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Plans (41) 4 I k �St�v/ 11O-,,'0,� ` I//43 �'c�//17') '� I .KSE . .. I co I 3:12 11 11 J =i �. 1 s 1 1 . 1 . 1 1 IIra' - 01 9:12 1 I =lt 1 12II1IIIi1Ii!Ii PJI1 co L j z,zi, I�I�'� I��I�j� 1 JIIIIIIImi!hisiiiiii i0 , 1i 1 I 1 to— ‘ liArilli' ' ' 1 i' : 0 emi ii1: 11_ 1! I a l,:,, 1 ! ' J3 4 3 a, J2 QE i I I I I I I IIIII \ , \N1 (3) I I I I I \ T ' i ' 1 61 18) • o 1C-)- iii_ N2 (5)' GE 10:12. —l ____—___. AGE 111-81 r 11'-2" + 10'-10" I- 15'-2" -I ©Copyright CompuTrus Inc.2006 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS 06/01/12PLACEMENT ONLY.REFER TO . TRUSS CALCULATIONS AND REVISION-1: ENGINEERED STRUCTURAL DRGNERGSFORER FURTHER ac' um er INFORMATION.BUILDING DE ENGIN EERED R RECORD IN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING _ 2291 / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO Oc T R u S S )4 COMPANY REVIEW AND APPROVE OF ALL LIVERY 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. N /Iompus. inc. Custom Software Engineering Manufacturing WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. 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 TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, 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). C , � �DP Op4. „��cx rASy1 `' 0 ` ‘4, tak OREGON ,w It ( t 0 ER c d, A ONM EXP [ IRES 12/31/13 EXPIRES 6/10/13 1 HU IM"I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.0' Design conforms to main windforce-resisting TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 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: Cnnec 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M,M20HS,M18HS,M16Or = MiTek MT series M-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 5 07 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-07 1' 1' T 12 IIM-4x4 12 10.00 A ��3 10,00 D_� Alk0 0 0 Lf) 111111116116. -� 4 M .e0) PRO,r4sS o� �� o �(2 �G<li N4 ��Cr p 0 • OREGON ,a' M-2.5x4 M-2.5x4 0 h°j `'1 .Q .t.1/3. ..R 6, v c> J.' y y y 4/4//Z t - C��. 1-00 11-02 1-00 1 EXPIRES 12/31/13 1 it. C4 JOB NAME . 14133 MCGEHEE 2291 REV-3 - A GE Scale: 0.4853 r ,0 �00 VASA(' 0C� (d t t. WARNINGS: r1� }--.• yr( GENERAL NOTES,unless otherwise noted: w1. VJ L 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: A 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 resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r1�.�.7.7$�� DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ A. � `13{ ,1/4,-%i " 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. S EQ. : 5200263 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 340534 design loads be applied to any component. and are for"dry condition"of use. � 6. Design assumes full bearing at all supports shown.Shim or wedge if `/4/' // AL fabrication,handling,shipment and installation of components. necessary. !F 7.Design assumes adequate drainage is provided. . 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 VIII 11111 IIIA IIIII IIIA 1111 111 IIII TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines 1 9. 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) 6/10/13 i and/or ESR-1311,ESR-1988(MiTek). EXPIRES HIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -51) 40 2-7=(-317) 477 3-7=(-170) 161 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2-3=(-721) 525 7-6=(-337) 480 7-4=(-118) 391 3-4=(-550) 342 7-5=(-168) 188 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-551) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-722) 531 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connec 8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -114/ 706V -161/ 161H 5.50" 1.13 DF ( 625) 15'- 2.0" -86/ 636V -161/ 161H 5.50" 1.02 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-07 7-07 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" T f MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" 3-10-09 3 08 07 3-08-07 3 10 09 MAX LL DEFL = 0.015" @ 7'- 7.0' Allowed = 0.713" MAX TL DEFL = -0.018" @ 7'- 7.0" Allowed = 0.950' 12 12 MAX HORIZ. LL DEFL = -0.008" @ 14'- 8.5" 10.00 it M-4x4 MAX HORIZ. TL DEFL = 0.009" @ 14'- 8.5" 10.00 4 4.0" This truss does not include any time dependent deformation for long term loading (creep) in the NE 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=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 o M-1.5x4 M-1.5x4 ao co 5��0 PROFFS �6,-, ,iaG N.E„ ' S/© co . M :' v ilii s'"r a'""' 0 1 7 =.6 • OREGON m M-2.5x4 M-3x8 M-2.5x4 t�2, ,��3� '- ' SER 6• CY* 7 a7 C Pg- ), 7 07 y 474/4R' y y y 1 EXPIRES 12/31/13 t 1-00 15-02 • . Cect O41` ov.WASiii O JOB NAME : 14133 MCGEHEE 2291 REV-3 - B1 sale: 0.3554 ,, ��ii r,,,` ,�o �l' y�ry WARNINGS: GENERAL NOTES,unless otherwise noted: 'y L SI 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �Y* Truss: B 1 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. f DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at w�`• l 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y • stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. 41. DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ h ]]]$ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 0. !Ty`^kaw.1'O.' SEQ. : 5200264 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, �+tJ{F+'' design loads be applied to any component. 5and are for"dry condition"of use. }. TRANS I D: 340534 nr.Ai .CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if ,)4// IONA + fabrication,handling,shipment and installation of components. necessary. / 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne drainageciso truss,and. I IIIIII VIII 11111 VIII III VIII IIII 1111 8 Plates shall be joitl both faces of truss, placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. EXPIRES 6/10/13 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). III11111l"I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 11.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -51) 40 2-7=(-313) 465 3-7=(-171) 162 BC: 2x4 DF #1&BTR SPACED 24.0" WEBS: 2x4 DF STAND; O.C. 2-3=(-705) 520 7-6=(-319) 444 7-4=(-109) 369 3-4=(-534) 336 7-5=(-138) 170 2x6 DF SS A LOADING 4-5=(-534) 339 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-694) 523 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -112/ 696V -161/ 161H 5.50" 1.11 DF ( 625) Connector plate prefix designators: 14'- 11.0" -85/ 626V -161/ 161H 5.50" 1.00 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans 7-07 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 7-04 MAX TL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.133" T MAX LL DEFL = 0.014" @ 7'- 7.0° Allowed = 0.700" 3-10-09 3-08-07 3-08-07 3-07-09 MAX TL DEFL = -0.017" @ 7'- 7.0" Allowed = 0.933" MAX HORIZ. LL DEFL = -0.007" @ 14'- 5.5" 12 12 MAX HORIZ. TL DEFL = 0.008" @ 14'- 5.5" 10.00 IIM-4x4 4 4.0" 10.00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer RI 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=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 o M-1.5x4 M-1.5x4 CO 1,1, " m �,(�ti°PoFfis 7.4: (',11V,r` s% �� Fp y� rin M-2.5x4 7 6** • OREGON��,c3 M-3x8 M-3x6 C�J0 7-07 y 7-04 y /1//g R. C� y y ,i f EXPIRES 12/31/131 1-00 14-11 WEDGE REQUIRED AT HEEL(S). ,,,c It,. C4 VMSI .0 oj1� 0 JOB NAME . 14133 MCGEHEE 2291 REV-3 - B2 C.Scale: 0.3503 +�A:' f } C� WARNINGS: GENERAL NOTES,unless otherwise noted: 07 :', '.T. L 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: B2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the f 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. • ` DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at w alb' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ � 777$ SEQ. : 52002654. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '7.4:41710774, TRANS I D: 340534 /t 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, t necessary. design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if k j 4/r i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII VIII VIII VIII IIIA VIII IIII 1111 TPIANTCA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES 10.For basic connector plate design values see ESR-2529(CompuTrus) 6/10/13 and/or ESR-1311,ESR-1988 MiTek). MIME II IIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 11.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -51) 40 2-6=(-210) 477 3-6=(-203) 186 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND; 2-3=(-725) 583 6-7=(-183) 166 6-4=( -55) 122 2x4 DF #1&BTR A 3-4=(-522) 375 6-5=( -72) 498 LOADING 4-5=(-328) 220 5-7=(-589) 687 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"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -114/ 720V -185/ 249H 5.50" 1.15 DF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 14'- 11.0" -82/ 708V -185/ 249H 5.50" 1.13 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OVERHANGS: 12.0" 0.0" MAX LL DEFL = 0.002" @ -1'- 0.0° Allowed = 0.100" MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" Connector plate prefix designators: MAX LL DEFL = -0.024" @ 9'- 0.0" Allowed = 0.700" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.034" @ 9'- 0.0" Allowed = 0.933" M,M2OHS,M18HS,M16 = MiTek MT series 8-11-11 5-11-05 f T MAX HORIZ. LL DEFL = -0.004" @ 14'- 9.2" ** For hanger specs. - See approved plan _06 14 4-04-13 MAX HORIZ. TL DEFL = 0.005" @ 14'- 9.2" 5-11-05 T This truss does not include any time dependent 12 deformation for long term loading (creep) in the 10.00 M-4x6 total load deflection. The building designer M-2.5x4 shall verify that this parameter fits with the 5 intended use of this component. Ce Design conforms to main windforce-resisting 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=1.6 rn M-1.5x4 0 v- 8 0 1 t0 O n `�`�tio PRop Ico ,'r I: �"IVi v OREGON I° -/ �0 6 ..i 1 M-2.5x4 M-3x8 M-1.5x4 *� fQ 0 ' Q ER 6 `f ), y 8-08-02 s o2 14 EXPIRES 92/31113 1-00 14-11 y It. 4k�,ll 0 oH.wLsyf�`�Y0 JOB NAME : 14133 MCGEHEE 2291 REV-3 - B3 Scale: 0.3056 �' � '• �y'.`y WARNINGS: GENERAL NOTES, unless otherwise noted: �� +. °Z L- 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ,. f Truss: B3 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 resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). x17.7.7 DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ t r 7 {S''� C 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �+ SEQ. : 5200266 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, design loads be applied to any component. and are for"dry condition"of use. k =�["y TRANS I D: 340534 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 /4// �[- fabrication,handling,shipment and installation of components. necessary. 6.This design is fumished subject to the limitations set forth by7.Designlaesassumes locatedadeqonne drainage face is provided. - I 111111 VIII 11111 VIII VIII 11111 11111 1111 IIII 8.Plates shall be both faces of truss,and placed so their center + /10 EXPIRES TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • ,/�t1 3 I p ( ) 9. Digits indicate size of plate in inches. ( p ) CompuTrus,Inc.Software 7.6.2 1 L-E 10.For basic connector plate design values see ESR-2529 Com uTrus and/or ESR-1311,ESR-1988(MiTek). WIIIII„I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 11.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( -51) 40 2- 7=(-226) 477 3- 7=(-203) 171 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND; 2- 3=(-725) 619 7- 8=(-230) 165 7- 4=( -55) 145 2x4 DF #1&BTR A 3- 4=(-523) 413 7- 6=(-128) 498 LOADING 4- 5=( 0) 0 6- 8=(-589) 253 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-336) 257 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0" -135/ 720V -232/ 249H 5.50" 1.15 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 14'- 11.0" -125/ 708V -232/ 249H 5.50" 1.13 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" Connector plate prefix designators: MAX LL DEFL = 0.029" @ 9'- 0.0" Allowed = 0.700" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.034" @ 9'- 0.0" Allowed = 0.933" M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.004" @ 14'- 9.2" 10-11-11 3-11-05 MAX HORIZ. TL DEFL = 0.005" @ 14'- 9.2" 4-06-14 4-03 2-01-13 3-11-05 This truss does not include any time dependent T T f deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 9-00 intended use of this component. 12 T Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 7 M-4x6 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M-2.5x4 interior zone, load duration factor=1.6 ,# 0 o M 1 .5x4 ' ".D PROFfiss o GiN �D 1. TIF111 OREGON„,g'a1 -.r I 01'1 M-2.5x4 M-3x8 M-1.5x4 8 Ti' i,. C1k9' Gi 41 ii y y y I EXPIRES 12131113 8-08-02 6-02-14 ,I 1, y 1-00 14-11 Vt• C.4 , . •0 OF WASy�4` 0 JOB NAME : 14133 MCGEHEE 2291 REV-3 - B4 Scale: 0.2369 rr $' G', ti, { WARNINGS: GENERAL NOTES, unless otherwise noted: C4 El „ ..,-, Q."� L 1.Builder and erection contractor should be advised of all General Notes 1.This Miss design is adequate for the design parameters shown.Review .1* Truss: 64 and Warnings before construction commences. and approval is the responsibility of the building designer,not the Al 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 DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' 0, DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown d +fie 1�� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ++t�' S EO. : 5200267 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, 5.CompuTrus has no control over and assumes no responsibility for the 4 TRANS I D: 340534 design loads be applied to any component. and are for"dry condition"of use. 6. k Design assumes full bearing at all supports shown.Shim or wedge if vim fabrication,handling,shipment and installation of components. necessary. `/4/ 7.Design assumes adequate drainage is provided. fit / 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 111 VIII VIII 11111 VIII VIII IIII IIIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /�/ p ( ) 9. Digits indicate size of plate in inches. ( p ) /10/1 3 CompuTrus,Inc.Software 7.6.2 1 L-E 10.For basic connector plate design values see ESR-2529 Com uTrus and/or ESR-1311,ESR-1988(MiTek). EXPIRES 6 111 IIII1I"I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 11.