H 143.50' 1.39 OF ( 625) OVERHANGS: 18.0' 0.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 30'- 6.0' -988/ 577V -283/ 387H 143.50' 0.92 OF ( 625) 6-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uen). MAX LL DEFL = 0.009' @ -1'- 6.0' Allowed = 0.150' Unbalanced live loads have been NOTE: REFER TO COMPUTRUS STANDARD GABLE MAX LL DEFL = 0.008' @ -1'- 6.0' Allowed = 0.904' YAX LL DEFL = 0.029' @ 14'- 3.0' Allowed = 0.904' considered for this design. END DETAIL FOR COMPLETE SPECIFICATIONS. MAX BC PANEL TL DEFL = -0.152' @ 4'- 11.7' Allowed = 0.576' Connector plate prefix designators: MAX HORIZ. LL DEFL = -0.016' @ 19'- 0.1' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. TL DEFL = 0.019' @ 19'- 0.1' Y,Y2OHS,M18HS,M16 =MiTek MT series This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 15-03 15-03 shall verify that this parameter fits with the I I I intended use of this component. 4-10-09 4-07-07 4-07-07 1-01-09 15-03 '( -( '( -( 1' I Design conforms to main windforce-resisting 12 ----.M-4x4+ system and components and cladding criteria. 8.00 V4 wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 M-5x6+ 12 M 4x6 Oil 8.00 .,\,. 0)pRo,�Fss • issNiNissi-3x4+ �kr�\� ��(31tYFF� �O M-1.5x4 �Gs,� r'�+•,. • OREGON ^m+,� CT �4�p ,�?gE�g,T2.5x4+ v ,(JJ6//a tR. CF0-wee•C /^M-2.5x4 M-4x8 9 Continuous bearingoM ties+ M 3x4+ EXPIRES 12/31/13 j ,L „I, l 9-06 9-00-08 11-11-08g,a C. J�y y y `F 1-06 30-06 1-06 0 �pF vt�tsyfgitv ti�x�0� JOB NAME: 14102 GERTZ THE MERLIN - C GE Scale: 0.1916 �, �` °% r1 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design Is adequate for the design parameters shown.Review It Truss: C GE and Warnings before construction commences. and approval is the responsibiWy of the balding designer,not the ,r ,t 2.2x4 compression web bracing must be installed where shown+. mss designer or truss engineer. , 3.All lateral t rce resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 17778 ` DES. 8Y: MJ stabily bracing must be designedly designer of complete structure. Z o.c.and at 10'o.c.respectively unless braced throughout their length byconw_ � 1VU DATE: 5/17/2012 CompuTna assumes no responsibility for such bracing. 3.2x Iampacctt bridgingnuous or lateral bracing°esheathing(TC) u`ed whherre shown°+°ryxreR(BC)" • w 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. O e.a SEQ. : 5185251 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, *rig/f 1 TRANS I D: 339275 • 1yj�iL design loads be applied to any component.S.CompuTrus has no control over and assumes no responsibmry and are for"dry condition'of use. for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge it fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the Imitations set forth 7.Designlatesassumes locatedadeqonne drainage istruss,provided. �'�1�.aa11 lila by 8.Ines be both faces of truss,and placed so their center EXPIRES 6/10/13 lull fI� TPIMIrCA to SCSI,copies of which wig be famished upon request. Ines coincide with Joint center lines. , �Mul'pll��pN e.Digits indicate size of plate in inches. dl! CompuTrus,Inc.Software 7.6.2(1 L)-Z 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1968( iTeh). ,. u �� laiaII This design prepared from computer input by 111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 30-06-00 GIRDER SUPPORTING 32-00-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 OF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-15528) 2164 1- 8=(-1754) 12698 8- 2=( -402) 3414 11- 6=(-2954) 408 BC: 2x8 OF SS 2- 3=(-12568) 1756 8- 9=(-1752) 12680 2- 9=(-2954) 408 6-121 -402) 3414 WEBS: 2x4 OF STAND; LOADING 3- 4=( -9662) 1352 9-10=(-1422) 10286 9- 31 -584) 4692 2x4 OF 816BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 30'- 6.0' V 4- 5=( -9662) 1352 10-11=(-1422) 10286 3-10=(-4108) 576 2x6 DF /2 B BC UNIF LL( 375.0)+DL( 275.0)= 650.0 PLF 0'- 0.0' TO 30'- 6.0' V 5- 6=(-12568) 1756 11-12=(-1752) 12680 10- 4=(-1364) 10326 6- 7=(-15528) 2164 12- 7=(-1754) 12698 10- 5=(-4108) 576 TC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-11=( -584) 4692 BC LATERAL SUPPORT <= 12'0C. UON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BEARING MAX VERT VAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1504/ 10889V -247/ 247H 6.00' 17.42 OF 25) M,Y20HS,M18HS,M16 = ViTek YT series ( ) ( 2 ) complete trusses required. 30'- 6.0' -1504/ 10889V -247/ 247H 6.00' 17.42 DF ( 25) Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc throughout 2x6 top chords, 4' oc throughout 2x8 bottom chords, MAX LL DEFL = -0.172' @ 20'- 0.9' Allowed = 1.475' 9' oc throughout webs. MAX TL DEFL = -0.290' @ 20'- 0.9' Allowed = 1.967' MAX HORIZ. LL DEFL = 0.063' @ 30'- 0.0' MAX HORIZ. TL DEFL = 0.105' @ 30'- 0.0' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 15-03 15-03 shall verify that this parameter fits with the ( f 1' intended use of this component. 6-00-06 4-08-03 4-06-07 4-06-07 4-08-03 6-00-06 +2x4 web brace required. Laterally brace to roof diaphragm. T 12 12I Design conforms to main windforce-resisting 8.00 M-5x10 v 8.00 system and components and cladding criteria. 4 5.0' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7x,05, Enclosed, Cat.2, Exp.B, VWFRS, AS interior zone, load duration factor=1.6 M-5x8 II-5x6 • • 4,00PROFS :7 'V" '}; M 3x8 Q' I •:� OREGON ^°'��rr M-7x14 4111 ,.141-3x8 M-7x14 V -�E1ERG`��W_ 1 0 0 o Imp. x it Ie i t Va g QT R. +C P�� 1 8 9 10 11 12 --7 c o M-3x4 M-4x12 M-4x12 0.25' M-4x12 M-4x12 M-3x4 0 ,(�/fe��� M 10x12 s 1 EXPIRES 12/31, O 113 j y k y ), ), ), y y 5-10-10 4-06-07 4-09-15 4-09-15 4-06-07 5-10-10 y 11. Cit 30-06 WEDGE REQUIRED AT HEEL(S). 4c WASH/Hl�c r ' JOB 14102 GERTZ THE MERLIN - C GIRD Scale: 0.1748 a yr '. 'z ' WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of ci General Notes 1.This truss design is adequate for the design parameters shown.Review , 0 r Truss: C GIRD and Warnings before construction commences. and approval Is the responsibifty of the building designer,not the 2.2x4 compression web bracing must be instated where shown+. thus designer or truss engineer. :j J-An lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 1 DES. BY: MJ stabtily bracing must be designeddesigner2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'+s:7r.+s/�F.�Q_ g by of complete structure. continuous sheathing such as plywood shea66np(TC)and/or drywa8(BC). DATE: 5/17/2012 CompuTrus assumes rho responsibimy for such bracing. 3.2x Impact where * �j{/!/�(Iy� 4.No load should be applied to anycoall a bridging or lateral bracing required are shown++ �C��.i�� PP component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. "� y,+N_- li' SEQ. : 5185252 fasteners are complete and at no time should any loads greater than 5.Design assumes busses ate to be used In a noncorrosive environment, l�j(V� TRANS I D: 339275 design bads be appied to any component B.Design assumesand are for cofuft°bearing°`;all supports `rig// shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibifty for theed0 fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth7.Plates assumes adequate o ofac e Is ftruprovided., . I ���� g Me by m.Plates sham be located on both faces of truss,and placed so their center EXPIRES 6/10/13 TPIIWfCA in SCSI,copies of which wit be furnished upon request CompuTrus,Inc.Software 7.6.2(1 L)-E foes coincide with joint center fines. 9.Digits Indicate size of plate in inches. 10.For basic connector plate design�values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1688(14iTek). VIMThis design prepared from computer input by B PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 OF 816BTR LOAD DURATION INCREASE = 1.15 • 1-2=( -64) 53 2-6=(-87) 315 6-3=(0) 262 BC: 2x4 DF /16BTR SPACED 24.0' O.C. 2-3=(-493) 203 6-4=(-87) 315 WEBS: 2x4 DF STAND 3-4=(-493) 203 LOADING 4-5=( -64) 53 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0' 18.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -102/ 579V -107/ 107H 5.50' 0.93 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009-NOT BEING MET. _11'- 6.0' -102/ 579V -107/ 107H 5.50' 0.93 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,Y2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010' @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = 0.009' @ -1'- 6.0" Allowed = 0.200' MAX LL DEFL = 0.010' @ 13'- 0.0' Allowed = 0.150' MAX TL DEFL = 0.009' @ 13'- 0.0' Allowed = 0.200' MAX TC PANEL LL DEFL = -0.070' @ 8'- 4.7' Allowed = 0.416' MAX TC PANEL TL DEFL = 0.031' @ 3'- 3.7' Allowed = 0.624' T 5-09 ' 5-09 T MAX HORIZ. LL DEFL = 0.003' @ 11'- 0.5' MAX HORIZ. TL DEFL = 0.004' @ 11'- 0.5' 12 12 8.00 L/ - IIM-4x4 8.00 This truss does not include any time dependent deformation for long term loading (creep) in the 3 4.0� total load deflection. The building designer !�� shall verify that this parameter fits with the i intended use of this component. Design conforms to main windfarce-resisting system and components and cladding criteria. li Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, ill Enclosed, Cat.2, Exp-B, MWFRS, interior zone, load duration factor=1.6 0����p Po r �w�` 4✓�G("�F'P /° o� / 7111 1 •G g q ,G11'1.-� mai M 2.5x4 M 1.5x4 M-2.5x4 n OREGON�^°' T 4 OSERe' Ov y y y rl/r<l/a TR. Ci\9' 5-09 5-09 $ EXPIRES 12/31113] y y y y 1-06 11-06 1-06 ec.g. C�q c; - 0 wMsyl4 0 - JOB NAME: 14102 GERTZ THE MERLIN - D1 Bala; 0.4471 -- ti `` °x k"" WARNINGS: GENERAL NOTES,unless otherwise noted: ♦ '. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review si x Truss: D1 and Warnings before construction commences. and approval Is the responsibility of the building designer,not the 1 1 2.2v4 compression web bracing must he installed where shown+. truss designer or truss engineer. 3 511 1,1,-.,!'-.rce insisting ole mails such as temporary and permanent 2-Design assumes the top and bottom chords to be laterally braced al 17778 DES. BY: MJ stabil bracingmust be designeddesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � , q h9 by 0 nrWe continuous sheathing such as plywood sheatNng(TC)andlor drywall(BC). • S ii TX DATE: 5/17/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ A4.No load should be appled to any component until after all bracing and 4.Installation of truss Is Bre responsibility of the respective contractor. h'1s e.f SEQ. : 5185 253 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, % •VjVf\{ design loads be rippled to any component. and are for'dry candmon'of use. /' TRANS I D: 339275 5.CompuTrus has no control over and assumes no responsibitty for the 6.Design assumes lull bearing at as supports shown.Shim or wedge If • necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ip 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 EXPIRES 6/10/13 I ,IMIN IIII. IIII TPCA in BCSI,copies of which will(furnished upon request Digs coincideditwith jointf centerIn linche IuN 9.Digin ictcdsize oplateto ilines. CompuTrus,Inc.Software 7.6.2 1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTns) and/or ESR-1311,ESR-1988(MiTelq. ill IiI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0' Design conforms to main windforce-resisting TC: 2x4 OF 811BTR LOAD DURATION INCREASE = 1.15 system and components end cladding criteria. BC: 2x4 OF N1&BTR SPACED 24.0' O.C. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7.05, TC LATERAL SUPPORT <= 12'0C. UON. • LOADING Enclosed, Cat.2, Exp.B, NWFRS, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6 DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSI Gable end truss on continuous bearing wall UON. C,CN,C18,CNIB (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus able end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING NET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP _ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '0". fl�Rpfi 5-09 5-09 ��FL �LriP T T 12 �5 ‘..‘Gto IN ., . �O 12 e.0o�/ IIM-4x4 NJ6.00 s Q 11111 n O:::::::1 © ip . �,/l�l�y T R. ..,„_ .1/I lb., EXPIRES 121'31/13 o� I o miiiiiiiiiiiArar • iiiiiiiiiiiiimm Ar irAr Ar Ar ArAr Ar o M-2.5x4 M-2.5x4 1-06 11-06 • 1-06 4, di JOB NAME. 14102 GERTZ THE MERLIN - D GE �'' *4'' l c'z Scale: 0.5096 tq , iv WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of al General Notes 1.This truss design is adequate for the design parameters shown.Review *# .. Truss: D GE and Warnings before construction commences. and approval Is the responsibility of the building designer,not the 1 t 2.2x4 compression web bracing must be installed where shown+. Buss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bo=om chords to be laterally braced at - sC 17778 w •t DES. BY: MJ stabilbracingmust be designed designer of complete structure. Y o.c.and at 10'o.c.respectively unless braced throughout their length by �T yg by �g mp co=ntinuous sheathi=ng such as plywood sheathing(TC)and/or drywaa(BC). • ftSI�R 1- DATE'DATE: 5/17/2D12 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after am bracing and 4.Installation of truss is the responsibility of the respective contractor. N/1s r i s SEQ. : 5185254 fasteners are complete and at no time should any bads greater than 5.Design assumes tosses are to be used in a non-corrosive environment, / JONAS. design bads be appied to any component. and are for'dry condition'of use. f/1 /I TRANS I D: 339275 5.CompuTns has no control over and assumes on responaibtiy for the 6.Design assumes full beating at lig supports shown.Slam or wedge If necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,I''I 6.This design is furnished subject to the Imitations set forth by 8.Plates shat be boated on both faces of toss,and placed so their center E'xPIRES 6/10/13 • I M1 ,MB,IN TPIIW TCA in RCS),copies of which WI be finished upon request. Ines coincide with joint center ones. 11111 1.111)III g.Digits indicate size of plate in ignc_hes. COfTIpUTrus,Inc.Software 7.6.2(1 L)-E 10.aFor nd/or is connector onn ctoESRteaee design values see ESR-2528(CompuTrus) 10111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-06-00 GIRDER SUPPORTING 32-00-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4732) 664 1. 6=(-514) 3714 6- 2=( -202) 1684 BC: 2x6 DF SS 2- 3=(-3308) 466 6- 7=(-508) 3664 2- 7=(-1246) 178 WEBS: 2x4 DF STAND LOADING 3- 4=(-3308) 466 7- 8=(-508) 3664 7- 3=( -446) 3452 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 11,-. 6.0' V 4- 5=(-4732) 664 8- 5=(-514) 3714 7- 4=(-1246) 178 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 375.0)+DL( 275.0)= 650.0 PLF 0'- 0.0' TO 11'- 6.0' V 4- 8=( -202) 1684 BC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -567/ 4106V -101/ 101H 5.50' 6.57 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 6.0' -567/ 4105V -101/ 101H 5.50' 6.57 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _, ,_ ( 2 ) complete-trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = -0.028' @ 5'- 9.0' Allowed = 0.529' 9' oc throughout 2x4 top chords, MAX TL DEFL = -0.047' @ 5'- 9.0' Allowed = 0.706' MW 4' oc throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.009' @ 11'- 0.5' 9' oc throughout webs. MAX HORIZ. TL DEFL = 0.015' @ 11'- 0.5' 5-09 . 5-09 T This truss does not include any time dependent 3-04-03 2 04 13 2-04-13 3 04-03 deformation for long term loading (creep) in the total load deflection. The building designer T '1 T T 1' shall verify that this parameter fits with the 12 12 intended use of this component. M-4x6 8.00 V \I 8.00 Design conforms to main windforce-resisting 34.0" system and components and cladding criteria. .� Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, \ Enclosed, Cat.2, ExMWF interior zone, load duration factor=1.6 • 14-3x6 M 3x6 4 �6 4� ��4€O PRa t--. M-5x10 1 M-5x10 ��5 ' ',1 : ' /0 o # ill _ EM 1 kik.. o _ C. % e1r,4/-z-'- c 1-� 6 7 B ►�g --,o • OREGON , M-3x6 M-7x8 . M-3x6 . Ilt °8ERb' Ov y y y y .1' Cge- C.-• y 3-02-07 2-06-09 2-06-09 3-02-07 I EXPIRES 12/31/13 1 11-06 WEDGE REQUIRED AT HEEL(S). e ,RaC.4�p_ ',� of*Ask. `th JOB NAME: 14102 GERTZ THE MERLIN - D GIRD t'' AT coo ,.+1 Scale: 0.4292 y j(y', ` WARNINGS: GENERAL NOTES,unless otherwise noted: '± r 1.Builder and erection contractor should be advised of at General Notes 1.This truss design is adequate for the design parameters shown.Review j - r Truss: D GIRD and Warnings before construction commences. and approval is the responsibitty of the building designer,not the ,r 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. , 3.All lateral lore`rests/mgiemehty such as temporary and 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ e p y permanent are. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 5 a 17778, , 4 atabiiry bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheatldng(TC)and/or drywatl(BC). J i�� DATE: 5/17/2012 CompuTrus assumes no responsibiily for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ A 4SEQ. : 5185255 .No load should be spied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. jr.�a, 1 loadsfasteners am complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, //�/ e Vjy/ti{r design loads be appied to any component. / TRANS I D: 339275 5.CompuTrus has no control over and assumes no responsihiiry and are tor"dry condition"of use. for the 6.Design assumes fun bearing at at supports shown.Shim or wedge if . fabrication,handling,shipment and installation of components. oesignary. 6.This designis furnished subject to the Imitations set forth 7.Design assumes adequateodrainage is provided. �+ �/�ii I �� !e by S.Plates shad be located on both faces of truss,and placed so their center EXPIRES 611 V/13 TPIANfCA in BCSI,copies of which wit be famished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E Ines coincide with joint center boas. 9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1969(MiTel). , IMO This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 , IC: 2x4 DF g16BTR LOAD DURATION INCREASE = 1.15 1. 2=( -59) 53 2- 8=(-375) 816 3- 8=(-272)I191 BC: 2x4 OF 116BTR SPACED 24.0' O.C. 2- 3=(-1086) 547 8- 6=(-375) 816 8- 4=( -78) 550 WEBS: 2x4 OF STAND 3- 4=( -818) 340 8- 5=(-272)',191 LOADING 4- 5=( -B18) 340 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1086) 547 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 53 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED 8RG AREA Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -150/ 929V -168/ 168H 5.50' 1.49 DF ( 25) M,M20HS,M18HS,M16 =MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 19'- 10.0' -150/ 929V -168/ 168H 5.50' 1.49 OF ( 25) _ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009' @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = 0.008' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = 0.026' @ 9'- 11.0' Allowed = 0.946' MAX TL DEFL = -0.040' @ 9'- 11.0' Allowed = 1.261' MAX LL DEFL = 0.009' @ 21'- 4.0' Allowed = 0.150' MAX TL DEFL = 0.008' @ 21'- 4.0' Allowed = 0.200' 9-11 9-11 MAX HORIZ. LL DEFL = -0.013' @ 19'- 4.5' T MAX HORIZ. TL DEFL = 0.020' @ 19'- 4.5' 5-01-15 4-09-01 4-09-01 5-01-15 f T T 1' - This truss does not include any time dependent 12 12 deformation for long term loading (creep) in'the V IIM-4x4 total load deflection. The building designer 8,00 \I 8.00 shall verify that this parameter fits with the 4.0' intended use of this component. 4 .(� 4M Design conforms to main windforce-resisting system and components and cladding criterii. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7'O5, Enclosed, Cat.2, Exp.B, MWFAS, interior zone, load duration factor=l.6 M 1.5x4 M-1.5x4 �(9 O PROIr�cd, co :G)NFP0 i �.�OREGON�0) -..r '''' IIIIHIIN 0 0 ` pBE�6, ,t Jv o i� G o o II-2.5x4 M-3x8 M-2.5x4 O ,r//t/it T R. CPQ y y y I EXPIRES 12/3'113 1 9-11 9-11 k -- -- - 1-06 19-10 1-06 ,4� W C.4 JOB NAME: 14102 GERTZ THE MERLIN - El ° Scale: 0.2851 41 . r WARNINGS: GENERAL NOTES,unless otherwise noted: C 1.Builder and erection contractor should be advised of all General Notes 1.This truss design Is adequate for the design parameters shown.Review , 0 Truss: E 1 and Warnings before construction commences. and approval Is the responsibiity of the building designer,not the •t 2.2x4 compression web bracing must be installed where shown+, truss designer or muss engineer. 3.NI lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at IS 177% odr DES. BY• MJ stabiA brei must be deal ed desi ner of co lets structure. 2'o.c.and at ea o.c.respectivelyh asly unless braced throughout their aent,q.. by 14 • h inti 9n by 0 mP continuous sheathing such as plywood sheathing(TC)and/or drywan(eC). • DATE: 5/17/2012 CompuTrus assumes no responsibitty for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 1 4.Na load should be rippled to any component until after all bracing and 4.Installation of truss Is the responsibiRy of the respective contractor. ^l Il1nc..f SEQ. : 5185256 fasteners are complete and a1 no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, f I.�/ k)NP13+ design bads be rippled to any component. and are for"dry condb eai of use. ' 1 TRANS I D: 339275 5.CompuTrus has no control aver and assumes no resporneibith for the 6.Design assumes fullon bearing at all supports shown.Shim or wedge if necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. /'t 6.This design is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center EXPIRES 61 0113 I �I TPIANfCA in SCSI,copies of which wit be famished upon request. Gigs coincide with jointof nn lines. _ 9.toDies indicate ids size oplateein inliness.. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(AMTair). 111101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.0' Design conforms to main windforce-resistin ` TC: 2x4 OF 618BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF A18BTR SPACED 24.0' O.C. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12'0C. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6 Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF ConnectorCpla (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M,CN,C18,CNHS,Yor n Yprek MT series Y-1x2 or equal typical at stud verticals. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-11 9-11 ei,se PROF . T T 1' `c.3". `S"l 12 12 a' N$'� 8.00 L/ IIM-4x4 C9 8.00 A.3p i illikiiiiii eari..- • OREGON 413 ctr Iv IP 11111111 EXPIRES 12131/1 li o .' 