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -51) 40 2- 7=(-226) 477 3- 7=(-203) 171 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND; 2- 3=(-725) 619 7- 8=(-230) 165 7- 4=( -55) 145 2x4 DF #1&BTR A 3- 4=(-523) 413 7- 6=(-128) 498 LOADING 4- 5=( 0) 0 6- 8=(-589) 253 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-336) 257 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0" -135/ 720V -232/ 249H 5.50" 1.15 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 14'- 11.0" -125/ 708V -232/ 249H 5.50" 1.13 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M-1.5x4 or equal at non-structural MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" vertical members (uon). MAX LL DEFL = 0.029" @ 9'- 0.0" Allowed = 0.700" ** For hanger specs. - See approved plans MAX TL DEFL = -0.034" @ 9'- 0.0" Allowed = 0.933" Connector plate prefix designators: MAX HORIZ. LL DEFL = -0.004" @ 14'- 9.2" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. TL DEFL = 0.005" @ 14'- 9.2" M,M2OHS,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 shall verify that this parameter fits with the intended use of this component. 12-11-11 1-11-05 Design conforms to main windforce-resisting 4-06-14 4-03 01-1 3 11-05 system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 9-00 Enclosed, Cat.2, Exp.B, MWFRS, 7- '( T interior zone, load duration factor=1.6 12 10.00 M-4x6 M-2 5x4 4e o �" >�4 PRD,rFss o �ti5 ��,iN�F /0'L M-1.5x4 v yr AhL 1 1 c) o ,.e co OREGON ,°' ..r co � ER e'• 0 **a f/¢//Z F?. CP oy -2.5x4 M- x8 M-1.5x4 y EXPIRES 12,3'[/13 y y 8-08-02 6-02-14 y 1-00 14-11 V,,. OF WASyl�� } JOB NAME : 14133 MCGEHEE 2291 REV-3 - B5 Scale: 0.1819 �J 4' e, le WARNINGS: GENERAL NOTES,unless otherwise noted: G2 jr. 14�. l 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: B5 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. 1,: 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at r`- x• DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f '" stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1�777$ DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �} SEQ. : 52002684. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1�; �'`-" , fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. �� TRANS I D: 340534 design loads be applied to any component. and are for"dry condition"of use. XN 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 % I/ _• fabrication,handling,shipment and installation of components. necessary. / 6.This design is furnished subject to the limitations set forth by8.Designlaesassumes ca adequatedon drainagehc iso truss,and I IIIIII VIII VIII III VIII VIII VIII IIII IIII 8 Plates shall be located both faces of truss, placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines 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(CompuTrus) {1 6/10/13 and/or ESR-1311,ESR-1988(MiTek). EXPIRES MINN PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 11.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/C =1 00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -51) 40 6-7=(-205) 507 3.7=) 0) BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 200 379 WEBS: 2x4 DF STAND -3=(-800)) 407 6-7=(-206) 504 3-7=(-697) 286 3-4=(-174) 153 7.4=(-192) 188 LOADING 4-5=( -16) 15 TC LATERAL SUPPORT <= 12"OC. UON. 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: 12.0" 0.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -112/ 808V -307/ OH 5.50" 1.29 DF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 14'- 11.0" -87/ 740V -307/ OH 5.50' 1.18 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 7-09-03 7-01-13 MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" i ' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" 12 MAX TL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.008" 10.007 M-1.5x4 5 MAX TC PANEL LL DEFL = -0.141" @ 3'- 6.0" Allowed = 0.620" MAX TC PANEL TL DEFL = 0.040" @ 3'- 5.9" Allowed = 0.930" MAX HORIZ. LL DEFL = 0.006" @ 14'- 5.5" MAX HORIZ. TL DEFL = 0.009" @ 14'- 5.5" 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=30ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-5X8($) Enclosed, Cat.2, Exp.B, MWFRS, CD interior zone, load duration factor=1.6 CD 0 End vertical(s) not exposed to wind. N40.2511h6ihkrd, ci \� > 0PROFS.‘(: 4 7, ��OREGO ..?o p13 R 6 OV0 165x4 M-2.5x4T i',5../ pt yy y EXPIRES 12/31113 j 7-07-07 7 03 09 J, y 1-00 14-11 0-00-11 /^r JOB _ - �of*AsH�4/e) a NAME . 14133 MCGEHEE 2291 REV-3B6 Scale: 0.2481 �c � �}'�"1 WARNINGS: GENERAL NOTES, unless otherwise noted: 41 AT , � ©Z ` 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: B6 and Warnings before construction commences. and approval is the responsibility of the building designer,not the * 1 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 i DES. BY: EE stability 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 plywood sheathing(TC)and/or drywall(BC). DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown+a 17778 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. 10, 94 SEQ. : 5200269fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 5.CompuTrus has no control over and assumes no responsibility for the �T�� TRANS I D: 340534 design loads be applied to any component. and are for"dry condition"of use. 6. yX `�_7i�=i Design assumes full bearing at all supports shown.Shim or wedge if {r*/ 4) JONA- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII IIHI VIII 11111 IN IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. EXPIRES CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) 6/410/13 and/or ESR-1311,ESR-1988(MiTek). ft INHUME PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 14'- 11.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/C =1 00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= -51) 40 2-6=(-169) ( 0)0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=( 800365 6-7=( 169 507 3-7=( ) 237 379 WEBS: 2x4 DF STAND 3-4=(-192) 82 7( 169) 504 -4=(-496) 465 LOADING 4-5=(-131) 155 - TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 24.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -105/ 790V -285/ OH 5.50" 1.26 DF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 14'- 11.0" -158/ 933V -285/ OH 5.50" 1.49 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.023" @ 7'- 7.4" Allowed = 0.933" 7-09-03 7-01-13 MAX LL DEFL = 0.054" @ 16'- 11.7" Allowed = 0.206" T f T MAX TL DEFL = -0.041" @ 16'- 11.7" Allowed = 0.274" MAX TC PANEL LL DEFL = -0.127" @ 3'- 6.0" Allowed = 0.620" /- 12 5 10.00 V MAX HORIZ. LL DEFL = 0.006" @ 14'- 5.5" MAX HORIZ. TL DEFL = 0.009" @ 14'- 5.5" M 1.5x4 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=30ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 o End vertical(s) not exposed to wind. UD CD M-5x8(5) 0.25" 04� o G cm ,��R>Go PROF�ss/a 44%45 �,TOREGON�0 -.i v _,,---„,,,-,-,..,---.1 ,-". C�ol ,O ER g,', C7/ Cs M-2.5x4 M-1.5x4 M-2.5x4 04/0 y y ), 1 EXPIRES 12/31/131 7-07-07 7-03-09 ), ), y y 1-00 14-11 2-00-11 A . Cq 40,0,0**ASh/ fi" JOB NAME : 14133 MCGEHEE 2291 REV-3 - B7 Scale: 0.2196 =`�' 1 oa l.J •' "'�ry WARNINGS: GENERAL NOTES,unless otherwise noted: 01i,:.i. Z 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: 67 and Warnings before construction commences, and approval is the responsibility of the building designer,not ther i 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 DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17778 Y DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ E rc' 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. S SEQ. : 5200270 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 y"_ design loads be applied to any component. and are for"dry condition"of use. "4k �T++A_,7 TRANS I D: 340534 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 / / 4vNA necessary. ft _ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ' 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center y- MN 11111 VIII VIII VIII 11111 VIII IIII 11TPI/WTCA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. //�� 9. Digits indicate size of plate in inches. 10. EXPIRES 6110/13 For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). li mmumi PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 SPACED 24.0" O.C. 1-2- 2=( -51) 40 2- 8=(-354) 499 3- 9=(-206) 196 BC: 2x4 DF #1&BTR WEBS: 2x4 DF STAND 2- 3=(-725) 548 8- 9=(-354) 499 9- 4=(-134) 377 LOADING 4- 4=(-539) 358 9- 6=(-326) 468 9- 5=(-170) 160 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-538) 355 • BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-709) 538 OVERHANGS: 12.0' 12.0" TOTAL LOAD = 42.0 PSF 6- 7=( -51) 40 M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (urn). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE MIN.0'- 0.0" -125/ 650V -1/ 135H 53.50" 1.04 (SPECIES)F (C 625 Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 4'- 5.5" 0/ 87V -239/ 199H 53.50" 0.14 DF ( 625) considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 2.0" -121/ 700V -157/ 44H 5.50' 1.12 DF ( 625) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series 7-07 7-07 MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" f T f MAX LL DEFL = 0.016" @ 7'- 7.0" Allowed = 0.512" 3-10-09 3 08 07 3-08-07 3-10-09 MAX TL DEFL = -0.018" @ 7'- 7.0" Allowed = 0.683" Allowed . 0.100" T f f f f MAX TL DEFL = 0.002" @ 16'- 2.0" Allowed = 0.133" 12 12 10.00 11M-4x4 MAX HORIZ. LL DEFL = -0.008" @ 14'- 8.5" 4.0" 4 N 10.00 MAX HORIZ. TL DEFL = 0.009" @ 14'- 8.5" M-3x6 .,,t.,, ( M-3X6 This truss does not include any time dependent MO deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the M 1.5x4 intended use of this component. M-1.5x4 M-3x6 �+ +{ M-3x6 System and fcomponents land lcladding rcriteria. o M-2.5x4 M-1.5x4 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, o M-3x6,4.,i' interior zone, load duration factor=1.6 Q; 40' M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins M-1.5x4 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. 10' Outlookers permissible mattinlet be uboard t hareas oncare ly. M-3x6 r �' M ��0 pROFF o �� s CD 1 M-2.5x4 M-4x8 M-2.5x4 r" Continuous bearing y OREGON�Ax.:(-4'.17.:v J, y 3-07-11 3-11-05 7-07 '��'[R�, C7� y1 00 15-02 y1 00 414//Ilp .R Cp` ' I EXPIRES 12/31/131 Cq JOB NAME : 14133 MCGEHEE 2291 REV-3 - B GE piC` oxw"S ti0 Scale: 0.3152 G`4 sw 0� �+� WARNINGS: �T set e GENERAL NOTES, unless otherwise noted: y L. 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: B GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the t ' 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. DES. BY E E 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at '. - stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f ' DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4tairrO�,{{y� 3.2Impact bodging oris lateralebracing ityrequiredowhere shown+a ft 1 SEQ. : 5200271 4.Noload should m leteantonotimeshcomponent ulduntyoadralleaterthand 4. InstallationDeigasofestristee tobeiuse therespectiver fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 340534 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if • �'�.te�� stICI fabrication,handling,shipment and installation of components. necessary. /4// , A 6.This design is furnished subject to the limitations set forth by7.Plates assumes adequate onne dthi faces is provided. 1111111111111111 VIII IIIII 1111111 III VIII IIII ill 8 Plates shall be located both of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. EXPIRES 6/10/13 CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) C and/or ESR-1311,ESR-1988(MiTek). .,��.�1j ill ii I II ill PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-11-00 GIRDER SUPPORTING 17-06-12 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x8 DF #2 1-2=(-3132) 448 1-6=(-323) 2273 6-2=( -163) 1696 2-3=(-1697) 250 6-7=(-321) 2253 2-7=(-1447) 203 WEBS: 2x4 OF STAND; LOADING 2x4 DF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 11.0" V 3-4=( -110) 99 7-8=(-316) 1164 7-3=( -307) 2811 BC UNIF LL( 194.5)+DL( 152.3)= 346.8 PLF 0'- 0.0" TO 14'- 11.0" V 4-5-( -16) 12 3-6=(-2406) 327 TC LATERAL SUPPORT <= 12"OC. UON. 8-4=( -145) 148 BC LATERAL SUPPORT <= 12"0C. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Single member as shown. LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -423/ 3085V -302/ OH 5.50" 4.94 DF ( 625) will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 14'- 11.0" 423/ 3134V -302/ OH 5.50" 5.01 DF ( 625) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.054" @ 5'- 3.6" Allowed = 0.700° M,M20HS,M18HS,M16 = MiTek MT series MAX TL DEFL = -0.092" @ 5'- 3.6" Allowed = 0.933" 5-05-06 4-06-15 4-06-15 0-03-12 MAX HORIZ. LL DEFL = 0.011" @ 14'- 5.5" f f MAX HORIZ. TL DEFL = 0.018" @ 14'- 5.5" 12 10.00 M 1.5x4 5 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. +2x4 web brace required. Laterally brace to roof diaphragm. Design conforms to main windforce-resisting system and components and cladding criteria. M-5x8 Wind: 110 mph, h=30ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, int�� End everrtical(rior s)lnot exposedoad ntoawind.t 6 0 ** For hanger specs. - See approved plans N M-3x8 T f:DG PROfi�SIfV� tSj© M-5x16 fea-e ^ M �° II �p an cl OREGON .`� 8** M-4x12 M-4x12 M-6x10 J' Ii�I/Tir /:06.E.R€,, 6, �2rR. C�� ,J, ,i, - 1 EXPIRES 12/31/131 4-05-03 5-02-03 5-03-10 y • y 14-11 WEDGE REQUIRED AT HEEL(S). g.' C JOB NAME : 14133 MCGEHEE 2291 REV-3 - B GIRD • ` Fwxsyf� © Scale: 0.2362 f� �� litt N`;. �' WARNINGS: GENERAL NOTES,unless otherwise noted: Cf). v} �-. �f,. 