4 v IIIIIi1I ,` 0 M-2.5x4 M-2.5x4 • 1, 1, 1-06 '19-10 y y 1-06 `(+ a*WASq/4, 0 JOB NAME: 14102 GERTZ THE MERLIN - E GE Scale: 0.3726 r� � �`,�� WARNINGS: • GENERAL NOTES,unless otherwise noted: � 49 x 1.Builder and erection contractor should be advised of al General Notes 1.This truss design Is adequate for the design parameters shown.Review Truss: E GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.244 compression web bracing must be installed where shown+. truss designer or truss engineer. 3.All lateral force resistingelements such as temporary 2.Design assumes the top and bottom chords to be laterally braced at po ry and permanent DES. BY: MJ stabilbracingmust be designed designer2'cos.and at 19'o.c.such tivey unless braced throughout their length by 1 y m byfor of complete structure. continuous sheathing such as plywood ng(TC)and/or drywal(BC). DATE: 5/17/2012 CompuTrus assumes no responsibimy for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 17778 4.No load should be spilled to any component until ater al bracing and 4.Installation of truss Is the responsibility of the respective contractor. v41117778 osme SEQ. : 5185257 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, • fit( TRANS I D: 339275 design loads be appled to any component. and are for"dry condition'of use. 5.Co6.Design assumes full bearing at at supports shown.Shim or wedge if rrymuTrus has no control over and assumes no responsibility for theed9 A\ ow e handling,shipment and installation of components. necessary. `/f.// eVIVrLL• fabrication, ry. J 6.Thisdesign is furnished subject7.Design assumes adequate drainage is r provided. , �1 I� to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request Ines coincide with joint center lines. 6/10/1 (� 9.Digits indicate size of plate in inches. 6�10/13 CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) EXPIRES and/or ESR-1311,ESR-1988(MTek). , MA This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-10-00 GIRDER SUPPORTING 32-00-00 IRC 2009 VAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x4 DF 1118BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9460) 1318 1- 8=(-1038) 7520 8- 2=( -242) 2044 11- 6=(-1364) ',190 BC: 2x6 OF SS 2- 3=(-77B6) 1088 8- 9=(-1032) 7468 2- 9=(-1364) 190 6-121 -242) 2044 WEBS: 2x4 OF STAND; LOADING 3- 4=(-6024) 844 9-10=( -872) 6310 9- 31 -344) 2800 2x6 OF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 19'-'10.0' V 4- 5=(-6024) 844 10-11=( -872) 6310 3-10=(-2436) 342 BC UNIF LL( 375.0)+DL( 275.0)= 650.0 PLF 0'- 0.0' TO 19'- 10.0' V 5- 6=(-7786) 1088 11-12=(-1032) 7468 10- 4=( -850) 6438 '.. TC LATERAL SUPPORT <= 12'OC. UON. 6- 7=(-9460) 1318 12- 7=(-1038) 7520 10- 5=(-2436) 342 BC LATERAL SUPPORT <= 12.00. VON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-11=( -344) 2800 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 6-3x6 where shown; Jts:2-3,5-6,8,12 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -978/ 7080V -166/ 166H 5.50' 11.33 DF ( 625) J M,M20HS,V18HS,V16 = MiTek MT series , 19'- 10.0' -978/ 7080V -166/ 166H 5.50' 11.33 DF 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4' oc throughout 2x6 top chords, MAX LL DEFL = -0.091' @ 13'- 1.8' Allowed = 0.946' 4' oc throughout 2x6 bottom chords, 9' oc throughout webs. MAX TL DEFL = -0.152' @ 13'- 1.8' Allowed = 1.261' MAX HORIZ. LL DEFL = 0.031' @ 19'- 4.5' MAX HORIZ. TL DEFL = 0.051' @ 19'- 4.5' • This truss does not include any time dependent 9-11 9-11 deformation for long term loading (creep) in the T -( - 1 total load deflection. The building designer 3-10-11 3-01-01 2-11-05 2-11-05 3-01-01 3-10-11 shall verify that this parameter fits with the intended use of this component. 12 12 Design conforms to main windforce-resisting sxo 8.001 M-7x8 8.00 system and components and cladding criteria. 47.0" Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7105, 110400„ . Enclosed, Cat.2, Exp.B, YWFRS, SI� interior zone, load duration factor=1.6 1 10 4'., PROfi6 11-5x101. M-5x10 C1 OREGON q`°' c, s1 Aid iron Cia Ti. _ tr 0� 1-- V "Qg �•�� •.I 4 8 1 ' 8 V 9 v• 10 411 12 7 M-5x6 M 7x10 M 5x6 ,r116/it r R. C P ' y y r y y y y , I EXPIRES 12/311 3-08-15 2-11-05 3-02-13 3-02-13 2-11-05 3-08-15 19-10 WEDGE REQUIRED AT HEEL(S). ec,We Ce41 " o!4 tcP was 4, l al NAME. 14102 GERTZ THE MERLIN - E GIRD Scale: 0.2803 y ° WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.This Inns design is adequate for the design parameters shown.Review e'A 0( Truss: E GIRD and Warnings before construction commences. and approval is the responsibiily of the building designer,not the =1 2.2s4 compression web bracing must be installed where shown+. truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced atr 3.All lateral force resisting elements such as temporary and permanent 17778 I DES. BY• MJ2'o.c.and at 10'o.c.respectivey unless braced throughout their length by • stabiity bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywae(BC). X440 �.� 1 DATE: 5/17/2012 CompuTrus assumes no responsibilly for such bracing. 3.2s 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. y1{f�t-' 7 SEQ. : 5185258 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r •V3yj1}. design loads be applied to any component. and are for"dry condition'of use. J //�/I TRANSI D: 339275 5.CompuTrus has no control over and assumes no responsibiity for the 8.Design assumes hill bearing at all supports shown.Shim or wedge if l necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. c (� 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 [ EXPIRES 6/10/1 3 I of I I� TPIANFCA in SCSI,copies of which wi0 be furnished upon request. Ings Indicate with joint tecenter lines. 1. IN'Iui a.Digits lnmwte sire of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(Mitek). . . IIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 8.0' Design conforms to main windforce-resisting TC: 2x4 DF 8168TR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. — BC: 2x4 OF N18BTR SPACED 24.0' O.C. Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12'0C. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6 DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 11-1x2 or equal typical at stud verticals. M,820HS,M18HS,M16 =MMTch MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2309 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-04 _ T 3-04 12 12 8.00V \f8.00 i IM-4x4 • A11111111116 . o� ---/- o Tr v o� �iiiiiiiiiiiiiiiiiiiiiiioiiiiiiiiiviiiiiiiiiuiiiii� o ��� O PROF�`sS . M-2.5x4 M-2.5x4 i 'cote�.'n--' �1 OREGON i J °8ER 6' C-51 To Oy y y y ,(I1E2 T R. C OL 1-06 , 6-08 1-06 EXPIRES 12/31/jil R' Cil o f wA,sti`�Y� �y"y JOB NAME: 14102 GERTZ WARNINGS: GENERAL MERLIN - F GE GENERAINOTES,unless otherwise noted: Scale: 0.6173 ys Y' °�' .�' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ,, Truss: F GE and Warnings before construction commences. and approval Is the responsibility of the building designer,not the .. 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. 3.All lateral force resistingelements such as 2.Design assumes the top and bottom chords to be laterally braced at etemporary and permanent 7 o.c.and at 10'c.c.respectively unless braced throughout their length p.�,17778 DES. BY: MJ aratis bracingmust bedesignedpe ly ) br "s-+t$1st` ty by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • DATE: 5/17/2012 CompuTrus assumes no responsibimy for such bracing. 3.2s Impact bridging or lateral bracing required where shown+* 4SEQ. : 5185259 .No load should be rippled to any component until alter at bracing and - 4.Instatation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used Inc non-corrosive environment, 401414* design loads be appied to any component. and are for*dry comitlon of use. ,r/0/1 . TRANS I D: 339275 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 fabrication,handling,shipmentnecessary. and installation of components. 7.Design assumes adequate drainage is provided. n IINNINIIIIII6.This design is famished subject to the imitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center EXPIRES 6/10/13 TPIIWfCA in BCOI,copies of which wit be furnished upon request. tries coincide with joint center fines. 9.Digits indicate size of plate In inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate desiggnvalues see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MAiTek). I VINO This design prepared from computer input by N p PACIFIC LUMBER-BC i LUMBER SPECIFICATIONS TRUSS SPAN 31'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF /16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -59) 53 2- 9=(-963) 2882 9- 3=( 0) 216 7-13=(0)',297 ' BC: 2x4 DF 1116BTR SPACED 24.0' O.C. 2- 3=(-3468) 1221 9-10=(-971) 2882 3-10=( -236) 18 WEBS: 2x4 DF STAND 3- 4=(-3055) 1118 10-11=(-955) 2598 10- 4=( -554) 1838 LOADING 4- 5=(-1384) 541 11-12=(-429) 1205 4-11=(-1904) 706 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1332) 497 12-13=(-520) 1459 11- 51 -314) 1165 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1473) 557 13- 8=(-518) 1461 11- 6=( -251) 87 TOTAL LOAD = 42.0 PSF 7- 8=(-1919) 728 12- 61 -81) 151 OVERHANGS: 18.0' 0.0' 12- 7=( -405) 139 '.. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG REA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECES) M,M20HS,M18HS,M16 = Miiek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0' -221/ 1434V -264/ 264H 5.50' 2.29 DF ( 625) •• For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 31'- 9.0' -183/ 1333V -264/ 264H 5.50" 2.13 DF ( 25) - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009' @ -1'- 6.0' Allowed = 0.150" MAX TL DEFL = 0.008" @ -1'- 6.0' Allowed = 0.$00' MAX LL DEFL = -0.193' @ 9'- 10.0' Allowed = 1.042' - MAX TL DEFL = -0.325' @ 9'- 10.0" Allowed = 2.056' f 16-00 f 15-09 MAX HORIZ. LL DEFL = 0.138' @ 31'- 3.5' MAX HORIZ. TL DEFL = 0.232' @ 31'- 3.5' 5-02-05 4-09-07 6-00-04 3-02-08 6-02-05 6-04-03 '1 T f - T T T This truss does not include any time dependent 12 12 deformation for long term loading (creep) in'the 8.00 / M 4X6 8.00 total load deflection. The building designer shall verify that this parameter fits with the 4.0° intended use of this component. 5 4'( tltl Design conforms systemin wir components M-2.5X4 Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-15, Enclosed, Cat.2, Exp.B, MWFRS, 0.25° interior zone, load duration factor=1.6 vAii M 5x6(5) ? PROFF0.25" � sy M 3x6 o �� CINfi3� F� cc ea MI iiilliiiIIII7ax8 ' r'4'` 3x8 9 1 •• OREGON .a' o ��a M 1.5x4 M 4x12 ee All1161111111111.i*-. CO17 �`TOn $•.s. �► 12 13 8'• o O M-5x10 M-1.5x4 =M-4x4 o r' R. CPo- a 4.00 4.001 (/)k//t k 12 y i' J' 12 )' y- ), • I EXPIRES 12/31011 , , 5-00-09 4-09-07 y 6-02 3-02-08 ,, 6-04 -01 6-02-07 y 12-06 1-06,Y O6y 9-10 9-04-08 09 WEDGE REQUIRED AT HE EBS).y 4<‘�w 0 ��Of /4,, i i JOB NAME: 14102 GERTZ THE MERLIN - G1 Scale: 0.1811 :; , z WARNINGS: - GENERAL NOTES,unless otherwise noted: !� 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 0 Truss: G 1 and Warnings before construction commences. and approval Is the responsib8ty of the building designer,not the ° 2.2o4 compression web bracing must be Installed where shown+. truss designer or truss engineer. 1 f 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 1777 DES. BY: MJ staliity bracing must be designed designer of 2'o.c.and at to'o.c.such as unless braced throughout their length by � � DATE: 5/17/2012 responsibility such nplate structure. continuous sheathing such as plywood required sheathing(TC)andfor drywa8(BC). CompuTrus assumes no forbracing. 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. ASEQ. : 5185260 j���� fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be appled to any component. and are for"dry condition"of use. Mai . TRANS I D: 3392 75 5.CompuTrus has no control over and assumes no resporslbiity(or the 6.Design assumes full bearing at all supports shown.Shim or wedge it fabrication,handling,shipment and installation of components. ne�6sary' I' 6.This design is furnished subject to the Imitations set forth 7.Pwe s assumes adequate onne both adrainage is of provided. '-_-1- 111111111E11 p I>of by 8.Plates strati be located both faces truss,and placed so their center EXPIRES 6/10/13 TP WYfCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. e.Digits indicate size of plate In Inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(b6Telf. MIR This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF MI&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -59) 53 2-10=(-961) 2907 10- 3=( 0) 216 BC: 2x4 OF MIKBTR SPACED 24.0' O.C. 2- 3=(-3498) 1219 10-11=(-969) 2908 3-11=( -233) 18 WEBS: 2x4 DF STAND 3- 4=(-3087) 1116 11-12=(-953) 2626 11- 4=( -552) 1855 LOADING 4- 5=(-1403) 539 12-13=(-428) 1228 4-12=(-1919) 705 IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1351) 497 13-14=(-507) 1519 12- 5=( -314) 1186 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1500) 552 14- 8=(-505) 1521 12- 6=( -256) 84 TOTAL LOAD = 42.0 PSF 7- 8=(-1970) 719 13- 6=( -72) 155 OVERHANGS: 18.0' 18.0' 8- 9=( -59) 53 13- 7=( -451) 124 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-14=( 0) 303 Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA M,M20HS,MIBHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -221/ 1440V -264/ 264H 5.50' 2.30 DF ( 625) 32'- 0.0' -221/ -1440V -264/ 264H 5.50' 2.30 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009' @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = 0.008" @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.197' @ 9'- 10.0' Allowed = 1.554' 16-00 16-00 MAX TL DEFL = -0.331' @ 9'- 10.0' Allowed = 2.072' MAX LL DEFL = 0.009' @ 33'- 6.0' Allowed = 0.150' f T T MAX TL DEFL = 0.008" @ 33'- 6.0' Allowed = 0.200' 5-02-05 4-09-07 6-00-04 3-02-08 6-02-05 6-07-03 I T T T T 1' 1 MAX HORIZ. LL DEFL = 0.140" @ 31'- 6.5' 12 12 MAX HORIZ. TL DEFL = 0.235" @ 31'- 6.5' 8.00 I/ M-4x6 Q 8.00 This truss does not include any time dependent 4.0" deformation for long term loading (creep) in the 5 -h( total load deflection. The building designer N% shall verify that this parameter fits with the intended use of this component. M-5x10(S) 7 ,M-2.5x4 Design conforms to main windforce-resisting system and components and cladding criteria. 0.25" Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Op M-5x8(5) Enclosed, Cat.2, Exp.B, MWFRS, 0 Ail interior zone, load duration f =1.6 5)PROF 0.25" * - ass 11-3x6 �c �'0�� ��GIM�FA fO-1_ it mg M 5x8 T-- M 3x8 M 1.5x4 111101111110 I- �' o CAOREGON 's. J V ri M-4x12 es l - - c. � v 4 -SER 6• O' o M-5x10 M-1.5x413 1 =M-4x4 0 ort R. CN`- a4.00 4.001 fIl4/1� 12 ' 12 EXPIRES 12/31/13 1 > y 5-00-09 4-09-07 y 6-02 3-02-08 . 6-04-01 6-05-07 ), y 1-06* 9-10 9-04-08 12-09-08 ,1-06 es Vt.. CA `�P 32-00 OF WA U0 O - JOB NAME: 14102 GERTZ THE MERLIN -_ G2 �'` ��°r Scale: 0.1803 C y :ilir WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.This truss design is adequate for the design parameters shown.Review , 61 Truss: G2 and Warnings before construction commences. and approval Is the responsibiity of the building designer,not the t. 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. . 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 17778 DES. BY• MJ stabiity bracing must be designed by designer of complete structure. 2"o.c.and at 10'o.c.respectively unless braced throughout their length by " CompuTrus assumes be responsibility for such continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). S. S'[,r a- DATE: 5/17/2012 17/2012 P pa itY bracing. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appked to any component until after a1 bracing and 4.Installation of truss is the responsibiity of the respective contractor. IONA. SEQ. : 5185261fasteners are complete and at no lima uld any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . design bads be appied to any component. and are for"dry condition'of use. f �r Ii TRANS I D: 339275 5.CompuTrus has no control over and assumes no respons Miry for the 6.Design assumes fu8 bearing at aft supports shown.Shim or wedge if fabrication,handing, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. 6/10/13 I, 6.This design In furnished subject to the imitations set forth by B.Plates shad be boated on both faces of trona,and placed so their center EXPIRES �u "u I� TPI/WTCA in BCSI,espies of which wIB be famished upon request foes coincidewith joint center fines. ' IoM ill IM�iI 0.Digits indicate size oIn inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(NUTek). I �I�p II6 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00'. TC: 2x4 OF 0138TR; LOAD DURATION INCREASE = 1.15 1- 2=(-2191) 843 1- 7=(-606) 1677 7- 2=( 0) 344 2x4 DF 2400F T3 SPACED 24.0' O.C. 2- 3=(-1460) 595 7- 8=(-608) 1673 2- 8=(-739) 264 BC: 2x4 DF NI&BTR 3- 4=(-1460) 594 8- 9=(-601) 1709 8- 3=(-217) 1054 WEBS: 2x4 DF STAND LOADING 4- 5=(-2214) 839 9- 5=(-599) 1713 8- 4=(-782) ',255 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -59) 53 4- 9=( 0) 350 TC LATERAL SUPPORT <= 12'0C. 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 BRGREA OVERHANGS: 0.0' 18.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -183/ 1522V -264/ 264H 5.50' 2.44 OF ( 625) Connector plate prefix designators: 31'- 9.0' -221/ 1620V -264/ 264H 5.50' 2.59 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Y,Y20HS,M18HS,M16 = MiTek YT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans VAX LL DEFL = -0.084' @ 15'- 9.0" Allowed = 1.$42' MAX TL DEFL = -0.130' @ 15'- 9.0' Allowed = 2.056' MAX LL DEFL = 0.009' @ 33'- 3.0' Allowed = 0. 50' MAX TL DEFL = 0.008" @ 33'- 3.0' Allowed = 0.200' MAX HORIZ. LL DEFL = 0.044" @ 31'- 3.5' MAX HORIZ. TL DEFL = 0.066' @ 31'- 3.5' 15-09 16-00 T This truss does not include any time dependent deformation for long term loading (creep) in,the _ 8-01-03 7-07-13 7-07-13 8-04-03_ _ total load deflection. The building designer f- T -1 -I shall verify that this parameter fits with the 12 12 intended use of this component. 8.00 M-4x6 V 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 11 . Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 705, Enclosed, Cat.2, Exp.B, MWFRS, 41 114i*, interior zone, load duration factor=1.6 M-5x10(S) M-2.5x4 0.25" 4CRs1 }PR(') vs,, ININ4 tir, ,,,,,,,,,,,, .....,\C? kc r n�OREGON\AA°' r-- r-- Il o �!p , ER6� \-C T P� - el 7 r 8 9 - o U-4x6 M-1.5x4 0.25' M-1.5x4 M 3x6 o , M-5x8(S) 1 EXPIRES 92131 7-11-07 7-09-09 7-09-09 8-02-07 • '� " eel h l - I I 11 31-09 WEDGE REQUIRED AT HEEL(S). 1.06 • `x►�°FWAS,F04, d JOB NAME: 14102 GERTZ THE MERLIN - G3 Scale: 0.1936 a ,': 0 t °P111 C:4 Ili WARNINGS: GENERAL NOTES,unless otherwise noted: G3 1.Builder and erection contractor should be advised of at General Notes 1.This truss design is adequate for the design parameters shown.Review v Truss: G3 and Warnings before construction commences. and approval is the responsibil,ly of the building designer,not the ,7 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. , 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at v�h 17778'� ?�, DES. BY: MJ statitty bracing must be designed by designer of complete structure. 2'o.c.and at 11r o.c.such a respectively unless braced throughout their length by �, Co uTrus assumes no res mibi for such brad continuous sheathing such as plywood sheathing(TC)and/or drywaMBC). R DATE: 5/17/2012 nb pa Ny ng 3.2x Impact bridging or lateral bracing required where shown++ 4No load should be embed to any component until alter all bracing and4.Installation of truss is the responsibility of the respective contractor. k SEQ. : 5185262 fasteners are complete and at no time should any. bnon- corrosive greater than 5.Design assumes trusses are to be used in a environment, _/ /e// TRANS I D: 339275 / •V1�ij�lr' design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility are for"dry condition"of use. y for the 6.Design assumes full bearing at alt supports shown.Shim or wedge it labdeation,handing, necessary. ' ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 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 EXPIRES 6/10/13 �I IOI TPIA4RCA in SCSI,copies olwNch will be furnished upon request Ines coincide with joint renter lines. INn' 9.Digits Indicate size of pate In inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate designvalues see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988 Wei). NIMH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2171) 843 1- 6=(-607) 1662 6- 2=( 0) 343 BC: 2x4 DF 1116BTR SPACED 24.0' O.C. 2- 3=(-1440) 596 6- 7=(-608) 1658 2- 7=(-740) 263 WEBS: 2x4 DF STAND 3- 4=(-1440) 596 7- 8=(-608) 1658 7- 3=(-221) 1031 LOADING 4- 5=(-2171) 843 8- 5=(-607) 1662 7-.4=(-740) 263 TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 8=( 0) 343 BC LATERAL SUPPORT <= 12'OC. VON. DI' ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -183/ 1511V -264/ 264H 5.50' 2.42 OF ( 625) Y,M2OHS,Y18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION SPECIFIED BY IRC 2099 AND IBC 2009. 31'- 6.0' -183/ 1511V -264/ 264H 5.50' 2.42 OF ( 625) •• For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=9/240,Allowed 11=1/180 MAX LL DEFL = -0.082' @ 15'- 9.0" Allowed = 1.529' MAX TL DEFL = -0.127" @ 15'- 9.0' Allowed = 2.039' MAX HORIZ. LL DEFL = 0.042" @ 31'- 0.5' MAX HORIZ. TL DEFL = 0.064' @ 31'- 0.5' This truss does not include any time dependent deformation for long term loading (creep) in the 15-09 15-09 total load deflection. The building designer T ' - . shall verify that this parameter fits with the 8-01-03 7-07-13 7-07-13 8-01-03 intended use of this component. 1` - T I T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 L/ M-4x6 • 8.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 3 4.0' Enclosed, Cat.2, Exp.B, MFRS, interior zone, load duration factor=l.6 IN LI-5x10(S) M-2.5x4 0425' �eco PROPE. ,,il C� vi0 �GINrt.„ S/� !,OREGON ^m J �0ER�• 0" 0 0 ITR. CP`�� c •4 6 7 8 s* 4 ,I'114I/$ o M-4x6 M-1.5x4 0.25' M-1.5x4 M-4x6 0 M-5x8(S) - 1 EXPIRES 12/31/111 7-11-07 7-09-09 7-09-09 7 11 07 II* C,4 31-06 WEDGE REQUIRED AT HEEL(S). �4 WASy7:C� , - JOB NAME: 14102 GERTZ THE MERLIN - G4 Scale: 0.1957 up y 1�"': °z C'1 WARNINGS: GENERAL NOTES,unless otherwise noted: �± A 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 0 , , Truss: G4 and Warnings before construction commences. and approval is the responsibility of the bulling designer,not the 2.2v4 compression web bracing must be installed where shown.. truss designer or truss engineer. .All lateral to:,--r,-----1 ry'6-=,.r6,:u-has lrmporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 17778 3 DES. BY: MJ stabifry bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fi�, r p DATE: -0, 5/17/2012 Com uTr rs assumes no res nsib for such continuous sheathing such as pywood required sheathing(TC)and/or drywall(BC). I i P Po iN bracing. 