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: B GIRD 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. rt z 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at "_;' `� y'` DES. BY: EE stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7 DATE: 6/1/2012 CompuT us assumes no responsibility for such bracing. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 17778 AAA 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �' SEQ. : 52002 72 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D• 340534design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports yY Shim or wedge if `k shown. ;ON fabrication,handling,shipment and installation of components. necessary. j 14 1/ 3♦11Y 6.This design is furnished to the limitations set forth by7.Design assumes adequate drainage is provided. subject / III VIII VIII VIII VIII III IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of CompuTrus,Inc.Software 7.6.2(1 L)-E le in inches. 10.For basic connector plate design values see ESR-2529(CompuTrus) EXPIRES 6110/13 I and/or ESR-1311,ESR-1988(MiTek). iii IIIIII'tl PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 -54) 40 2-6=(-60) 185 6-3=(0) 199 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-346) 175 6-4=(-60) 185 WEBS: 2x4 DF STAND 3-4=(-346) 175 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -54) 40 - 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 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -76/ 442V -102/ 102H 5.50" 0.71 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 9'- 0.0' -76/ 442V -102/ 102H 5.50" 0.71 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 4-06 4-06 MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" T f f MAX LL DEFL = 0.002" @ 10'- 0.0" Allowed = 0.100" 12 MAX TL DEFL = 0.002" @ 10'- 0.0" Allowed = 0.133" I IM-4X4 12 MAX TC PANEL LL DEFL = -0.034" @ 6'- 6.2" Allowed = 0.349' 10.00 a 10.00 MAX TC PANEL TL DEFL = -0.028" @ 6'- 6.2" Allowed = 0.523" A- 34.0" MAX HORIZ. LL DEFL = 0.001" @ 8'- 6.5' �� MAX HORIZ. TL DEFL = 0.002" @ 8'- 6.5" 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. co CT, Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, V interior zone, load duration factor=1.6 co p PRO fi s o v �� F S co C3 6 �� `� / 1 M 2.5x4 M-2.5x4 ��,iNF� O� M-1.5x4 � , OREGON kf) f Ube. 4-06 4-06 ��R. C Rp ' y y 1-00 9-00 y ), G/4//t 1-00 1 EXPIRES 12/31/131 ^C.g.. C4 ' ofwxsiii,. 0 JOB NAME : 14133 MCGEHEE 2291 REV-3 - Cl Scale: 0.5152C.0 f.T, �`.O ro WARNINGS: GENERAL NOTES,unless otherwise noted: `✓1 y y`y .^ '",fi Cl1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 1'_ , Truss: Cl and Warnings before construction commences. and approval is the responsibility of the building designer,not the AAAmmm 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. f> DES. BY: EE 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y xImpact continuous sheathing suchr l cingoe sheathing(TC)udwere drywall(BC. T.7 a DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ iQ! i„ 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. ��'++ A . SEQ. : 52002 73 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 340534design loads be applied to any component. and are for"dry condition"of use. 6. ki*t' 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if / J/ NAL fabrication,handling,shipment and installation of components. necessary. / 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. III 11111 VIII VIII VIII VIII VIII Ili 8.Plates shall be located on both faces of truss,and placed so their center � TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. / �y CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) 1 V�1 3 and/or ESR-1311,ESR-1968(MiTek). CEXPIRESl III II I II IIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting system and components and cladding criteria. BC: 2x4 DF #1&BTR SPACED 24.0" O.C, Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, DL ON BOTTOM CHORD = 10.0 PSF interior zone, load duration factor=1.6 Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. compr to specifics 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. 4-06 4-06 12 10.00 IIM-4x4 12 / 310.00 v) 0vr� AIIIIN 4 NI- 1 ll 4i f M-2.5x4 M-2.5x4 OREGON +� I T ,0 ., J, y rAt- rR. cP� 1-00 9-00 y y GI4l0 1-00 EXPIRES 12/31/13 Vt... C.q JOB NAME : 14133 MCGEHEE 2291 REV-3 - C GE 0 01..WAS1�j� 0 Scale: 0.5277 �.� �.� WARNINGS: GENERAL NOTES, unless otherwise noted: COD GI 1:' %, r 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: C GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the r:' 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. *a • DES. BY E E 3.All lateral force resisting elements such as temporary and permanent 2.D'esign assumes the lop and bottom chords to be laterally braced at �"+r stability bracing must be designed by designer of complete structure. 2o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'+;.�..�,.7�gO� DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ R 17 l F8�' 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. : 52002 74 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 340534design loads be applied to any component. and are for"dry condition"of use. 44 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 , ♦t fabrication,handling,shipment and installation of components. necessary. /4/4/ J/ -.+i♦• 6.This design is furnished subject to the limitations set forth byT.Design assumes adequate drainage is provided. Is' III VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 0/10.For basic connector plate design values see ESR-2529(CompuTrus) EXPIRES 6/1 X133I and/or ESR-1311,ESR-1988(MiTek). iii IIIIII"i PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 15-02-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1334) 194 1-4=(-150) 915 4.2=(-127) 1432 BC: 2x6 DF SS 2-3=(-1334) 194 4-3=(-150) 915 WEBS: 2x4 DF STAND LOADINGTC UNIF TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 164.6)+ DL(131.9) - 0.0 • = 296.5 PLF 0'- 0.0" TO 9' " V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -224/ 1622V -99/ 99H 5.50" 2.60 DF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 9'- 0.0" -224/ 1622V -99/ 99H 5.50° 2.60 OF ( 625) will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.014" @ 4'- 6.0" Allowed = 0.404" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.025" @ 4'- 6.0" Allowed = 0.539° M,M2OHS,M18HS,M16 = MiTek MT series 4-06 4-06 T MAX HORIZ. LL DEFL = 0.003" @ 8'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.006" @ 8'- 6.5" 10.00 M-4x6 10.00 This truss does not include any time dependent 24.0" deformation for long term loading (creep) in the total load deflection. The building designer Ala iill 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=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 ch 0 v M-6x10 M-6x10 .M-� /A :� �� CO V - - ® tid PROP 4-4,.0 1►' 4 '3 �o :�,�R GS E Fs+s�� M-3x8 rv� F� ,-, OREGON hm ), 4-06 4-06 y ©�, riER�' 0 y 9-00 WEDGE REQUIRED AT HEEL(S). y I7/�Z R �� 1 EXPIRES 12131/131 . 0 C4 •( co viASA44,` t JOB NAME : 14133 MCGEHEE 2291 REV-3 - C GIRD Scale: 0.5319j .� � " ,ter a WARNINGS: ' ', ymy GENERAL NOTES, unless otherwise noted: y 1,,. 1. Builder and erection contractor should be advised of all General Notes 1.This truss design in adequate for the design parameters shown.Review Truss: C GIRD and Warnings before construction commences. and approval is the responsibilby of the building designer,not the i 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. f DES. BY: E E 3. stability bracing must be designed by designer of complete structure.All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 7778 S �1 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. :1. 'fk � EQ osive environment, 4 5.CompuTrus has no control over and assumes no responsibility for the rr�� TRANS I D: 340534 design loads be applied to any component. and are for"dry condition"of use. A 6.Design assumes full bearing at all supports shown.Shim or wedge if k, ' N y fabrication,handling,shipment and installation of components. necessary. r/4 1/ ry.. 6. This design is furnished subject to the limitations set forth by7.Designlaesassumes adequatedondrainagehc is truss,sed. 4' / - I 11111 11111 11111 11111 11111 11111 11111 1111 111 s. Platesshall be located on bothfaces of and placed so their center TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide wbh joint center lines.9. �+ 0/1 0 DigFor ssicicon sizetf aetd sincvas. (CompuTrus)p ) EXPIRES 6/1 CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529 Com uTrus and/or ESR-1311,ESR-1988(MiTek). unn a nn PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR TRUSS SPAN 17'- 6.8' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DU BC: 2x4 DF #1&BTR RATION INCREASE = 1.15 1-2=(-1418) 1026 1-7=(-773) 1097 2-7=(-240) 260 WEBS: 2x4 OF STAND SPACED 24.0" O.C. 2-3=(-1074) 667 7-5=(-740) 1092 7-3=(-497) 1013 LOADING 3-4=(-1074) 664 7.4=(-235) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25 • .0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-1414) 1004 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-6=( -49) 40 OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC0'- 0.0" -100/ 737V -185/ 185H 5.50" 1.18 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 17'- 6.8" -127/ 806V -185/ 185H 5.50" 1.29 DF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-09-06 MAX LL DEFL = 0.069" @ 8'- 9.4" Allowed = 0.832" T 8-09-06 MAX TL DEFL = -0.080" @ 8'- 9.4" Allowed = 1.110° T MAX LL DEFL = 0.002" @ 18'- 6.8" Allowed = 0.100" 4-06-03 4-03-03 4-03-03 4-06-03 MAX TL DEFL = 0.002" @ 18'- 6.8" Allowed = 0.133" T f f MAX HORIZ. LL DEFL = -0.081" @ 17'- 1.3" 12 12 MAX HORIZ. TL DEFL = 0.093" @ 17'- 1.3" 10.00 M-4x6 N4.0" 10.00 This truss does not include any time dependent 3 ( deformation for long term loading (creep) in the total load deflection. The building designer jm 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=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 o M-1.5x4 All M-1.5x4 to 4 o naliMMIMMOMOMMINIMICIMMINEMMEMIMOMOIIIMW 7 11111 0 M-5x8 LO ,o}gp PROS fis M M-3x6 l��`� ((r4G1Np `S'�p r ' M-3x6 I� ....00, . A. w` o r ,e6/..//....., Q - o o •n OREGON ^(' •`03 v a 5.00 5.00 o '0 ,o ff ,• c5•' III 12y y 444//2 R. G 8-09-06 y 1, y8-09-06 1-00 1 EXPIRES 12/31/13 1 • 17-06-12 WEDGE REQUIRED AT HEEL(S). y1-00), `s.g. C JOB NAME : 14133 MCGEHEE 2291 REV-3 - D1 ,}' Ci* Scale: 0.2919 t4' $16 ' /^ t*��j' y '" GENERAL NOTES,unless otherwise noted: h }.. %.,WARNINGS: 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Reviewli . Truss: D1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the i- 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. DES. BY: EE 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at . k stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by :h DATE: 6/1/2012 CompuTrus assumes no responsibility for such continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). bracing. 3.2Impact bridging oris lateralebracing ity of the where shown a � A 17778 SEQ. : 5200276 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 340534 design loads be applied to any component. and are for"dry condition"of use. 1 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 �x ei x.y StICI fabrication,handling,shipment and installation of components. ecessary. V/4/i weirs. 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes located onne drainagefaces is provided. IIIIII VIII VIII VIII VIII III VIII IIII IIIIr 98.6 Plates shall be both of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint centner lines. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.Fog basic connector plate design values see ESR-2529(CompuTrus) EXPIRES (j/10/13 I and/or ESR-1311,ESR-1988(MiTek). NUMMI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 6.8" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER1- FORCES8 ) 42-6=(-205) 211 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 1-3=(-653) 596 1.5=(-383) 573 6-3=(-247) 2 WEBS: 2x4 DF STAND 2-3=(-651) 390 6-5=(-383) 573 6-3=(-147) 472 3-4=(-651) 390 6-4=(-205) 211 LOADING 4-5=(-853) 596 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 Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. C,CN,C18,CN18 (or no prefix) (SPECIES) CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -102/ 738V -185/ 185H 5.50" 1.18 DF625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 17'- 6.8" -102/ 738V -185/ 185H 5.50" 1.18 DF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.020" @ 8'- 9.4" Allowed = 0.832" 8-09-06 8-09 06 MAX TL DEFL = -0.025" @ 8'- 9.4" Allowed = 1.110" '( MAX HORIZ. LL DEFL = -0.011" @ 17'- 1.3" 4-05-12 4-03-10 4-03-10 4-05-12 MAX HORIZ. TL DEFL = 0.012" @ 17'- 1.3" 12 T This truss does not include any time dependent IIM 4x4 12 deformation for long term loading (creep) in the 10.007 total load deflection. The building designer -' 10.00 shall verify that this parameter fits with the 3 4.0" intended use of this component. 111 Design conforms to main windforce-resisting 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=1.6 o M-1.5x4 M-1.5x4 CO 4 41r. et- �� 6'11:.::e1.11.-- r, %NR� �r` Ossi�2C Fr 'a *1M 2.5x4 M-3x8 M-2.5x4 .5 O o a"N�O' y 8-09-06 8-09-06 I EXPIRES 12/31/13 1 y 17-06-12 C4 JOB NAME : 14133 MCGEHEE 2291 REV-3 - 0 °Fw�syfti © V 3 D2 Scale: 0.3182 �� c� ) . o WARNINGS: GENERAL NOTES,unless otherwise noted: tri C/� y ., Z D2 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: D2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the f 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 DES. BY: EE stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ( ) . . s rE 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. i,.: Y da SEQ. : 5200277 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, design loads be applied to any component. and are for"dry condition"of use. .,"1#k TRANS I D: 340534 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 IONALI �' necessary. ` / fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �"/ ' 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center III NEIN 11111 VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. y./10.For basic connector plate design values see ESR-2529(CompuTrus) W and/or ESR-1311,ESR-1988(MiTek). EXPIRES V/10/1 3 IIIIIIIIIM PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 6.8" Design conforms to main windforce-resisting TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Wind: 110 mph, h=25ft, 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"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 UON. C,CN,C18,CN18 (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 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. 8-09-06 8-09-06 T T 12 IIM-4x4 12 10.00 7 2 a 10.00 0 do 0 r- 1\��ED PROfifisS a� v � '�1 i i i i i i/IN -/o 4 0 c. • OREGar� ., 1p ''0 ER 6' C7" M-2.5x4 M-2.5x4 '�1"fi) C Nr''• 4'/4/Ii J'. y y 1 EXPIRES 12/31/13 1 17-06-12 1-00 VI. C4 . of*AS ''''T JOB NAME : 14133 MCGEHEE 2291 REV-3 - D GE Scale: 0.3649 $�' .."))1. I['" r WARNINGS: GENERAL NOTES, unless otherwise noted: 40CO 14 r4 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: D 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 resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �Q. 17778 C�f n 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 0 1_+<{j SEQ. : 52002 78 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, �- T RANS I D: 340534 design loads be applied to any component. and are for"dry condition"of use. *iii ��,x5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / // N+VIEw— fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 VTPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I.9. Digits indicate size of plate in inches. EXPIRES f CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) 6110/13 {` and/or ESR-1311,ESR-1988(MiTek). - INHUME PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-00-01 GIRDER SUPPORTING 8-00-00 FROM 0-00-00 TO 8-00-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x6 DF SS (Non-Re P) 1- 2=( -48) 40 2.10=(-522) 4296 10- 3=( -336) 3196 8-14=(0) 244 2- 3=(-5796) 736 10.11=(-730) 5878 10- 4=(-2804) 366 WEBS: 2x4 DF STAND; LOADING 3- 4=(-4296) 522 11-12=(-730) 5878 11- 4=( -204) 1896 2x4 DF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 35'- 0.1" V 4- 5=(-5956) 688 12-13=(-408) 3412 4-12=( -526) 376 • BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-7996) 940 13-14=(-478) 2436 12- 5=(-5318) 674 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 8'- 0.0" TO 35'- 0.1" V 6- 7=(-2846) 442 14- 9=(-476) 2438 12- 6=( -684) 6162 BC LATERAL SUPPORT <= 12"OC. UON. 7- 8=(-2902) 512 6-13=(-2848) 376 ADDL: TC CONC LL+DL= 320.0 LBS @ 6'- 0.0" 8- 9=(-3366) 742 13- 7=( -302) 3270 ADDL: BC CONC LL+DL= 1768.0 LBS @ 9'- 0.0" 13- 8=( -438) 260 NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -571/ 4448V -270/ 266H 5.50" 7.12 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 35'- 0.1" -285/ 2492V -270/ 266H 5.50" 3.99 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix)) = ComCompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approvedplans 9" oc throughout 2x4 top chords, MAX TL DEFL = 0.001" @ -1'• 0.0" Allowed = 0.133" 9 P pP 9" oc throughout 2x6 bottom chords, MAX LL DEFL = -0.122" @ 14'- 6.6" Allowed = 1.704" MAX TL CREEP DEFL = -0.526" @ 14'- 6.6" Allowed = 2.273" 9" oc throughout webs. LOADS AS GIVEN ** HANGER TO APPLY CONC. MAX HORIZ. LL DEFL = -0.017" @ 34'- 6.6" LOAD(S) TO ALL MEMBERS. MAX HORIZ. TL DEFL = 0.050" @ 34'- 6.6° 5-11-11 8-06-14 7-05-07 13-00-01 Design conforms to main windforce-resisting 5-11-11 3-00-05 5-06-09 3-07-13 3-09-10 6-01-15 6-10-02 system and components and cladding criteria. T 320# T f f T T f Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Encl ,12 12 12 interiorr zone,2loadpdurationRfactor=1.6 10.00 V 10.00 7 M-4x6 10,00 4.0" 7 4'Z iI . M-4x8`r M 5xyA ' M 4x8 MHS 5x1;Grn ,_ �' N 1 it OREGON '1 �_ • If EF2 6 v10 - 11 12 13 149 * o O o M-3x8 M-4x6 M-3x6 M-7x10 M-4x8 M-1.5x4 =M-4x4 0 �t ©�) f C P'` ' k k ** 1768# kM-5x6(S) k k k C/4//Z k 5-09-14 3-02-02 y 5-04-13 y 7-07-03 6-03-11 6-08-06 r5717477-7551771 k 16-00 19-00-01 k k 1-00 35-00-01 k ;c- $� JOB NAME . 14133 MCGEHEE 2291 REV-3 - El Scale: 0.1625 8 '.?' 1.. WARNINGS: GENERAL NOTES,unless otherwise noted: w1 it; �+ 1.Builder and erection contractor should be advised of all General Notes 1.This truss design in adequate for the design parameters shown.Review . `: Truss: El and Warnings before construction commences. and approval is the responsibility of the building designer,not the ; 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at , •' DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f"" stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1777$' DATE: 6/1/2012 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 all bracing and 4. Installation of truss is the responsibility of the respective contractor. '. . SEQ. : 5200279 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, R design loads be applied to any component. and are for"dry condition"of use. "l TRANS I D: 340534 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. ,/4 J/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center Ill II 11110111111 III VIII VIII VIII VIII IIII IIII TPI4NTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES 1 tl f.r CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) �1 W i and/or ESR-1311,ESR-1988(MiTek). iii iiIii iiii PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.1" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 40 2-11=(-595) 1470 11- 3=( -310) 1058 BC: 2x6 DF SS SPACED 24.0" O.C. 2- 3=(-2058) 882 11-12=(-855) 2131 11- 5=(-1174) 461 WEBS: 2x4 DF STAND; 3- 4=( 0) 0 12-13=(-855) 2131 12- 5=( 0) 160 2x4 DF #1&BTR A LOADING 3- 5=(-1470) 595 13-14=(-723) 1739 5-13=( •270) 811 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2746) 1060 14-15=(-665) 1445 13- 6=(-2578) 1039 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3720) 1458 15.10=(-664) 1446 13- 7=( -840) 2473 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1597) 697 7-14=(-1284) 534 8- 9=(-1657) 766 14- 8=( -574) 1671 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-10=(-2037) 993 14- 9=1 -412) 249 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 9-15=( 0) 256 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -279/ 1602V -317/ 266H 5.50" 2.56 DF ( 625) 35'- 0.1" -214/ 1541V -317/ 266H 5.50" 2.47 DF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.209" @ 14'- 6.6" Allowed = 1.704" MAX TL DEFL = -0.336" @ 14'- 6.6" Allowed = 2.273" 7-11-11 6-06-14 7-05-07 13-00-01 MAX HORIZ. LL DEFL = -0.029" @ 34'- 6.6" 5-09-14 2-01-13 �, 5-06-09 3-07-13 3-09-10 6-01-15 6-10-02 MAX HORIZ. TL DEFL = 0.044" @ 34'- 6.6" 1-1`00-05 This truss does not include any time dependent 6-00 deformation for long term loading (creep) in the T T total load deflection. The building designer 12 12 M-4x6 t2 shall verify that this parameter fits with the intended use of this component. 10.00 7 10.00 8 4 10.00 Design conforms to main windforce-resisting 1111\111 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, M-3x87 interior zone, load duration factor=l.6 /- 4 1 `\i M-4x6 M-2.5x4 0 3 M-5x8 MHS-5x126 c 0 PROfi�„, T o ii _ �� `� �Ci�G1��fi'A /O�' 0 r M • OREGON �` N �" �c -a P., j Aildl1111 -:2 " T �. 0" ER � � 0 1 �-"-" 11 12 � 3a 14 15 *vol Cr •�� 6 O 'M-4x4 -=M-4x4 M-1.5x4 M-7x8 M-4x8 M-1.5x4 <�M-4x4 0 'rr R C t��" y y y yM-5x6(S) y y y i4�12 y 5-09-14 3-02-02 5-04-13 , 7-07-03 6-03-11 6-08-06 y 1 EXPIRES 12131/13 I J, y 16-00 19-00-01 t 1-00 35-00-01 y i`�• e JOB NAME •. 14133 MCGEHEE 2291 REV-3 - E2 Scale: 0.1676 (,, tio�w�►sN�,�,0� O[" cs� �. z r WARNINGS: GENERAL NOTES, unless otherwise noted: a 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 Truss: E 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the f 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 DES. BY: EE stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f ' CompuTrus assumes no responsibility for such continuous sheathing such as plywood aired in ere s and/or drywall(BC). DATE: 6/1/2012 P P Y bracing. 3. Impact bridging is lateralebracing required shown+a 17778 , 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 0 SEQ. : 5200280 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, design loads be applied to any component. and are for"dry condition"of use. A TRANS I D: 340534 N 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 J/ A !�f fabrication,handling,shipment and installation of components. necessary. / 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII IIII 1111111111 IIIVIIIVIII IIH IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. + 9. Digits indicate size of plate in inches. EXPIRESY.1 CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) 611 0l f 3 and/or ESR-1311,ESR 1988(MiTek). n1111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.1" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 40 2-10=(-597) 1470 10- 3=( 0) 159 8-14=(0) 294 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2088) 914 10-11=(-598) 1470 3-11=( -202) 149 WEBS: 2x4 DF STAND 3- 4=(-1846) 729 11-12=(-596) 1600 11- 4=( -220) 856 LOADING 4- 5=(-1341) 486 12-13=(-620) 1671 11- 5=( -544) 230 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1676) 615 13-14=(-636) 1437 5-12=( -42) 177 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1525) 639 14- 9=(-635) 1439 12- 6=( -74) 123 TOTAL LOAD = 42.0 PSF 7- B=(-1620) 732 6-13=(-1393) 426 8- 9=(-2041) 960 13- 7=( -511) 1594 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13- 8=( -422) 246 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -227/ 1640V -272/ 268H 5.50" 2.62 DF ( 625) Connector plate prefix designators: 35'- 0.1" -202/ 1538V -272/ 268H 5.50" 2.46 DF ( 625) CM,CN,C18,CN18M2OHS,M18HS,M16 ( n= eprefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 = MiTek MT series MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.109" @ 18'- 3.1" Allowed = 1.704" MAX TL DEFL = -0.175" @ 18'- 3.1" Allowed = 2.273' MAX HORIZ. LL DEFL = -0.041" @ 34'- 6.6" MAX HORIZ. TL DEFL = 0.066" @ 34'- 6.6" This truss does not include any time dependent 9 11.11 deformation for long term loading (creep) in the 8-06-14 3-05-07 13-00-01 total load deflection. The building designer T shall verify that this parameter fits with the 5-02-10 4-09-01 4-00-13 4-06-01 3-05-07 6-03-03 6-08-14 intended use of this component. T '1 'r f f f f f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.007 12 M-4x6 12 10,00 7 4 0 'N 10.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, IL 7 .0 Enclosed, Cat.2, Exp.B, MWFRS, �o interior zone, load duration factor=1.6 M-4x6 /- M-255x4 M-7x86 �� PP �� 00 PRop,t N M 2.5x4 �5 SIN ''O 0 0") M-2.5x4 • �let- i�Cofi.1, r rFri . ,ie ^ 00 c, OREGON,,, v "' �, 0 f3ER 6" av ,T �` •`- 0 1�•-.. 10 11 12 13 14 9** o 4'/4/0... �' Ci�'`` o M-3x6 M-1.5x4 M-3x8 0.25 M-4x8 M-1.5x4 `M-4x4 0 M-5x8(S) EXPIRES 12131/13 y y y y y y y y , 5-00-14 4-07-04 8-06-15 3-08-15 6-04-15 6-07-02 1-00 35-00-01 JOB NAME : 14133 MCGEHEE 2291 REV-3 - E3 y ,� 1�`�w Scale: 0.1625 �� t �.�©Q+� WARNINGS: -'.- "�. GENERAL NOTES,unless otherwise noted: h TTT 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: E3 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. ♦ •i'' 3.All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bosom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1.1'0 p4 77 DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ++ E r 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' 'f SEQ. : 5200281 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, design loads be applied to any component. and are for"dry condition"of use. ,� TRANS I D: 340534 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 4, (4// - N1140 fabrication,handling,shipment and installation of components. necessary. / 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII IIIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. �+10.For basic connector plate design values see ESR-2529(CompuTrus) EXPIRES F110/13 ��..../// and/or ESR-1311,ESR-1988(MiTek). - I 1111 I 111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.1" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #10TR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 40 2-11=(-658) 1470 11- 3.( 0) 159 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2088) 999 11-12.(-659) 1470 3-12=( -198) 129 WEBS: 2x4 DF STAND 3- 4=(-1846) 816 12-13.(-675) 1600 12- 4=( -213) 856 LOADING 4- 5.) 0) 0 13-14=(-679) 1671 12- 6=( -544) 238 ' TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1341) 561 14-15=(-669) 1437 6-13=( -25) 185 BC LATERAL SUPPORT <= 12'0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1676) 676 15-10=(-668) 1439 13- 7.( -81) 120 TOTAL LOAD = 42.0 PSF 7- 8=(-1525) 684 7-14.(-1393) 489 : 8- 9=(-1620) 777 14- 8=( -569) 1594 NOTE: 2x4 BRACING AT 2400 VON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-10=(-2041) 1004 14- 9=( -422) 244 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 9-15=( 0) 294 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -271/ 1640V -319/ 268H 5.50" 2.62 DF ( 625) ** For hanger specs. - See approved plans 35'- 0.1" -222/ 1538V -319/ 268H 5.50" 2.46 OF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 . MiTek MT series MAX LL DEFL . 0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL DEFL . 