3.2x Impact bridging or lateral bracing where shown++ A 4.No load should be appied to any component until alter all bracing and 4.Installation of truss Is the responsiblity of the respective contractor. O r l ti SEQ. : 5185263fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive • TRANS I D: 339275 environment, J j aVSYry+ design loads be appied to any component. and are for"dry condition"of use. f//`(/ 5.Co rqx T us has no control over and assumes no responsibility for Me 6.Design assumes toll bearing at at supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. {( 7.Designlatesassumes adequate drainage is ruse,a E6/10/1 3 I 6.This design la furnished subject b the imitations set tomb by e.Plates shell be located on both faces of truss,and placed so their center EXPIRES IIII TPIANICA in BCSI,copies of which will be furnished upon request. Digs coincideilwith joint centerte noes ry �gll g.tees indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2528(CompuTrus) and/or ESR-1311,EOR-1988(WA). fluIWThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x4 OF K168TR LOAD DURATION INCREASE = 1.15 1- 2=( -59) 53 2- 8=(-1136) 2958 3- 8=( -166) 111 BC: 2x4 DF 81UBTR SPACED 24.0' 0.C. 2- 3=(-3539) 1411 8- 9=( -725) 1840 8- 4=( -602) 1948 WEBS: 2x4 DF STAND 3- 4=(-3271) 1198 9.10=( -590) 1613 4- 9=(-1228) 493 LOADING 4- 5=(-1308) 542 10- 7=( -588) 1617 9- 5=( -241) 1002 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1366) 581 9- 6=( -760) , 256 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2116) 820 6-10=( 0) 379 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG?AEA Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPEDIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -221/ 1478V -264/ 264H 5.50' 2.37 OF ( 1625) M,M2OHS,M18HS,M16 = Wel( MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 31'- 9.0' -1831 1474V -264/ 264H 5.50' 2.36 OF ( '525) - •• For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/160 MAX LL DEFL = 0.009' @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = 0.008' @ -1'- 6.0' Allowed = 0.200' 16-00 15-09 MAX LL DEFL = -0.183' @ 8'- 2.8' Allowed = 1.542' - T-- - 71---.- . MAX TL DEFL = -0.295' @ 8'- 2.8' Allowed = 2.056' 5-07-04 5-02-06 5-02-06 7-07-13 8-01-03 MAX HORIZ. LL DEFL = 0.125' @ 31'- 3.5' MAX HORIZ. TL DEFL = 0.201' @ 31'- 3.5' 12 12 8.00 V M-4x6 8 00 This truss does not include any time dependeht 5 4 deformation for long term loading (creep) in:the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. M-7x8(5) Design conforms to main windforce-resistinsystem and components and cladding criterie. 0.25' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 71-05, Enclosed, Cat.2, Exp.8, MWFRS,!fi11314: interior zone, load duration factor=l.6 M-2.5x4 • M 1.5x4 ��REO PROF ee 6 r-- 8 , M-3x8 M 7x8 N i':::: O �' OREm v ,/i Ae rrriAlbilhhhh„ ico Ct g� -4 o M-5x10 M-11 5x4 M-4x6 ; o c It r�s..n. �'� • a4.00 4.00 1 r QTR CPQ 12 12 Wedge required at heel(s) (//1/ 1.,...# y ), y y y I EXPIRES 12/311113 8-02-12 7-09-04 7-09-09 7-11-07 1, - - 1, 1, 1-06 8-02-12 7-09-04 15-09 . - �� c x J, y - - y 1-06 31-09 oFWASyfp� JOB NAME: 14102 GERTZ THE MERLIN - G5 Scale: 0.1936 ;n A 0Tri. c t" td WARNINGS: GENERAL NOTES,unless otherwise noted: �± 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review j Truss: G5 and Warnings before construction commences. and approval is the responsibility of the bulldmg designer,not the ,t 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanentti 4k42 ,0 ° DES. BY: MJ stabil bracingmust be designed designer2'o.c.and at 10'o c.respectively as ey unless braced throughout their length by ,S'j y,Aa"�,'y y g by of complete structure. continuous sheathing sect,as plywood sheathing(TC)and/or drywati(BC). DATE: 5/17/2012 Compuirus assumes no responsibility for such bracing. 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. Ale, y,.,�-_ 7 SEQ. : 5185264 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, JV�N. design loads be applied to any component. and are far"dry condition"of use. 110/1 '.. TRANS I D: 339275 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 1 6.This design Is furnished subject to the Imitations set forth 8.Design assumes locatedadeqonne drainage is truss, and. / , g b by 6.Plates shall be both faces of truss, placed so their center C'xP«Es 61 (�/1 3 TPIA4?CA in BCSI copies of isfoes coincide Nuwhich will be furnished upon request did with jointain lines. C I hmt 9.For b;incfcon sizetof platetdesign incvas. UI Compuirus,Inc.Software 7.6.2(1 L)-E 10. basicandR-1311,ESR-1u8(M values see ESR-2529(CompuTrus) and/or ESR-1311,E R-1988 iTal). 31111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 9.0' Design conforms to main windfarce-resisting TC: 2x4 OF M1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF N16BTR SPACED 24.0' O.C. WEBS: 2x4 DF STAND Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LOADING Enclosed, Cat.2, Exp.B, MWFRS, TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6 DL ON BC LATERAL SUPPORT <= 12'0C. VON. BOTTOMCHORD = 13.0 PSF TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous f bearing wall for entire span UON. M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,MI8HS,M16 = Mitek MT series 16-00 15-09 . 'i 8-04-03 7-07-13 7-07-13 8-01-03 8.00 V I I M-4x4 \I B.Oo 0" a 4f--0 , :‘ PRO 0. \�'4tRsvO ROA-A..... i='eel, ,,,, 11* • OREGON ^a' 0.25' M-3x6 �T Q- EXPIRES 12/31/13 1 cN.n - A',� 1k11 d10110I0111IiI11111i1111!h! M;3x40<o M-1.5x4 M-1.5x4 0 M-2.5x4 Continuous bearing M-5x8(S) • Wedge required at heel(s) y y J' J. y 8-02-07 7-09-09 7-09-09 7-11-07 y y 1-06 31-09 '1- cWAS +k4P - JOB NAME: 14102 GERTZ THE MERLIN - G5 GE is A.co . c�0 -, Scale: 0.2415 y x 4 WARNINGS: GENERAL NOTES,unless otherwise noted: • ,�. 1.Builder and erection contractor should be advised of aN General Notes 1.This truss design Is adequate for the design parameters shown.Review v. Truss: G5 GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the "1 2.204 compression web bracing must be installed where shown+. truss designer ortruss engineer. . 3.All lateral force resistingelements such as temporary and 2.Design assumes the top and bottom chords to be laterally braced at po ry permanent 171!8 �•S DES. BY: MJ stabiaty bracing must be designed o.c.and at 1a'o.c.respectively unless braced throughout their length by R �y M designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4�. +� DATE: 5/17/2012 CompuTrus assumes no responsibility for such bracing. 3.21/1 Impact bridging or lateral bracing required where shown++ 4.No load should be rippled to any component until alter all bracing and 4.Instatatlun of truss is the responsibility of the respective contractor. SEQ. : 5185265 •L3ylW loadsfasleners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f/1 // TRANS I D: 339275 • design bads be applied to any component. and are for"dry condition"of use. f 5.CompuTnrc has no control over and assumes no responsibility for the 6.Design assumes Ng bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. I— �+ n II'' u' 6.This design Is furnished subject to the Imitations set fortha.Design h assumes adequate both drainage is(ptruss,a { 6/10/1 3 III.1 I..I g bis byr 8.Plates shah e le on bath faces of truss,and placed so their canter L EXP(EjE 3 TPIANfCA in SCSI,copies of which wild be furnished upon request. Ines coincide with joint center lines. a.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3.1'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00' IC: 2x4 DF R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -59) 53 2- 7=(-103) 111 7- 3=(-488) 344 BC: 2x4 DF R16BTR SPACED 24.0' O.C. 2- 3=(-248) 196 7- 8=( -83) 117 3- 8=(-162) 81 WEBS: 2x4 DF STAND 3- 4=(-188) 143 8- 9=( -89) 115 8- 4=(-359) 280 LOADING 4- 5=(-184) 143 9-10=( -85) 110 8- 5=(-157) 88 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-243) 195 10- 6=(-114) 110 5- 9=(-462) 342 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 0.0' BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA MIN.STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECI S) 11-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' •95/ 477V -127/ 49H 309.50' 0.76 OF ( 625) vertical members (uon). 8'- 2.4' -81/ 646V -103/ 38H 309.50' 1.03 DF ( 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 16'- 0.0' -92/ 665V -155/ 150H 309.50' 1.06 OF ( 625) Unbalanced for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 23'- 9.6' -130/ 531V -2/ OH 309.50' 0.85 DF ( 625) g 25'- 9.5' 0/ 228V -39/ 115H 309.50' 0.37 OF ( 625) Connector plate prefix designators: 31'- 9.0' -75/ 345V -51/ 132H 5.50' 0.55 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009' 0 -1'- 6.0' Allowed = 0.1$0' MAX TL DEFL = 0.008' @ -1'- 6.0' Allowed = 0.2 0' MAX TC PANEL LL DEFL = -0.219' @ 28'- 1.2' Allowed = 0.5 7' MAX TC PANEL TL DEFL = -0.266' @ 28'- 1.1' Allowed = 0.806' MAX HORIZ. LL DEFL = -0.004' 0 31'- 3.5' 16-00 15-09 MAX HORIZ. TL DEFL = 0.004' @ 31'- 3.5' This truss does not include anytime dependent 8-04-03 7-07-13 7-07-13 8-01-03 deformation for long term loadng( creep) in the total load deflection. The building designer. 12 IiM-4x4 12 shall verify that this parameter fits with the 8.00 V 8.00 intended use of this component. 4 4.0' Design conforms to main windforce-resisting', i_1 system and components and cladding criteria, Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 M-5x10(5) ���O PROpS. 11 1 0.25' -4x6 �cn GINF��� k,� tc,C� c°pC OREGON�tim°SER�''� ifl�� ��a �� o,1��� ► illhik �� a ��� ;!. 1�..� R. C P o� M-1'5x4 80.25" M-5x6 to =M-4x4 �6 I EXPIRES 12/31 M-2.5x4111 Continuous bearing M 5 y( S) , Wedge required at heel(;) y y 8-02-07 7-09-09 7-09-09 1-06-07 6-05 y 11'. C�� 1-06 31-09 vSOF WASH, �' JOB NAME: 14102 GERTZ THE MERLIN - G GE1 Scale: 0.1811 CIO ' ° WARNINGS: GENERAL NOTES,unless otherwise noted: • 1.Builder and erection contractor should be advised of all General Notes 1.This toss design is adequate for the design parameters shown.Review , d .x. Truss: G GE 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 7 2.2v4 compression web bracing must be installed where shown+- truss designer or truss engineer.. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the lop and bottom chords to be laterally braced at • �j 1'77!8 ?) DES. BY• MJ staMaly bracing must be designed by designer of complete structure. 2'o.e.and at 10'o.c.respectively unless braced throughout their length by ►D • CompuTrus assumes no responsibility such bras continuous sheathing such as plywood sheathing(TC)and/or drywafl(BC). ♦ eels ro DATE: 5/17/2012 17/2012 P po nv ng. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. +�k !*-. , SEQ. : 5185266 fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, / •Vsy�y design loads be tippled to any component. and are for"dry condition*of use. J /lC!I TRANS I D: 339275 5.CompaTrus has no control over and assumes no responsibility for the 6.Design assumes tut bearing at all supports shown.Shim or wedge if ,necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainages provided. c/ /� 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 1. EXPIRES 6/10 1 3 I� TPI P CA in SCSI,copies of which will(furnished upon request. ones coincide with joint center lines. ( ) tmllmgMtmm 9.Digits skate size of plate in inches.vale Com uTrus,Inc.Software 7.6.2 1 L E 10.For basic connector plate design values sea ESR-2529 Co urrue I and/or ESR-1311,ESR-1986(MiTek). , 110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 6.0' IRC 2009 VAX MEMBER FORCES 4WR/GOF/Cq=1.00 ` TC: 2x4 OF 11188TR LOAD DURATION INCREASE = 1.15 1- 21 -59) 53 2-10=(-633) 1929 3-10=(-224) 143 BC: 2x4 OF Y16BTR SPACED 24.0' O.C. 2- 3=(-2478) 879 10-11=(-551) 1657 10- 41 0) 485 WEBS: 2x4 OF STAND 3- 4=(-2262) 706 11-12=(-551) 1657 4-11=(-651) 233 LOADING 4- 5=(-1634) 583 12- 8=(-633) 1929 11- 5=(-269) 1346 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1634) 583 11- 6=(-651) 233 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2262) 706 6-12=) 0) 485 TOTAL LOAD = 42.0 PSF 7- 8=(-2478) 879 12- 7=(-224) 143 OVERHANGS: 18.0' 18.0' 8- 9=( -59) 53 . BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -241/ 1755V -291/ 291H 5.50' 2.81 DF ( 625) 35'- 6.0' -241/ 1755V -291/ 291H 5.50' 2.81 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009' @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = 0.008' @ -1'- 6.0' Allowed = 0.200' VAX LL DEFL = -0.111' @ 17'- 9.0' Allowed = 1.729' MAX TL DEFL = -0.171' @ 17'- 9.0' Allowed = 2.306' MAX LL DEFL = 0.009' @ 37'- 0.0' Allowed = 0.150' MAX TL DEFL = 0.008' @ 37'- 0.0' Allowed = 0.200' 17-09 17-09 ____________ MAX HORIZ. LL DEFL = 0.052' @ 35'- 0.5' f T MAX HORIZ. TL DEFL = 0.079' @ 35'- 0.5' 6-02-04 5-05-12 6-01 6-01 5-05-12 6-02-04 f f 'f T 'f f T This truss does not include any time dependent 12 12 deformation for long term loading (creep) in the 8.00 / M-4X6 8 OO total load deflection. The building designer shall verify that this parameter fits with the 4.0' intended use of this component. . 5 ,fh( \ Design conforms to main windforce-resisting 40///# system and components and cladding criteria. M-5x8(5) M-5x8(S) Wind: 110 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 0.25' 75' interior zone, load duration f • =1.6 .0 ���4cO PRQp�S� �.�G1M�Ff' /O M 1.5x4 M 1.5x4 i"• ,, ',� CxOREGON qpm R ,(//6/#l/ d�1 R. CP - o M-3x8 M-2�5x4 0 wi 10.25' M-21 5x4 M-3x8 0 , EXPIRES 12/31/13„ M-5x8(S) y y 9-00-15 8 08 01 8-08-01 9 00 15 y y ,1,g• C44 1-06 35-06 1-06 0 OF WAS 414, O JOB NAME: 14102 GERTZ THE MERLIN - H1 �'' i�w 'ilf •` c�°s fit" Scale: 0.1697 y WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of al General Notes 1.This truss design is adequate for the design parameters shown.Review 0 Truss: 1 t�11 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+- truss designer or truss engineer. 3.All latera f:-,-�,,,,,,„'.r)- crnk.enrh as tempora 2.Design assumes the top and bottom chords to be laterally braced at • ry and p.n., 17778 DES. BY MJ stabifry bracing must be designed by designer of complete structure. o.c.and at 18'o.chit suchrespativ y unless braced throughout their length by • CompuTrus assumes no res rhsbh for such continuous sheathing such as plywood irg(rC)and/or drywal(BC)- ♦ eQS,V DATE: 5/17/2012 17/2012 vu fo Tnv bracing. 3.to Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until alter all bracing and 4.Instabfion of truss is the responsibility of the respective contractor. j D e.s SEQ. : 5185267 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, f%/c // •4';�f�y design loads be appied to any component. and are for'dry condition'of use. / • TRANS I D: 3392 75 5.CompuTrus has no control over and assumes no responNdrdy for.lhe 6.Design assumes full bearing at all supports shown.Shim or wedge if , nefabrication,handling,shipment and installation of components. 7.Des�ignary.asssumes adequate drainage Is provided. `( 6/10/13 ) /� ,p IuIu'' 6.This design is furnished subject to the Imitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center ! EXPIRES [7'(1 V/1 3 AI INNINI,MI IMI TPIIWICA in BCSI,copies ol which will be famished upon request. Digs coincide with joint centertein fines. 9.Digits indicate size of plate inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 18.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). 00111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 6.0' Design conforms to main windforce-resisting TC: 2x4 DF N16BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 OF 8168TR . SPACED 24.0' O.C. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 1-05, TC LATERAL SUPPORT <= 12'0C. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6 DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearingwall UON. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. M-1x2 or equal typical at stud verticals. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 17.09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-09 ` 11-06-01 6-02-15 6-02-15 11-06-01 12 IIM-4x4 12 _ • 8.00 v aq D 8.00 5���SO PROycS ��� 4/ 'P D M-3x6(5) 4M-3x6(S) '�, OREGUN�,�°' � ' �� 4�y �n ,08E R 6''. 434 Il�l1� TR. EXPIRES 12131/13tt I k 1 r- .."111111111 ►:` o M-2.5x4 M-2.5x4 �I r 1 17-09 17-09 • .1 .i y 1. 1-06 35-06 es_ 1-06 46 JOB NAME: 14102 GERTZ THE MERLIN - H GE C`,4,0 was j.-v, Scale: 0.2324 r b�.1•WARNINGS: - GENERAL NOTES,unless otherwise noted: ; - ` 1.Builder and erection contractor should be advised of at General Notes 1.This truss design Is adequate for the design parameters shown.Review h l'T Truss: H GE and Warnings before conshucaon commences. and approval is the responsibitily of the building designer,not the 2.2x4 compression web bracing must he Instated where shown+- truss designer or truss engineer. • 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent •1 DES. BY: MJ stability bracing must be designed by designer of complete structure. T 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). 17778 DATE• 5/17/2012 CompuTrus assumes no respon for such bracing. 3.20 Impact bridging or lateral bracing required where shown++ 4.No lead should be applied to any component unfit alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. •.. n S .'1 V SEQ. : 5185268 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component. and are assumfor*dryes condition*gf use. . 1. U-_,_ TRANS I D: 3392 75 5.CompuTrus has no control over and assumes no responsibilty for the 8.Design assumes rug beading at at supports shown.Shim or wedge if J1,J�j�. necessary. .(I/4// fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by I.Plates shat be located on both faces of truss,and placed so their center I11TPUWTCA in SCSI,copies of which wit be furnished upon request. Ines coincide with joint center ones. 9.Digits Indicate size of plate in Inches. I, CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design�values see ESR-2529(CompuTrus) EXPIRES 6/10/13 and/or ESR-1311,ESR-1988 rywTeA). IliaThis design prepared from computer input by A PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - TC: 2x4 OF 116BTR LOAD DURATION INCREASE = 1.15 1-21 -64) 53 2-6=(-34) 217 6-3=(0) 186 BC: 2x4 OF R16BTR SPACED 24.0' O.C. 2-3=(-345) 125 6-4=(-34) 217 WEBS: 2x4 DF STAND 3-4=(-345) 125 LOADING 4-5=( -64) 53 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0' 18.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -85/ 453V -87/ 87H 5.50° 0.72 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING YET. 8'- 6.0' -85/ 453V -87/ 87H 5.50' 0.72 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek YT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010' @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = 0.009' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = 0.010' @ 10'- 0.0' Allowed = 0.150' MAX TL DEFL = 0.009' @ 10'- 0.0' Allowed = 0.200' 4-03 4-03 MAX TC PANEL LL DEFL = -0.021' @ 6'- 1.7' Allowed= 0.296' I T T MAX IC PANEL TL DEFL = -0.015' @ 6'- 1.7' Allowed = 0.444' 12 12 8.00 V IIM-4x4 \I 8.00 MAX HORIZ. TL DEFL = 0.002' @ 8'- 0.5' 34.0" i► This truss does not include any time dependent deformation for long term loading (creep) in the � total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat,2,.Exp.B, PIERS,interior zone, load duration factor=1.6 I ORpfOF -o �� Ss .41 Y ....`P 4:5/Oo 4 \\ o -/ � A M-2.5x4 1.5x4 M-2.5x4 r eiGl'el."" le *' OREGON 'gym C>, Go) -.t Vp 'OBER 6' O3 J. 4 03 l 4 03 y (//r//� T R. C P�� y 1-06 y 8-06 y 1-06 y I EXPIRES 12/311111 ,s 1R•0C.q4 o �0E otsli . 4", - Vok r* JOB NAME : 14102 GERTZ THE MERLIN - I1 Scale: 0.5542 fx ' c74 ) rt - WARNINGS: GENERAL NOTES,unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 0 Truss: I1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the •I 2.2x4 compression wab hrecinp mast he installed where shown+. truss designer or truss engineer. 3.All lateral force relishing elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 17778 DES. BY: MJ stabil bracingmust be designed desi ner of co 7 o.c.and at 10'o.c.respectively unless braced throughout their length by �a_ CQ Nby g complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tT v DATE: 5/17/2012 CompuTrus assumes no responsibifty for such bracing. 3.2x Impact bridging or lateral bracing required where shown.+ 4.No load should be appied to any component until amen a8 bracing and 4.Installation of truss Is the responeibifily of the respective contractor. y1.- SEQ. : 5185269fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, f%/l f/ 11 JJV� design bads be appied to any component. and are for"dry condition"of use. / TRANS I D: 3392 75 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7 nDesignaiyasssumes adequate drainage is provided. f 6.This design is finished subject to the Irritations set forth by 8.Plates shat be located on both faces of truss,and placed so their center EXPIRES 6/10/13 I mmlm 1911 TPIANTCA in BCSI,copies of which will be famished upon request. Ines coincide with joint center Ines. 9.Digik indicate size of plate In inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). i IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 e TC: 2x4 DF N168TR LOAD DURATION INCREASE = 1.15 1-2=( -53) 48 1-6=(-72) 165 1-2=(-246)1111 BC: 2x4 DF N18BTR SPACED 24.0' O.C. 2-3=(-209) 87 6-5=(-72) 165 6-31 0)160 WEBS: 2x6 DF #2; 3-4=(-209) 87 4-5=(-246)I111 2x4 DF STAND A LOADING 4-5=( -53) 48 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 3-00-00 3-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -44/ 315V -59/ 59H 5.50' 0.50 OF ( 625) REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. 7'- 6.0' -43/ 315V -59/ 59H 5.50' 0.50 OF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MVERTICAL DEFLECTION LIMITS: LL=,M20HS,M18HS,ML1240, TL=L118 16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VEX LL DEFL = 0IO2' M 5'- 1.4'L/24 Allowed O 0.$29' 3-09 3-09 MAX TL DEFL = 0.012' @ 5'- 1.4' Allowed = 0.439' '1 T T MAX HORIZ. LL DEFL = -0.001' @ 7'- 0.5' 2-07-02 1-01-14 1-01-14 2-07-02 MAX HORIZ. TL DEFL = 0.001' @ 7'- 0.5' f T f -f f This truss does not include any time dependent 12 12 deformation for long term loading (creep) in the 8.00 / 8.00 total load deflection. The building designer shall verify that this parameter fits with the IM 4X4 intended use of this component. 