0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.111" @ 18'- 6.6" Allowed = 1.704" MAX TL DEFL = -0.175" @ 18'- 3.1" Allowed = 2.273" MAX HORIZ. LL DEFL . -0.044" @ 34'- 6.6' 11-11-11 6-06-14 3-05-07 13-00-01 MAX HORIZ. TL DEFL = 0.066" @ 34'- 6.6" f f f f f 5-02-10 4-07-04 2-01-1i, 4-06-01 3-05-07 6-03-03 6-08-14 This truss does not include any time dependent f f f . -00-16 f f f f deformation for long term loading (creep) in the total load deflection. The building designer 10-00 shall verify that this parameter fits with the f f intended use of this component. 12 12 M-4x6 12 Design conforms to main windforce-resisting 10.00 10.00 v 4,0" moo system and components and cladding criteria. 7 N /- 8 ,(--,( Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, /- 5 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-4x6 3. M-2;5x4 M-7x8 - z t co PROfie, " M-2.5x4 - cy, c.:1 cp 9 JP 4G1i%is 15 M-2.5x4 -Ft /00, 3 K r- .+ .;';• ,- ,eleY41.-- . . • ' OREGON ).'? c", 01 •-•1 i• N. t ,2,9ER€), est c-) (NI 0, - _ - , "Cr' t looe: * 11 .. 12 ,r i i N. 14 4 15 ioN •:.1- * 8 M-3x6 M-1.5x4 M-3x8 0.25" M-4x8 M-1.5x4 ' M-4x4 8 M-5x8(S) 1 EXPIRES 12/31/131 5-00-14 4-07-04 8-06-15 3-08-15 6-04-15 6-07-02 . ), ), c4 1-00 35-00-01 : c‘ t VJASH, 4,r, Co JOB NAME •. 14133 MCGEHEE 2291 REV-3 - E4 Scale: 0.1676 WARNINGS: GENERAL NOTES,unless otherwise noted: V) 1.Builder and erection contractor should be advised of all General Notes 1.This truss design inadequate for the design parameters shown.Review Truss: E4 and Warnings before construction commences, and approval is the responsibility of the building designer,not the ,- i 2.204 compression web bracing must be installed where shown., truss designer or truss engineer. Deoassumes the top and,bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent 2. sign DES. BY: EE stability bracing most be designed by designer of complete structure. Z .c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). h17778,c, DATE: 6/1/2012 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 all bracing and 4. Installation of truss is the responsibility of the respective contractor. I'. 'T461mrao' SEQ. : 5200282 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, design loads be applied to any component, and are for"dry condition"of use. 4, .CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge if TRANS ID: 340534 514 . , ADNALIOR) necessary. / , ' . . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 CompuTrus,Inc.Software 7.6.2(1L)-E 10.TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). *EXPIRES 6110/13 1 I lit IIIIIME PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.1" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR 1- 3=( -49) 40 2- 0=(-623) 1645 9- 0=( 0) 2891 SPACED 24.0" O.C. 2- 3= ( ) ( ) WEBS: 2x4 DF STAND (-2324) 959 9-10= -623 1643 3-10= -518 241 3- 4=(-1784) 716 10-11.(-468) 1298 10- 4.(-151) 755 LOADING 4- 5=(-1251) 443 11-12=(-635) 1645 10- 5=(-150) 145 • IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1251) 445 12- 8=(-635) 1647 5-11=(-148) 144 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1785) 720 6-11=(-155) 756 TOTAL LOAD = 42.0 PSF 7- 8=(-2325) 965 11- 7=(-520) 255 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7-12=( 0) 289 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -227/ 1817V -283/ 283H 5.50" 2.91 DF ( 625) OVERHANGS: 12.0" 0.0° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 0.1° -201/ 1751V -283/ 283H 5.50" 2.80 DF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" ** For hanger specs. - See approved plans MAX LL DEFL = -0.085" @ 17'- 6.0" Allowed = 1.704" MAX TL DEFL = -0.127" @ 17'- 6.0" Allowed = 2.273" MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.6" MAX HORIZ. TL DEFL = 0.068" @ 34'- 6.6" 13-11-11 7-00-11 13-11-11 This truss does not include any time dependent deformation for long term loading (creep) in the 7-02-10 6-09-01 3-06-05 3-06-05 6-09-01 7-02-10 total load deflection. The building designer T T T f f f f shall verify that this parameter fits with the intended use of this component. 1P 12 10.00 M-4x6 M-2.5X4 M-4x6 10.00 Design conforms to main windforce-resisting 5 system and components and cladding criteria. Wind: 110 mph, h=30ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 0, M-2,5x4 M-2.5x4 0 3 f�� D A / pRpFes/ • C � OREGON '? T o .. ' v °OER 6 (J4 -' 9 10 11TH ... O M-4x6 M-1.5x4 M-3x8 M-3x8 M-1�5x4 M-4x66** o ©�I rj 19.' M-3x6(S) �4//2. y 7-00-14 y 6-07-04 y y 7-07-12 y 6-07-04 y 7-00-14 y I EXPIRES 12/31/13 j y15-00-01 2000yy 1-00 35-00-01 y �.• C44 F WASyj+r) 0 `O JOB NAME : 14133 MCGEHEE 2291 REV-3 - E5 Scale: 0.1673 xG`�, C,+ � ,' ilt WARNINGS: GENERAL NOTES,unless otherwise noted: h Z 1. 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: E5 and Warnings before construction commences. and approval is the responsibility of the building designer,not the k- i, 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. .0"... DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced ath 2'o.c.and at 10'o.c.respectively unless braced throughout their length by £"'':•`' stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 5200283 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - 17778 a; dy design loads be applied to any component. and are for"dry condition"of use. k TRANS I D: 340534 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 ,/4/ fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Designlaenassumes ca edadeqonne drainage face is truss,a. - ,, IIIIII 11111 VIII VIII III VIII VIII IIII IIII 8.Plates shall be located both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. I 9. Digits indicate size of plate in inches.10.For basic connector plate design values see ESR-2529EXPIRES �l 10!1 3 and/or ESR-1311,ESR-1988(MiTek). - iiun ami PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.1" IAC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 40 2- 9=(-615) 1465 9- 3=( 0) 263 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2080) 946 9-10=(-616) 1464 3-10=(-411) 240 WEBS: 2x4 DF STAND 3- 4=(-1697) 711 10-11.(-473) 1256 4-10=(-152) 715 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1189) 438 11-12=(-629) 1466 10- 5=(-186) 140 ' LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1189) 440 12- 8=(-629) 1467 5.11=(-183) 140 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1698) 715 11- 6=(-157) 715 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 7- 8=(-2081) 953 11- 7=(-414) 255 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-12=( 0) 263 Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -227/ 1643V -269/ 269H 5.50" 2.63 DFPF (C 625) " For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 0.1" -202/ 1577V -269/ 269H 5.50" 2.52 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.073" @ 17'- 6.0" Allowed = 1.704" MAX TL DEFL = -0.116" @ 17'- 6.0" Allowed = 2.273" MAX HORIZ. LL DEFL = -0.039" @ 34'- 6.6" MAX HORIZ. TL DEFL = 0.061" @ 34'- 6.6" This truss does not include any time dependent 13-00 9-00-01 13-00 deformation for long term loading (creep) in the T total load deflection. The building designer 6-09-11 6-02-05 4-06 4-06 6-02-05 6-09-11 shall verify that this parameter fits with the T intended use of this component. 12 12 Design conforms to main windforce-resisting 10.00 M-5x6 M-255X4 M-5x6 system and components and cladding criteria. 6 N 10.00 111 � Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, co interior zone, load duration factor=l.6 mfo ic, j5x4 6 1111111h, M • OREGON tia' f o I .. 1 g 10 11 12 g<* y,i- fjy Qy O M-3x6 M-1.5x4 M-3x8 M-3x8 M-1.5x4 `M-4x4 0 M-3x6(S) /4//Z �i C P` y 6-07-15 6-05-13 y y 8-08-09 y 6-05-13 y 6-07-15 EXPIRES 12131/13 y y 15-00-01 20-00 1-00 35-00-01 y %. C,4 of wAs;i1 +0 JOB NAME : 14133 MCGEHEE 2291 REV-3 - E6 Scale: 0.1673 0 t; „All �'�+ 1!*WARNINGS: GENERAL NOTES, unless otherwise noted: - ( ",j. E6 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ri Truss: and Warnings before construction commences. and approval is the responsibility of the building designer,not the r,' 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. x - DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at M� stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t t, CompuTrus2x Impact continuous sheathing such asl plcingoe sheathing(TC)red where s tlrywall(BC). 17778 ,7..7,7�8q DATE: 6/1/2012 dassumes li responsibility for such bracing. 3. Impact bridging or lateral bracing ity of the where shown++ +Q ��i31 Rte" sl 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. : 5200284 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, 4 TRANS I D• 340534 design loads be applied to any component. and are for"dry condition"of use. V 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if l `4// ,ON♦L fabrication,handling,shipment and installation of components. necessary. ll'/ rv. 6.This design is furnished subject to the limdations set forth by7.Designlaesassumes locatedadeqone drainagehfaces iso truss.and IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be both of truss placed so their center " TPIM?CA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches.10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). EXPIRES 611011 3 MIME PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'• 0.1" • TC: 2x4 DF #1&BTR IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 BC: 2x4 OF #1&BTR 1- 3=( -49) 40 2- 0=(-616) 1465 9- 0=( 0) 263 SPACED 24.0" O.C. 2 WEBS: 2x4 DF STAND 2- 3=(-2080) 946 9-10=(-616) 1464 3-10=(-4111) 240 3- 4=(•1697) 711 10.11=(-473) 1256 4-10=(-152) 715 LOADING 4- 5=(-1189) 438 11-12=(-629) 1466 10- 5=(-186) 140 • TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1189) 440 12- 8=(-629) 1467 5-11=(•183) 140 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1698) 715 11- 6=(-157) 715 TOTAL LOAD = 42.0 PSF 7- 8=(-2081) 953 11- 7=(-414) 255 OVERHANGS: 12.0" 0.0" 7.12=( 0) 263 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -227/ 1643V -269/ 269H 5.50' 2.63 DF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 0.1" -202/ 1577V -269/ 269H 5.50" 2.52 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.073" @ 17'- 6.0" Allowed = 1.704" MAX TL DEFL = -0.116" @ 17'- 6.0" Allowed = 2.273" MAX HORIZ. LL DEFL = -0.039" @ 34'- 6.6" MAX HORIZ. TL DEFL = 0.061" @ 34'- 6.6" This truss does not include any time dependent 13-00 9-00-01 13-00 deformation for long term loading (creep) in the I total load deflection. The building designer I shall verify that this parameter fits with the 6-09-11 6-02-05 4-06 4-06 6-02-05 6-09-11 intended use of this component. 12 12 Design conforms to main windforce-resisting 10.007 M 4x6 M 255x4 6M-5x6 system and components and cladding criteria. N 10.00 'a` , 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=1.6 cD M-2.5x4 111A1\1 ,,M-2.5x4 �y(}p N ` 'r�1• OF�s O A .._ :r.,„,,,,„..._ �- Adilk‘ �� c.��1N�F,A ��' r OREGON ',ff - 9 10 11 12 g** o o M-3x6 M-1.5x4 M-3x8 M-3x8 M-1.5x4 `M-4x4 0 ) 1- CP, C Plit, y y y M-3x6(S) y y y 61410 y 6-07-15 6-05-13 , 8-08-09 6-05-13 6-07-15 y $ EXPIRES 12/31/13 1 y y 15-00-01 20-00 . • 1-00 35-00-01 y IX. C.4 .."to- �*WASyf� JOB NAME : 14133 MCGEHEE 2291 REV-3 - E7 Scale: 0.1673c. +L`i' c�+ �' AT o r.4 WARNINGS: GENERAL NOTES,unless otherwise noted: 03 yy�+ 7r l- 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: E7 and Warnings before construction commences. and approval is the responsibility of the building designer,not the f , i 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 • DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). x.1 A DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown+r- 4. n 17778 No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / 'T SEQ. : 5200285fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. T RAN S I D: 340534 design loads be applied to any component. and are for"dry condition"of use. l 5.CompuTrus has no control over and assumes no responsibility for thelar- 6.Design assumes full bearing at all supports shown.Shim or wedge if / f/ 7W fabrication,handling,shipment and installation of components. necessary. / 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. EXPIRES 10.For basic connector plate design values see ESR-2529(CompuTrus) 6/10/13 and/or ESR-1311,ESR-1988(MiTek). imn 111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-00-01 GIRDER SUPPORTING 14-11-00 FROM 0-00-00 TO 17-00-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #18,BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9076) 1192 1-10=(-866) 6710 10- 2=( -126) 1456 14- 7=(-324) 268 BC: 2x8 DF #2 2- 3=(-7822) 1028 10-11=(-864) 6692 2-11=(-1062) 142 7-15=( -82) 232 WEBS: 2x4 DF STAND LOADING 3- 4=(-6518) 866 11-12=(-770) 5888 11- 3=( -200) 2158 15- 8=(-208) 156 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 35'- 0.1" V 4- 5=(-4974) 640 12-13=(-648) 5018 3-12=(-1750) 228 8-16=( 0) 168 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 161.5)+DL( 129.8)= 291.2 PLF 0'- 0.0" TO 17'- 0.0" V 5- 6=(-4482) 570 13-14=(-648) 5018 12- 4=( -432) 3714 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 17'- 0.0" TO 35'- 0.1" V 6- 7=(-5886) 776 14-15=(-602) 4668 12- 5=( -192) 148 ADDL: BC CONC LL( 1865.5)+DL( 1268.5)= 3134.0 LBS @ 17'- 6.0" 7-- 8=(-6178) 802 15-16=(-598) 4768 13- 5=( -300) 2326 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9=(-6474) 832 16- 9=(-598) 4768 5-14=(•2274) 440 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 6-14=( -376) 3320 LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans 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" -905/ 7000V -297/ 297H 5.50" 11.20 DF ( 625) Connector plate prefix designators: 35'- 0.1" -569/ 4566V -297/ 297H 5.50" 7.31 DF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc J,- ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LOADS AS GIVEN 9" oc throughout 2x4 top chords, MAX LL DEFL = -0.136" @ 17'- 6.0" Allowed = 1.704" 8" oc throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.315" @ 17'- 6.0" Allowed = 2.273" ** HANGER TO APPLY CONC. 9" oc throughout webs. LOAD(S) TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.037" @ 34'- 6.6' MAX HORIZ. TL DEFL = 0.064" @ 34'- 6.6" 14-10-11 5-02-11 14-10-11 Design conforms to main windforce-resisting T system and components and cladding criteria. 5-05-06 4-06-14 4-08-10 �2-09-022-09-02� 4-08-10 4-06-14 5-05-06 Wind: 110 mph, h=30ft, TCD.= DL=6.0, ASCE 7-05, 12 Enclosed, Cat.2, Exp.B, MWF MWFRS, 12 interior zone, load duration factor=1.6 f-. 1o.00 7 M-3x8 M-7x8M-7X8 N 10.00 i 5 i�% - � M-2.5x4 oi PRO1 �� D� �s�M 3x6 M 3x6 P `GIVF, /� � 4i � � M-5x16 • OREGON�,m CD A M 5x16 �� v 1116,� /ER 6' e f-- o �S �� j4 pT�- � 1 - 10 11 12 13 14 15 O M-1.5x4 =M-4x4 M-4x8 0.25" 16 **g 8 /4//Z 'R'- gyp` M-4x8 M-2.5x4 M-1.5x4 0 M-10x12(S)+3134# ** 1 EXPIRES 12/31/13 1 1' y y J. ,,I,y y y y y 5-03-10 4-05-02 4-10-06 2-10-14 2-10-14 4-10-06 4-05-02 5-03-10 35-00-01 WEDGE REQUIRED AT HEEL(S). y 3. C,, yv� • JOB NAME : 14133 MCGEHEE 2291 REV-3 - E GIRD Scale: 0.1783 0. `� OFWASyp�cAY' , � WARNINGS: GENERAL NOTES,unless otherwise noted: 4� �. '�", rk 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: E GIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the l 2.2x4 compression web bracing must be installed where shown*. truss designer or truss engineer. .t DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at �p' stability bracing must be designed by designer of complete structure. c o.c.and at 10'o.c.respectively unless braced throughout their length by t <. DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17778] 3. Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �' SEQ. : 5200286 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• 340534 design loads be applied to any component. and are for"dry condition"of use. 4 ' 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 �i'�.. 1 fabrication,handling,shipment and installation of components, necessary. e./4// % ) `u`�IA�' 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne dthifac a is truss, a is / 11011111111111111111111 8 Plates shall be located both faces of and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. its indicate size of CompuTrus,Inc.Software 7.6.2(1 L)-E e in inches. 10.For basic connector plate design values see ESR-2529(CompuTrus) EXPIRE$ 6/10/13 and/or ESR-1311,ESR-1988(MiTek). MUNE! PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.1" Design conforms to main windforce-resisting TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, 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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. M,M2OHS,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 MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 8-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-00-01 T 12 IIM-4x4 12 10.007 3 N10.00 ALII M 0 0 N- ��D PROF�ss CO 1► . �� e 1 0 OREGON �>� M 2.5x4 0 ‘Oft ER ' C) M-2.5x4 ,..)".04/ R- /Z . C� y y -o0 16-00-01 y I EXPIRES 12/311131 ase s `�Y JOB NAME : 14133 MCGEHEE 2291 REV-3 - F GE Scale: 0.3912 �) ,�'o 40 C)�+el;'r`y WARNINGS: GENERAL NOTES,unless otherwise notedCO). 516, "+r y l 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 resisting elements such as temporary and permanent 2.Design assumes the top and bodom chords to be lateraly braced at .: ' DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t'"•'`" stability bracing must be designed by designer of complete structure. continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). ,.. ' y,� DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ -ti. V p 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. * 4' SEQ. : 520020 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A design loads be applied to any component, and are for"dry condition"of use. 6. TRANS I D: 340534 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge ifo./ // fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. ` 9. Digits indicate size of plate in inches. EXPIRES /� 10.For basic connector plate design values see ESR-2529(CompuTrus) 611 V/13 and/or ESR-1311,ESR-1988(MiTek). IIIIIIIII"I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.1" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 40 2- 7=(-523) 1143 3- 7=(-345) 311 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1643) 818 7- 8=(-339) 753 7- 4=(-191) 740 3- 4=(-1490) 672 8- 6=(-535) 1146 4- 8=(-207) 744 LOADING 4- 5=(-1492) 681 8- 5=(-348) 327 TC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 822 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0° BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 or no prefix) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0" -176/ 1374V -268/ 268H 5.50" 2.20 OF ( 625) ( = CompuTrus, Inc 26'- 0.1" -150/ 1306V -268/ 268H 5.50" 2.09 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 13-00 13-00-01 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" T MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133° 6-07-15 6-04-01 6 04 01 6_Ug MAX LL DEFL = -0.051" @ 17'- 2.7" Allowed = 1.254" T MAX TL DEFL = -0.075" @ 17'- 2.7" Allowed = 1.673" 12 12 MAX HORIZ. LL DEFL = 0.022" @ 25'- 6.6" 10.00 M-4x6 MAX HORIZ. TL DEFL = 0.032" @ 25'- 6.6" 10.00 /- 4 4 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=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-1.5x4 M-1.5x4 N g/il C r �a��:pPROFfiss/''� GINO CV 'z-,^f- p lf» 1 �, ON �'1 /4' hillibtni * �O M-4x4 M-3x4 M-3x4 =M-4x4 o ,,,„, 36v QfER QM-3x6(5) ? �ry y y y �9 8-09-05 8-05-06 8-09-06 /4IZ y 10-00 ), 16-00-01 - 1 EXPIRES 12131/131 1 ,) 1-00 26-00-01 y •.-+ of WASH, , © JOB NAME : 14133 MCGEHEE 2291 REV-3 - G1 Scale: 0.2202 �, �, � ��y WARNINGS: GENERAL NOTES, unless otherwise noted: h� . 1. �+ 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: G 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 0 t 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. ♦,t DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 7+^ ' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17778 DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ p 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. SEQ. : 5200288 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, J{g+'� design loads be applied to any component. and are for"dry condition"of use. �Vi•lSa+ TRANS I D: 340534 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 6/4/1;9'. ,/4!1 !• fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations.set forth by7.Designlaesassumes adequate onne tlthi face is provided. and. I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be joitl both faces of truss, placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches, EXPIRES I CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) Et110113 and/or ESR-1311,ESR-1988(MiTek). 'lllllllltI PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0,1" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1645) 827 1-6=(-539) 1146 2-6=(-347) 327 BC: 2x4 DF #1&BTR SPACED 24.0" O,C. WEBS: 2x4 OF STAND 2-3=(-1492) 686 6-7=(-343) 753 6-3=(-206) 742 3-4=(-1493) 686 7-5=(-539) 1146 3-7=(-207) 744 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LONDING TOP CHORD = 32.0 PSF 4-5=(-1645) 827 7-4=(-348) 327 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF ** For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -151/ 1307V -268/ 268H 5.50" 2.09 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 26'- 0.1" -151/ 1307V -268/ 268H 5.50" 2.09 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.051" @ 17'- 2.7" Allowed = 1.254" 13-00 13-00-01 MAX TL DEFL = -0.075" @ 17'- 2.7" Allowed = 1.673" T MAX HORIZ. LL DEFL = 0.022" @ 25'- 6.6" 6-07-15 6 04 01 6-04-01 6.08 MAX HORIZ. TL DEFL = 0.032" @ 25'- 6.6" 12 12 This truss does not include any time dependent 10.00 M-4x6 deformation for long term loading (creep) in the 10.00 total load deflection. The building designer 3 4.0" shall verify that this parameter fits with the intended use of this component. *1 Design conforms to main windforce-resisting 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=1.6 M 1.5x4 M 1.5x4 N C3 ��,5,0PROPss, �� {G�G11Y��'� C�� V) A Alliklitabb. . C\I ,� ,_ `ro ► Nrr *• 7 **5o ; OREGON tip' =M 4x4 M-3x4 M-3x4 =M-4x4 0 , ") J M-3x6(S) ( ,�$ER�. 0� y ), y y �1` R. CPQ 8-09-05 8-05-06 8-09-06 1/¢/f2 • y I EXPIRES 12/31/13;f 10-00 16-00-01 y ,1' . 26-00-01 c.t . C4 �`' - O*.WASlij4, �f r JOB NAME : 14133 MCGEHEE 2291 REV-3 - G2 Scale: 0.2204 {�, �� c� too, WARNINGS: GENERAL NOTES,unless otherwise noted: - 41 %' ©'�. 1. /� 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review • TT•, • Truss: G2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 0 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 ,a r - DES. BY: EE stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by "f' ` continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact hedging or lateral bracing required where shown++ ( ) • +� r1��.7.7��p {��fjJ. 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. • �'✓JJ 1 +" SEQ. : 5200289 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 340534 design loads be applied to any component. and are for"dry condition"of use. 6 A04 . Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 4./4/J v 7.Design assumes adequate drainage is provided. / 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIM?CA in BCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches.10.For basic connector plate design values see ESR-2529(CompuTrus) I and/or ESR-1311,ESR-1988(MiTek). EXPIRES 6110!13 MINIM PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.1" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 40 2- 7=(-120) 55 7- 3=(-931) 634 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-180) 196 7- 8=) -71) 61 3- 9=(-148) 378 WEBS: 2x4 DF STAND 3- 4=(-537) 377 8- 9=(-282) 131 9- 4=( -2) 214 LOADING 4- 5=(-535) 377 9-10=(-373) 635 9- 5=(-466) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-959) 605 10- 6=(-372) 636 5.10=( 0) 292 BC LATERAL SUPPORT <= 12"0C. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -76/ 346V -157/ 41H 125.50" 0.55 DF ( 625) vertical members (uon). 6'- 7.9" -149/ 1026V -119/ 37H 125.50" 1.64 DF ( 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 10'- 5.5" 0/ 105V -131/ 283H 125.50" 0.17 DF ( 625) Unbalanced for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 26'- 0.1" -123/ 814V -188/ 52H 5.50" 1.30 DF ( 625) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series 13-00 13-00-01 MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.029" @ 19'- 4.0" Allowed = 1.006" 6-09-11 6-02-05 6-02-05 6-09-12 MAX TC PANEL LL DEFL = -0.047" @ 10'- 7.2" Allowed = 0.515" MAX HORIZ. LL DEFL = -0.009" @ 25'- 6.6" 12 I M-4x4 12 MAX HORIZ. TL DEFL = 0.011" @ 25'- 6.6" 10.00 7 10.00 This truss does not include any time dependent 4.0" deformation for long term loading (creep) in the /- M-3x6 47( M-3x6 total load deflection. The building designer gilkoN44 shall verify that this parameter fits with the 4 intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 M-1.5x4 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=1.6 M-3x6 M-3x6 M-3X6 I� M 2.5x4 M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins �o M-3X6 y1llilh\144111 _01'111 * of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. /111 ��tip PROfissr M 3x6 .`,.s o _ = te 1 4 • 1 __._________________ __.._._._._________________8 s 10 6** OREGON k o M-7 3x6 0.25" M-1.5x4 M-2.5x4 O cT do) . -J M-2.5x4 Continuous bearing M 5x12(S) rfO Or, "" Qv y 1, 1, y y 1, Tr R. CP4� 6-07-15 3-02-10 3-01-07 6-04-01 6-08 474/4 y y y EXPIRES 12/31/1 g 1-00 26-00-01 ** For hanger specs. - See approved plans JOB NAME : 14133 MCGEHEE 2291 REV-3 - G GE Scale: 0.2202 '`4 0FvJASylM� 'C 41 Siek, C' 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 Truss: G 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 resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced al DES. BY• EE stability 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: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 461. n 17778 A rf 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. 740 -141.7870W' SEQ. : 5200290 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 340534 1 �I'� J r design loads be applied to any component, and are for"dry condition"of use. 1{�I�5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / J)/ I, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. p Software 7.6.2 1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) ' 9.Digits indicate size of plate in inches. EXPIRES 6/10/13 11111111111111111 III II VIII VIII VIII II I VIII IIII II(IIII1C.Gr11uTrus,Inc. and/or ESR-1311,ER-1988(MiTek). iii iiiIllIll PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-56) 40 2-4=(-146) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-39) 199 TC LATERAL SUPPORT <= 12"0C. UON. LOADING - BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -109/ 220V -146/ OH 5.50" 0.35 DF ( 625) 1'- 10.9° -113/ 227V 0/ OH 1.50" 0.36 DF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 49V -146/ OH 5.50" 0.08 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002° @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.131" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.196° MAX BC PANEL LL DEFL = -0.008" @ 2'- 8.6" Allowed = 0.254" 1-11-11 MAX BC PANEL TL DEFL = -0.015" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.002" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = 0.002" @ 1'- 10.9" 10.00 V 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. /- 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 0Enclosed, Cat.2, Exp.B, MWFRS, 0 o interior zone, load duration factor=1.6 0 0 O 0 N N M▪ /- o Q PROs o� 4 c.: Ess/ M-2.5x4 �. 4�y(;UVfiF� O� • t, OREGON ^m No) i y y y n `°i'ER 6' di ) ` r ` 1-00 (PROVIDE FULL BEARING;Jts:2.3.4I 6-00 (� (` t/4//2 r7-0170-727317751 e g' C4.