3 4.0' Design conforms to main windforce-resisting it system and components and cladding criteria. Wind: 110 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7:05, M-2.5x4M-2.5X4 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 1' N.c./- --/ <Y�O PRO,�sS !lit- 8,-o /' ii o ���� ��GINFF¢ 1►� 6 ►�5 �o M-3x6 M-1.5x4 M-3x6 '1 l ' OREGON ^m �0 ° ER 6` 11 y y y �1R. CP•`: 3-09 3-09 ,r11rc11 k -- - 7-06 EXPIRES 12/31!iiEc '',gC. z1 • Q� ofWASN/�`'P�\ JOB NAME: 14102 GERTZ THE MERLIN - I2 Scale: 0.5183 ;1" oZ Jr WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of al General Notes 1.This truss design is adequate for the design parameters shown.Review : 01 r Truss: 12 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 'S 2.2x4 compression Web bracing must be instated where shown+. truss designer(ulnas engineer. 2.Design assumes the top and bottom chords to be laterally braced at :14564, DES. BY' MJ 3.All lateral force resisting elements such as temporary and permanent a 17778 stabilty bracing must be designed by designer of complete structure. continuous o.c.and at f a'h suchrespaspity 11-ly unldss braced(TC)th and%o(heir atn(pB by Co uTrus assumes no res2nI-gtsheathingor r l bracing plywood seatwere s shown+r drywal(BC). R DATE: 5/17/2012 mp porhsihily for such bracing. 3.lc Impactoftruss bridging or lateral requirede where ++ 4.No load should be appled to any component until after al bracing and 4.Installation of truss is the responsibiity of the respective contractor. '� SEQ. : 5185270 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, (/ 14NA1 design loads be appied to any component. and are for'dry canailon'of use. J J/�./, TRANS I D: 339275 5.CompuTrus has no control over and assumes no responsibily for the B.Design assumes fug bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installalon of components. recassay' P r^p° 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shallbe located on both faces of truss,and placed so their center EXPIRES 6/10/13 3 11111111111111111111 1111 111I TPIANfCA in SCSI,copies of which wit be famished upon request. Digs coincide with joint center lines. 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6:2(1 L)-E 10.and/oror basic is connector one tor plte9 8 design values see ESR-2529(CompuTrus) 110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0' Design conforms to main windforce-resisting TC: 2x4 DF 618BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 OF 81&BTR SPACED 24.0' O.C. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12'OC. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=l.6 DL ON BOTTOM CHORD = 10.0 PSF - Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M20HS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-03 I 4-03 12 12 8.0017 11M-4x4 \I 8.00 3 r--- AldilIPJ1111k11166...\P..41_Allilillkill o o� iiiiiiiiiiiiiiiiii Aar iiiii iiiiiiiiiiiiiiiiiiii � o �P Ed PRO�cFs�` M-2.5x4 M-2.5x4 • ¢ k— y i ri4Dr0t,SE. Rc�P � v 1-06 8-06 • t-06 I EXPIRES 12/31/1 4 es,Re C.,4 . O*WASy�H o �w 011 , ir� r"JOB NAME: 14102 GERTZ THE MERLIN — I GE Scala: 0.5792 titw,,. % r WARNINGS: GENERAL NOTES,unless otherwise noted: • . 1.Builder and erection contractor should be advised of at General Notes 1.This truss design Is adequate for the design parameters shown.Review Truss: I GE and Warnings before construction commences. and approval Is the responsibility of the bonding designer,not the 2.214 compression web bracing mull be installed where shown+, truss designer or truss engineer. 3.All lateral(nice rr�lau� pi."..ata=MI as temporary and 2.Design assumes the lop and bottom chords to be laterally braced at `e" P ry permanent 414751t1:04"17778`Zj� DES. BY: MJ stabil bracing2'o.c.and at 10'o.c.respectively unless braced throughout their length by . .f4l l i ly must be designed iN designer of complete structure. continuous sheathing such as acing a meed where s ovm•drywai(BC). DATE: 5/17/2012 CompuTrus assumes no responsihiiry for such leaving. 3.21 Impact bridging or lateral heaving required where shown c+ A SEQ. : 51852714MAIL .No load should be applied to any component until atter al leafing and 4.Installation of truss Is the responsibiity of the respective contractor.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, f%g// rQ design loads be rippled to arty component. r TRANS I D: 339275 5.CompuTrus has no control over and assumes no responsihilty for the 8.Design assures full hearing at at supports shown.Shim or wedge it fabrication,handl ecessand areary.fo'dry condition'of use. , ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,/-'�' n 6.This design is furnished subject to the imitators set forth by 8.Plates located on both faces of truss,and placed so their center L ExP(RE+� 6/10/13 TPII TCA in SCSI,copies of which coil be furnished upon request foes coincide with joint center lines. INNINHIEHIl9.Digits Indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plata design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). - I YIq This design prepared from computer input by A 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0' IRC 2009 VAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 1.11&BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 30 2-6=(-254) 658 6-3=(0) 272 ` BC: 204 DF 1/16BTR SPACED 24.0' O.C. 2-3=(-763) 336 6-4=(-254) 658 WEBS:.2x4 OF STAND 3-4=(-763) 336 LOADING 4-5=( -36) 30 TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0' 18.0' LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TU THE SPATIAL 0'- 0.0' -125/ 600V -60/ 60H 5.50' 0.96 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 12'- 0.0' -125/ 600V -60/ 60H 5.50' 0.96 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,Y18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VEflTICAI DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX _LL DEFL = 0.010' @ -I'- 6.0' Allowed = 0. 50' MAX TL DEFL = 0.009' @ -1'- 6.0" Allowed = O. OD' MAX LL DEFL = 0.018' @ 6'- 0.0' Allowed = 0. 54' MAX TL DEFL = -0.028' @ 6'- 0.0' Allowed = 0. 39' MAX LL DEFL = 0.010' @ 13'- 6.0' Allowed = 0. 50' MAX TL DEFL = 0.009' @ 13'- 6.0' Allowed = 0. 00' MAX HORIZ. LL DEFL = -0.006' @ 11'- 6.5' MAX HORIZ. TL DEFL = 0.009' @ 11'- 6.5' This truss does not include any time dependeft deformation for long term loading (creep) inithe total load deflection. The building designer shall verify that this parameter fits with the 6-00 _ 6-00 intended use of this component. T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 4.00 V M-4x6 a 4.00 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, • Enclosed, Cat.2, Exp.B, MWFRS, 3 4.0' interior zone, load duration factor=1.6 1 l PROF 3.0" �-t , Fss icr of j 2/ B �_ 4 � , ,.� JJLL M-2.5x4 M-1.5x4 M-2.5x4 a OREGON ^`D. `0 -°BER 6' •r y y 1 110# TR. CP:' s-00 6-00 EXPIR S 12/31 i 1 y - ), 1-06 12-00 1-06 0 0 WAS-j4 ' JOB NAME: 14102 GERTZ THE MERLIN - J1 Scale: 0.4421 y r). '�i WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 0 Truss: J1 and Warnings before construction commences. and approval Is the responsibility of the building designer,not the t 2.2x4 compression web bracing nest be installed where shown t. truss designer or truss engineer. 3.AO lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 1 t 8 DES. BY: MJ stabiity bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � � continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 5/17/2012 CompuTms assumes no responsblily for such bracing. 3.24 Impact bridging or lateral bracing required where shown+ 4.No bad should be appied to any component until after alt bracing and 4.Installation of truss is the responsibiity of the respective contractor. A y -- SEQ. : 5185 272 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f j/(/i Iti,JN�, design loads be appied to any component. and are for'dry condition'of use. / f TRANS I D: 33 9275 5.CompuTms has no control over and assumes no resposibitity for the 6.Desgn assumes fug bearing at all supports shown.Shim or wedge if fabrication,is necessary. ':I, rig,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� ^a. 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 L XPIRES 6110/1 3 TPl/WTCA in SCSI,copies of which wip be furnished upon request roes coincide with joint center Anes. P!1 V! J 8.Digits Indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTms) and/or ESR-1311,ESR-1588(MiTek). 11011111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0' Design conforms to main windforce-resisting TC: 2x4 DF 811.BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF N18BTR SPACED 24.0' O.C. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12'0C. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=l.6 DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearingwall UON. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Y-1x2 or equal typical at stud verticals. M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING YET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ?O PROAX, (3r �1;,1NFF SIO 6-00 6-00 1' 12 12 S'. 4.00 v 4.00 vA "` o •° OREGON�3 -.i int 4x4 T ti 6, v I °�Ef2 t7 iii .1" <?- PQ' R. f, J//4//t EXPIRES 12/31/13 in in ^,,-- a� _� __ o i o • M-2.5x4 M-2.5x4 k - y y ,y 1-06 12-00 1-06 • We C.444 • Ati c� r JOB NAME•: 14102 GERTZ THE MERLIN - J GE Scale: 0.5796 ti '`, x WARNINGS: GENERAL NOTES,unless otherwise noted: ' 1.Builder and erection contractor should be advised of alt General Notes 1.This truss design Is adequate for the design parameters shown.Review 1� Truss: J GE and Warnings before construction commences. and approval Is the responsibility of the building designer,not the 2.2x4 compression web bracing must be instated where shown+. buss designer or truss engineer. 2.Design assumes the topand bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent 17778 DES. BY: MJ stability bracing must be designed by designer of complete structure. 2nand at 10'hn respectively a y woods braced(TC)throughout/o dry length). I� 4 continuous bridging sheathing suer l plywood sheathing(TC)where s and/or drywatgeC). �I &�sr�� DATE: 5/17/2012 CompuTns assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ A 4.No load should be applied to any component until alter at bracing and 4.Installation of truss Is the responsibility of the respective contractor. ION r SEQ. : 5185273 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, `//6 // TRANS I D: 3392 75 •�/Iq/\L• design loads be appled to any component. dry condition"of use- and are for J J 5.CompuTr s has no control over and assumes no responsibifly for the 8.Design assumes at bearing at at supports is shown.Shim of wedge if fabrication,handling,shipment and installation of components. 7.Design mmmFumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center EXPIRES 6/10/1 3 I ((��ImYI J.111 TPIANTCA in BCSI,copies of which wit be furnished upon request. Ines coincide withz Joint center lines. _ ' (�I ((((I 'Nu' 9.toes Indicate ct of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(Met). Project:GERTZ FINE HOMES THE MERLIN ! Location:M-1 Mark Stewart Multi-Loaded Multi-Span Beam ,.,,,i ,, [, ',1 Mark Stewart Home Design -4,4:111t64600„.. 