�¢�, of wxsy,�`�t'0 JOB NAME : 14133 MCGEHEE 2291 REV-3 - J1 Scale: 0.6585 '��' C4�, '� WARNINGS: GENERAL NOTES, unless otherwise noted: . v1, 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: J1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the p 2.2x4 compression web bracing must be installed where shown S. 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 DES. BY• EE stabilitybracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17778 DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ .Q /� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 0,- `;3/ �. S EQ. : 5200291 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. 4 design loads be applied to any component and are for"dry condition"of use. ^+l 41 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 j 4// VVV TRANS I D: 340534 necessary. J _ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPIIWlCA in BCSI,copies of which will be furnished upon request. Digit indicate with jointain inches. 6/10/13 c(A 3 9. Digits indicate size of plate in inches. EXPIRES /11,J( 1 st CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) I and/or ESR-1311,ESR-1988(MiTek). iiiH1111111 PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-56) 40 2-4= BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-86 ) 140 ( 138) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING - BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -48/ 285V -139/ OH 5.50" 0.46 DF ( 625) 3'- 10.9" -92/ 153V 0/ OH 1.50" 0.25 DF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 58V -139/ OH 5.50" 0.09 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M20HS,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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX BC PANEL LL DEFL = -0.020" @ 2'- 8.6" Allowed = 0.254" 12 -/ MAX BC PANEL TL DEFL = -0.030" @ 2'- 11.0" Allowed = 0.339° 10.007 MAX HORIZ. LL DEFL = 0.002" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.002" @ 3'- 10.9" 01 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 or) rn system and components and cladding criteria. 0 0 co co Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 0 o Enclosed, Cat.2, Exp.B, MWFRS, co co interior zone, load duration factor=1.6 co cr� ��¢trd PROfi�r4,s 1 M 2.5x4 ?e.,;--P �t- o OREGON c•' l' it 0,9 6• X4-4 1, ), )- err RG�9 1-00 'PROVIDE FULL BEARING;Jts:2,3.4j 6-00 /.// ./j . 1 EXPIRES 12/31/13 JOB NAME : 14133 MCGEHEE 2291 REV-3 - J2 0 Scale: 0.6125 �) ,�`�' 0 `C' WARNINGS: GENERAL NOTES,unless otherwise noted: ✓D 4, Oftet., "'. 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: J2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the x 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. ill 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 'k DES. BY: E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�778 DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ r..,�.�� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 0 `f�x�+1S{IOL SEQ. : 5200292 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, design loads be applied to any component. and are for"dry condition"of use. A TRANS I D: 340534 ION AL CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if / NA, fabrication,handling,shipment and installation of components. necessary. !/4/ 7.Design assumes adequate drainage is provided. Ge' 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center IIIIII III Hill VIII 1111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines I 9. Digits indicate size of plate in inches. 10. EXPIRES 6/10/13 CompuTrus,Inc.Software 7.6.2(1 L)-E For basic connector plate design values see ESR-2529(CompuTrus) V and/or ESR-1311,ESR-1966(MiTek). Inli i ii HI PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= ( ) BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-135) 129 2-4= 0 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -66/ 344V -131/ OH 5.50" 0.55 DF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 DF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -53/ 158V -131/ OH 1.50" 0.25 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M2OHS,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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133° 5-11-11 MAX TC PANEL LL DEFL = -0.112" @ 3'- 4.8" Allowed = 0.479" T f MAX TC PANEL TL DEFL = -0.134" @ 3'- 4.9" Allowed = 0.718" /- -/ MAX HORIZ. LL DEFL = 0.001' @ 5'- 9.2" MAX HORIZ. TL DEFL = 0.001" @ 5'- 9.2" This truss does not include any time dependent 12 ' deformation for long term loading (creep) in the total load deflection. The building designer 10.00 7 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=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, o Enclosed, Cat.2, Exp.B, MWFRS, o) interior zone, load duration factor=1.6 v v 0 0 LO ��?IGD PROFfi�'1S ��co �iv ��yGlfV�fi� �C�- / r. ooh =� 4►' -/ %°•. 1 M-2.5x4 % ' "►'�.••, - .Illn OREGON ��a3 -.r .o ' ER 6, e y y y /1/1/i 441,29- , R. c x.\- 1-00 6-00 PROVIDE FULL BEARING:Jts:2,4.31 raPiTZET727577731 . ` + OF wASHi 4, JOB NAME : 14133 MCGEHEE 2291 REV-3 J3 Scale: 0.5041 ,, ,�i' coo ,Ci° WARNINGS: GENERAL NOTES, unless otherwise noted: .CO) t; �' Z 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 _ Truss: J3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the f, 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. r , 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2•o.c.and at 10'o.c,respectively unless braced throughout their length by 1 stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n i 777$,4N ".' DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ SEQCIS 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. It. R4 . : 5200293 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, design loads be applied to any component. and are for"dry condition"of use. Al TRANS I D: 340534 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ife1/4// f/ N necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center III III 11111 VIII III VIII VIII IIII(III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �+ p ( ) 9. Digits indicate size of plate in inches. (CompuTrus)p ) EXPIRES 6/10113 `. CompuTrus,Inc.Software 7.6.2 1 L-E 10.For basic connector plate design values see ESR-2526 corn uTrus and/or ESR-1311,ESR-1988(MiTek). XPIR IIIIIIIIIIII PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -54) 40 2-5=(0) 0 j BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-119) 167 3-4=(-228) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING - BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 318V -169/ OH 5.50" 0.51 DF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 5'- 11.2" -105/ 334V 0/ OH 1.50" 0.43 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 7'- 11.7" -153/ OV -169/ OH 1.50" 0.00 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.075" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = 0.002" @ 5'- 9.2" MAX HORIZ. TL DEFL = 0.002" @ 5'- 9.2" 12 This truss does not include any time dependent 10.00 V deformation for long term loading (creep) in the total load deflection. The building designer 0 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. rn o Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, c, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 r` ��R>�O PRopFss 4161 o/- cp r. 5 1 M-2.5x4 trOREGON��a' -.i p ' ER 6' ©) 614/arR. CP y1-00 y 6-00 y 1-11-11 y 1 EXPIRES 12/31/13 1 'PROVIDE FULL BEARING:Jts:2,5,3,4I C I AsyttiJOB NAME : 14133 MCGEHEE 2291 REV-3 J4 Scale: 0.4502WARNINGS: GENERAL NOTES,unless otherwise noted: 1 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: J4 and Warnings before construction commences. and approval is the responsibility of the building designer,not the f d 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. ,t 2.Design assumes the top and bottom chords to be laterally braced at r '` DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2 o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17778 ,,,I i DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown 0 4SEQ. : 5200294 .No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. f design loads be applied to any component. and are for"dry condition"of use. +,,,,� ✓ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 340534 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 t r/ !{J L` necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII 11111 VIII VIII 11111 II TPIM?CA in BCSI,copies of which will be furnished upon request. Digit indicate with jointacenter lines. 9. Digits indicate size of plate in inches. EXPIRES G"11011 CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) t [[JJ// 1 VVi and/or ESR-1311,ESR-1988(MiTek). I11111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 26-00-01 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1149) 180 1-5=(-181) 802 5-2=( -160) 1400 BC: 2x8 DF #2 2-3=( -185) 196 5-6=(-178) 773 2-6=(-1141) 161 WEBS: 2x4 DF STAND LOADING 3-4=( -16) 15 6-3=( -90) B6 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 300.1)+DL( 224.0)= 524.1 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -243/ 1763V -126/ 157H 5.50" 2.82 DF ( 625) Hangers attached to the bottom chord 6'- 0.0" -286/ 1766V -126/ 157H 5.50" 2.83 DF ( 625) will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.009" @ 3'- 1.6" Allowed = 0.254' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = -0.015" @ 3'- 1.6" Allowed = 0.339" ** For hanger specs. - See approved paps3-06 2-04-14 0-03-12 MAX HORIZ. LL DEFL = 0.002" @ 5'- 6.5" MAX HORIZ. TL DEFL = 0.003" @ 5'- 6.5" 12 4 This truss does not include any time dependent 10.00 M-1.5x4 -/ 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 LO 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, M-3x6 interior zone, load duration factor=l.6 4di 5x16 _ 11 o PRo , ss� M-4x12 M-6x10 %r ` fy!.-. OREGON ane, r N 0 y 3 01-10 y 2-10 O6 y GI4�©�rR' CCk' y 6-00 y 177M""70.7113 g.. C4 • JOB NAME •. 14133 MCGEHEE 2291 REV-3 - J GIRD 0 4,.,0 As,y14,c'A Scale: 0.4532 } 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 Truss: J GIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the f. i 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 permanent .r ' DES. BY: EE stability 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 plywood in ere and/or tlrywall(BC). 17778 DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 1 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. , SEQ. : 5200295 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 340534t design loads be applied to any component, 6. and are for"dry condition"of use. Ax ,,.`r� 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if / / ION necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. III II VIII VIII III II II VIII VIII III P ( )- 9.Forbs indicateinsizetof platetin incaEXPIRES 6/10113 CompuTrus,Inc.Software 7.6.2 1 L E 10. basic connector plate deign values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). Mill Hill PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -44) 38 2- 8=(-552) 1370 3- 8=(-384) 312 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. 2- 3=(-1865) 812 8- 9=(-355) 900 8- 4=(-181) 811 WEBS: 2x4 DF STAND 3- 4=(-1689) 662 9- 6=(-552) 1370 4- 9=(-181) 811 LOADING 4- 5=(-1689) 662 9- 5=(-384) 312 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1865) 812 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -44) 38 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -166/ 1462V -260/ 260H 5.50" 2.34 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 28'- 0.0" -186/ 1462V -260/ 260H 5.50" 2.34 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 18'- 6.6" Allowed = 1.354" MAX TL DEFL = -0.096" @ 18'- 6.6" Allowed = 1.806" 14-00 14-00 MAX LL DEFL = 0.002" @ 29'- 0.0" Allowed = 0.100" T f f MAX TL DEFL = 0.002" @ 29'- 0.0" Allowed = 0.133" 7-02-03 6-09-13 6-09-13 7-02-03 MAX HORIZ. LL DEFL = 0.028" @ 27'- 6.5" 1' T T T '' MAX HORIZ. TL DEFL = 0.042" @ 27'- 6.5" 9.00 9 00 12 12 M-4x6 This truss does not include any time dependent deformation for long term loading (creep) in the 4.0" total load deflection. The building designer /- 4 4`7( 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=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-1.5x4 M 1.5x4 3 5 0 ��0 PROFFss ,,414 �q G1N6.F'S> 'Qy� s . r t OREGON kc)03 ,r rAA i r N 1 8 "" 9 - • o + �?1ki, R,,, a`^� o M-4x4 M-3x4 M-3x6(S) M-3x4 =M-4x4 O 9-05-07 9-01-02 9-05-07 ... ....�. y y y EXPIRES 12131/133 12-00 16-00 1-00 28-00 1-00 ,{ It.wj JOB NAME : 14133 MCGEHEE 2291 REV-3 - K1 0 �,,p ��'" Scale: 0.2016 WARNINGS: GENERAL NOTES,unless otherwise noted: V 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: K 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the } z 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 DES. BY: EE stabilitybracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,;�y . 17778,o DATE: 6/1/2012 CompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ _D7 I1 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 4, S EQ. : 5200296 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A .ta design loads be applied to any component. and are for"dry condition"of use. N TRANS I D: 340534 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 `/ j/ ixt necessary. [eT / fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their centerI s 111111 111 11111 VIII VIII VIII IIII IIII TPI VJTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in inches.9. Digits indicate size of plate in inches. EXPIRES6!10!13 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). ill IIIIIIIll PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" Design conforms to main windforce-resisting TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and claddingcriteria. BC: 2x4 DF #1&BTR SPACED 24.0" O.C. P Wind: 110 mph, h=25ft, 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=1.6 Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. M,M2OHS,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 MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 14-00 T T T 12 IIM-4x4 12 A— 9.00 17. 