347 NW 9th Ave [2009 International Building Code(2005 NDS)] :: 8.75 IN x 12.0 IN x 16.0 FT Portland,OR 97209 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:31.0% StOADI Version 8.0.106.0 5/3/2012 4:02:59 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.41 IN L/472 Dead Load 0.01 in Total Load 0.42 IN L/455 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4970 lb 5070 lb TR2 Dead Load 182 lb 182 lb TR1 Total Load 5152 lb 5252 lb W Bearing Length 0.91 in 0.92 iniiii iiii-i— — - --- _ BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 540 plf Camber Required 0.01 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 23 plf Total Uniform Load 563 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species TRAPEZOIDAL LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 Left Live Load 100 plf 100 plf psi Controlled by: Left Dead Load 0if Fb_cmpr= 1850 psi Fb'= 2338 psi p 0 plf Cd=1.00 Cv=0.97 Right Live Load 100 plf 100 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Dead Load 0 plf 0 plf Cd=1.00 Load Start 5 ft 0 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load End 16 ft 3 ft Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Length 11 ft 3 ft Comp.-L to Grain: Fc--I-= 650 psi Fc--L'= 650 psi Controlling Moment: 20808 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5252 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 106.81 in3 210 in3 Area(Shear): 29.73 in2 105 in2 Moment of Inertia(deflection): 961.85 in4 1260 in4 Moment: 20808 ft-lb 40910 ft-lb Shear: -5252 lb 18550 lb t Project:GERTZ FINE HOMES THE MERLIN Location:M-2 Mark Stewart / Multi-Loaded Multi-Span Beam +s f, Mark Stewart Home Design [2009 International Building Code(2005 NDS)] M;,: 347 NW 9th Ave of 5.125 IN x 10.5 IN x 8.5 FT Portland,OR 97209 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:69.5% StruCalc Version 8.0.106.0 5/3/2012 4:02:59 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.13 IN L/762 Dead Load 0.00 in Total Load 0.14 IN L/753 1 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 5560 lb 3015 lb TR1 Dead Load 50 lb 50 lb Total Load 5609 lb 3065 lb Bearing Length 1.68 in 0.92 in W BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 450 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 12 plf MATERIAL PROPERTIES Total Uniform Load 462 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 2750 lb Fb_cmpr= 1850 psi Fb'= 2400 Dead Load 0 lb psi Location 2.5 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 800 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.a-to Grain: Fc--L= 650 psi Fc-1'= 650 psi Right Live Load 800 plf Right Dead Load 0 plf Controlling Moment: 10064 ft-lb Load Start 0 ft 2.55 Ft from left support of span 2(Center Span) Load End 2.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.5 ft Controlling Shear: 5609 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 50.32 in3 94.17 in3 Area(Shear): 31.75 in2 53.81 in2 Moment of Inertia(deflection): 233.71 in4 494.4 in4 Moment: 10064 ft-lb 18834 ft-lb Shear: 5609 lb 9507 lb 1 1 i • Project:GERTZ FINE HOMES THE MERLIN page r 1Vlark Stewart Location:M-3 fz Multi-Loaded Multi-Span Beam -1 [ Mark Stewart Home Design [2009 International Building Code(2005 NDS)] 347 NW 9th Ave 5.125 IN x 15.0 IN x 16.5 FT Portland,OR 97209 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:3.5% StruCalc Version 8.0.106.0 5/3/2012 4:03:00 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.53 IN L/372 Dead Load 0.01 in Total Load 0.54 IN L/365 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 6697 lb 7303 lb Dead Load 137 lb 137 lb Total Load 6834 lb 7441 lb Bearing Length 2.05 in 2.23 in BEAM DATA Center 16.5 ft Span Length 16.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 800 plf Camber Required 0.01 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 17 plf Total Uniform Load 817 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species TRAPEZOIDAL LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Left Live Load 200 plf Fb_cmpr= 1850 psi Fb'= 2400 Left Dead Load 0 plf Cd=1.00 psi Right Live Load 200 plf Shear Stress: Fv= 265 Right Dead Load 0 plf psi Fv'= 265 psi Load Start 12.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load End 16.5 ft Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Length 4 ft Comp. L to Grain: Fc--I-= 650 psi Fc-J-'= 650 psi Controlling Moment: 28597 ft-lb 8.41 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -7441 lb 16.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 142.99 in3 192.19 in3 Area(Shear): 42.12 in2 76.88 in2 Moment of Inertia(deflection): 1393.08 in4 1441.41 in4 Moment: 28597 ft-lb 38438 ft-lb Shear: -7441 lb 13581 lb Project:GERTZ FINE HOMES THE MERLIN page -Location:M-4 Mark Stewart- Multi-Loaded Multi-Span Beam `1 ( Mark Stewart Home Design [2009 International Building Code(2005 NDS)) 347 NW 9th Ave of 5.125 IN x 19.5 IN x 21.5 FT Portland,OR 97209 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:24.6% StruCalc Version 8.0.106.0 5/3/2012 4:03:00 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.58 IN L/448 Dead Load 0.02 in Total Load 0.59 IN L/435 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A g 1 Live Load 11917 lb 4383 lb Dead Load 233 lb 233 lb Total Load 12150 lb 4615 lb Bearing Length 3.65 in 1.39 in BEAM DATA Center 21.5 ft Span Length 21.5 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 21.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 200 plf Camber Required 0.02 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 22 plf Total Uniform Load 222 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 12000 lb Fb_cmpr= 1850 psi Fb'= 2281 psi Dead Load 0 lb Cd=1.00 Cv=0.95 Location 4 ft Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.--to Grain: Fc-1= 650 psi Fc- '= 650 psi Controlling Moment: 46765 ft-lb 4.08 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 12150 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 246.03 in3 324.8 in3 Area(Shear): 68.78 in2 99.94 in2 Moment of Inertia(deflection): 2542.02 in4 3166.77 in4 Moment: 46765 ft-lb 61735 ft-lb Shear: 12150 lb 17656 lb r r r e Project:GERTZ FINE HOMES THE MERLIN page 1_ocatioh`NG5 Mark Stewart Multi-Loaded Multi-Span Beam w } =h I Mark Stewart Home Design [2009 International Building Code(2005 NDS)] 347 NW 9th Ave or (3)1.5 INx11.25INx14.0FT Portland,OR 97209 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:58.4% StruCalc Version 8.0.106.0 5/3/2012 4:03:00 PM Controlling Factor:Moment CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/830 Dead Load 0.01 in Total Load 0.21 IN L/787 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1400 lb 1400 lb Dead Load 77 lb 77 lb Total Load 1477 lb 1477 lb Bearing Length 0.53 in 0.53 in BEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft 14 ft Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 200 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Uniform Load 211 plf Cd=1.00 CF=1.00 Cr=1.15 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-I-to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment: 5169 ft-lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1477 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 59.93 in3 94.92 in3 Area(Shear): 12.31 in2 50.63 in2 Moment of Inertia(deflection): 231.49 in4 533.94 in4 Moment: 5169 ft-lb 8187 ft-lb Shear: -1477 lb 6075 lb Project:GERTZ FINE HOMES THE MERLIN .rMark R - Stewart ocation-M=� _ _ __ Multi-Loaded Multi-Span Beam ;� < f Mark Stewart Home Design [2009 International Building Code(2005 NDS)] 347 NW 9th Ave 5.51Nx9.5INx6.5FT Portland,OR 97209 or #2-Douglas-Fir-Larch-Dry Use Section Adequate By:32.6% StruCalc Version 8.0.106.0 5/3/2012 4:03:00 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.07 IN L/1167 Dead Load 0.00 in Total Load 0.07 IN L/1152 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2763 lb 2763 lb Dead Load 37 lb 37 lb Total Load 2799 lb 2799 lb Bearing Length 0.81 in 0.81 in BEAM DATA Center Span Length 6.5 ft 63 n Unbraced Length-Top 0 ft B Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 850 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 11 plf Total Uniform Load 861 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 Cd=1.00 psi Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc--L= 625 psi Fc-J-'= 625 psi Controlling Moment: 4549 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2799 lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rgg'd Provided Section Modulus: 62.38 in3 82.73 in3 Area(Shear): 24.7 in2 52.25 in2 Moment of Inertia(deflection): 121.19 in4 392.96 in4 Moment: 4549 ft-lb 6032 ft-lb Shear: 2799 lb 5922 lb f t Project:GERTZ FINE HOMES THE MERLIN ocation:M-7 Mark Stewart Multi-Loaded Multi-Span Beam y ,iI Mark Stewart Home Design [2009 International Building Code(2005 NDS)] 347 NW 9th Ave 5.5 IN x 11.5 IN x 12.0 FT Portland,OR 97209 of #2-Douglas-Fir-Larch-Dry Use Section Adequate By:31.4% StruCalc Version 8.0.106.0 5/3/2012 4:03:00 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.19 IN L/777 Dead Load 0.01 in Total Load 0.19 IN L/749 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS Live Load A g 2160 lb 2160 lb Dead Load 82 lb 82 lb Total Load 2242 lb 2242 lb Bearing Length 0.65 in 0.65 in BEAM DATA Center Span Length 12 ft 12 n Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Uniform Live Load 360 plf Notch Depth 0.00 MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 14 plf Total Uniform Load 374 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875si Cd=1.00 CF=1.00 p Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 0 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 14770 ksi Comp. L to Grain: Fc--I-= 625 psi Fc-i-'= 625 psi Controlling Moment: 6727 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2242 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 92.25 in3 121.23 in3 Area(Shear): 19.78 in2 63.25 int Moment of Inertia(deflection): 322.95 in4 697.07 in4 Moment: 6727 ft-lb 8840 ft-lb Shear: -2242 lb 7168 lb Project:GE-RTZ FINE HOMES THE MERLIN -Location:M-8 Mark Stewart Multi-Loaded Multi-Span Beam t I Mark Stewart Home Design [2009 International Building Code(2005 NDS)] 347 NW 9th Ave Portland,OR 97209 5.5 IN x 11.5 IN x 8.5 FT of #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 13.3% StruCalc Version 8.0.106.0 5/3/2012 4:03:00 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.11 IN L/926 Dead Load 0.00 in Total Load 0.11 IN L/911 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3613 lb 3613 lb Dead Load 58 lb 58 lb Total Load 3671 lb 3671 lb Bearing Length 1.07 in 1.07 in BEAM DATA Center Span Length 8.5 ft 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Uniform Live Load 850 plf Notch Depth 0.00 MATERIAL PROPERTIES Uniform Dead Load 0 plf Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 864 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 7800 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3671 lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 106.98 in3 121.23 in3 Area(Shear): 32.39 in2 63.25 in2 Moment of Inertia(deflection): 271 in4 697.07 in4 Moment: 7800 ft-lb 8840 ft-lb Shear: -3671 lb 7168 lb