3 N 9.00 �ey>~D PROOFS \ o1N4 Siad n OREGON ^`n . k. NI.) N p .0&ER 6'isi. 0 /4112 R. Gc. 04,1 I EXPIRES 12/31/131 AIIIIIIIIIIIIIIIIIIIIIII 0 0 0 1 : 5o M-3x6(5) C. M-2.5x4 M-2.5x4 y y y 12-00 16-00 1, ,1 ), ), 1-00 28-00 1-00 . . c4 S of WASg4 0 JOB NAME : 14133 MCGEHEE 2291 REV-3 - K GE Scale: 0.2630 ( "� Ca' e WARNINGS: GENERAL NOTES,unless otherwise noted: "rt CO �. i' 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: K GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the f •E. 2.204 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 DES. BY: EE stability 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 plywood sheathing(TC)and/or drywall(BC). DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 17778 1p 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. i SEQ. : 520029 7 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 6. - A � TRANS I D: 340534rd ,t l' 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if `;4 lJ 3 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII 11111011111 IIIIIIIVIII 111 VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) 6/10/13 and/or ESR-1311,ESR-1988(MiTek). iiia E LUMBER SPECIFICATIONS 28-00-00 GIRDER SUPPORTING 35-00-00 FROM 4-00-00 TO 14-00-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS 28-00-00 GIRDER SUPPORTING 26-00-00 FROM 18-00-00 TO 28-00-00 1- 2=(-17346) 2398 1-10=(-1834) 13298 10- 2=( -442) 3202 14- 7=(-1960) 266 BC: 2x8 DF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-14646) 2036 10.11=(-1832) 13282 2-11=(-1790) 258 7-15=( -242) 2148 2x8 DF SS B1 3- 4=(-11502) 1604 11-12=(-1606) 11600 11- 3=( -486) 3842 15- 8=( -146) 66.6 WEBS: 2x4 DF STAND; LOADING 4- 5=( -8534) 1198 12-13=(-1246) 9018 3.12v(-3358) 470 2x4 DF #1&BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 28'- 0.0" V 5- 6=( -8538) 1198 13-14=(-1154) 8356 12- 4=( -654) 5214 2x6 DF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-10626) 1484 14-15=(-1362) 9874 4-13=(-4326) 604 BC UNIF LL( 412.5)+DL( 300.5)= 713.0 PLF 4'- 0.0" TO 14'- 0.0" V 7- 8=(-12454) 1724 15- 9=(-1316) 9374 13- 5=(-1306) 9852 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 14'- 0.0" TO 28'- 0.0" V 8- 9=(-12266) 1730 13- 6=(-3052) 430 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 300.0)+DL( 204.0)= 504.0 PLF 18'- 0.0" TO 28'- 0.0" V 6-14=( -432) 3592 ADDL: BC CONC LL( 2717.9)+DL( 1848.1)= 4566.0 LBS @ 2'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL( 1483.3)+DL( 1008.7)= 2492.0 LBS @ 16'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -1664/ 12051V -254/ 254H 5.50" 19.28 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 28'- 0.0" -1288/ 9329V -254/ 254H 5.50" 14.93 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Caution: Note bearing area requirements. ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at ** HANGER TO APPLY CONC. LOADS AS GIVEN MAX LL DEFL = -0.143" @ 9'- 6.6" Allowed = 1.354" 9" oc throughout 2x6 top chords, 4" oc throughout 2x8 bottom chords, LOADS) TO ALL MEMBERS, MAX TL CREEP DEFL = -0.340" @ 9'- 6.6" Allowed = 1.806" 9" oc throughout webs. TRUSS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = 0.050° @ 27'- 6.5" 14 00 ORIENTATION AS SHOWN 14-00 MAX HORIZ. TL DEFL = 0.084" @ 27'- 6.5" T +2x4 web brace required. Laterally brace to roof diaphragm. 2-07-12 2-10-11 4-03-11 4-01-15 4-01-15 4-03-11 3-00-07 2-06 Design conforms to main windforce-resisting T T T T T T T T T system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 M-4x12 12 Enclosed, Cat.2, Exp.B, MWFRS 9.00 7 N 9.00 interior zone, load duration factor=1.6 4.0" /- 5 ,r-7r 6 7 .N M-5x6 For bearing area requirements to be met construct frame from same M-3x8 lumber per structural truss plus plates in [ ], Attach to one face 6 � with 16d nails staggered at 3" o.c. throughout plus amounts in ( ). 6_-- ii,....__ attach to opposite face of conc. loads. o ��8 \ ��,ED PRprss M-3x8 B M 3x6 supported spans 6. �yGIN�F �O,y JACK FRAME W �-..-, M-3x8 :''' M-1.5x4 (5)..,-: ”. • OREGON .Q' M18HS 6x14 '' `l o �� = M 7x14 �p � w m111„ o ER 1 0 10(14) 11 u7 12 13 B1 't to 14 15 �9 r/4�/Z' • M-4x12 (8) M-4x12 0.25" M-6x10 M-4x12 o t�' y ** 4566# 7x8 ), M-ioy2(s) lir2492# y y y 1 EXPIRES 12/31/131 y 2-06 2-08-15 4 03 11 4-05-07 4-05 07 4-03-11 5-02-15 y �. 28-00 Wedge required at heel(s). 1" C4 JOB NAME : 14133 MCGEHEE 2291 REV-3 - ' �°� � kt�� 9 K GIRD Scale: 0.1816 ,,, C° WARNINGS: GENERAL NOTES,unless otherwise noted: Gym it" Z 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: K GIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the 1 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 " DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 t stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17778 DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ /�j 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. A .1,��`�i'i!_ SEQ. : 5200298 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, design loads be applied to any component. and are for"dry condition"of use. A,{yr ._+ TRANS I D: 340534 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 - j necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. / / 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center . I Mill IIII IIII VIII MIN II IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES 6/) 0/1 3 1 CompuTrus,Inc.Software 7.6.2(1 L)-Z 10.For basic connector plate design values see ESR-2529(CompuTrus) f r J and/or ESR-1311,ESR-1988(MiTek). III II I II IUll PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -51) 40 2-6=(-108) 392 6-3=(0) 312 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-665) 262 6-4=(-108) 392 WEBS: 2x4 DF STAND 3-4=(-665) 262 LOADING 4-5=( -51) 40 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -102/ 714V -145/ 145H 5.50" 1.14 DF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 13'- 6.0" -102/ 714V -145/ 145H 5.50" 1.14 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" 6-09 6-09 MAX LL DEFL = 0.002" @ 14'- 6.0" Allowed = 0.100' MAX TL DEFL = 0.002" @ 14'- 6.0" Allowed = 0.133" T T MAX TC PANEL LL DEFL = -0.189' @ 9'- 10.6° Allowed = 0.544" 12 12 MAX TC PANEL TL DEFL = 0.106" @ 3'- 7.2" Allowed = 0.817" 11M-4x4 10.00 7 N 10.00 MAX HORIZ, LL DEFL = 0.004" @ 13'- 0.5" 3 4°0�� MAX HORIZ. TL DEFL = 0.006" @ 13'- 0.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building desi•gner 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=20ft, TCDL=4.2,BCDL=6.O, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, rno interior zone, load duration factor=1.600a) �a`ODPROpk. (, \..\GINE' 'ayr �7i L'I v►�,AAIIIIII 6 01.5x4 M-2.5x4 -J i r. �,�OREGON��k° 01- y y y lC14�/ t R. C P 6-09 6-09 y y y y I EXPIRES 12/31/131 1-00 13-06 1-00 , . CA JOB NAME : 14133 MCGEHEE 2291 REV-3 - L1 /r� ,�• j �,p sNAt3„��' Scale: 0.4006 �d 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 Truss: L 1 and Warnings before construction commences. truss designer or truss engineer.and approval is the responsibility of the building designer,not the f h i+. kr` 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17778 r,' + j+, DATE: 6/1/2012 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 all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5200299 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A design loads be applied to any component. 5. and are for"dry condition"of use. 6. In.• ' Ale TRANS I D: 340534 CompuTrus has no control over and assumes no responsibility for the Design assumes toll bearing at all supports shown.Shim or wedge if ( J/ 'Viii necessary. ( / fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , _ 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit indicate with jointcenterche. 9.Digits indicate size of plate in inches. EXPIRES 6/10/13 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(MiTch). IMM IM M IM MMEE PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" Design conforms to main windforce-resisting TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF #1&BTR SPACED 24.0° O.C. Wind: 110 mph, h=20ft, 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. VON. 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 bearing wall UON. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc 4 Yp M,M2OHS,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 MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 6-09 AND BOTTOM CHORD LIVE LOADS T ACT NON-CONCURRENTLY. 6-09 12 12 11M-4x4 10.00 V 3 N 10.00 i► EN u. 0 0 0 0 4 9EO PROFESS r- ' , 4 ZV,2 *i� I1V �.Q t` 1 OREGON e'N. T \ sl M-2.5x4 M-2.5x4 ‘c) '(:)19`E ft ° C34 ci- (i'9//2 rR. CI\CL y 1-00 y 13-06 y 1-00 y 1 EXPIRES 12/31/13 1 • • „8,. 9 . C.qt� ©*WiSy JOB NAME : 14133 MCGEHEE 2291 REV-3 - L GE Scale: 0.4381 ��c• CJp e . r WARNINGS: GENERAL NOTES, unless otherwise noted: GJ 1.Builder and erection contractor should be advised of all General Notes 1.This truss design in adequate for the design parameters shown.Review Truss: L GE and Wamings 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 resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at _ f,, DES. BY: EE stabilitybracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 9 P continuous sheathing such as plywood sheathing(TC)and/or diywall(BC). 17778 . DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ c�r 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. f.. .14131S107.1, S EQ. : 5200300 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, design loads be applied to any component. and are for"dry condition"of use. y. ,t y t ' 'r" TRANS I D: 340534 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 / J/ t,!y+ necessary. J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in inches. 6/10/13 9. Digits indicate size of plate in inches. EXPIRES CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) CC and/or ESR-1311,ESR-1988(MiTek). iii IIIIIill PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-18) 15 2-5=(-53) 42 3-5=(-249) 184 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2-3=(-73) 102 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -5) 4 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES) OVERHANGS: 12.0" 0.0" MIN.0.0" -93/ 416V -55/ 61H 5.50" 0.67 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -42/ 328V -55/ 61H 5.50" 0,53 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.253" @ 4'- 0.7" Allowed = 0.444" 7-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.324" @ 4'- 0.7" Allowed = 0.666" MAX HORIZ. LL DEFL = 0.001" @ 0'- 5.5" 12 MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5" 3.00 0 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 M-1.5x4 intended use of this component. 4 --/ 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, MWFRS, v interior zone, load duration factor=1.6 C.) C. N '7 2 0 1 Ilip...-41 5 CEO PROFfi M-2.5x4 M-1.5x4 �``? �G1N6-fi sszo 1/2„ ,-- .2‘.. ead1 • OREGON A43 of y y 7-08-04 0-03-12 O SER 6' 1-00 8 0o y G/4/07-R- CP .... EXPIRES 12/311131 • JOB NAME : 14133 MCGEHEE 2291 REV-3 - M1 Scale: 0.6052 • �� C�� y�"��wr( WARNINGS: GENERAL NOTES,unless otherwise noted: '� G) 1 +` .14 1. I1� 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: M 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the } i 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 DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17778 DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ , +Q 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. ++�+C),' SEQ. : 5200301 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, design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 340534 _ 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 p t, // ION fabrication,handling,shipment and installation of components. necessary. rl 1 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 111111 11111 VIII 11111 VIII VIII VIII gill TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. + yy.. P ( ) 9.Digits indicate size of plate in inches.nches. ( p ) EXPIRES /10/13 0110113 CompuTrus,US,Inc.Software 7.6.2 1L-E 10.For basic connector late design values see ESR-2529 Com uTrus and/or ESR-1311,ESR-1988(MiTek). 11III I ii iiii PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" - TC: 2x4 DF #1&BTRDesign conforms to main dicladdinrcriterig LOAD DURATION INCREASE = 1.15 system and components and claddingcriteria. BC: 2x4 DF #1&BTR SPACED 24.0" O.C. y P 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=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 M-1x2 or equal typical at stud verticals. M,M2OHS,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 IAC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 3.00 L 3 ' v O N 2 V th 1 _ _ O o� — /////////////////////////////////'77 —' 0OPROp / M-2.5x4 4 �`�� CZ�'1N�F�ss/O2 cr- A l s.,,1 1,- .., OREGON .. N. y 1-00 y s oo y O , ER€�' C) I EXPIRES 12/31/13 j ,s,g C 0( o**Ash 0 JOB NAME : 14133 MCGEHEE 2291 REV-3 M GE Scale: 0.7302 �„} mac' �}}F c•'o �'` WARNINGS: :" GENERAL NOTES,unless otherwise noted: � � III� � ` 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: M GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the * p 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 • DES. BY: EE stability bracing must be designed by designer of complete structure. 2'o.(.and at 10'o.c.respectively unless braced throughout their length by CompuTrus assumes no responsibility for such continuous sheathing such as plywoodshed sheathing(TC)and/or drywall(BC). DATE: 6/1/2012 P P dY bracing. 4. Impact oftri s oris lateralebracing required the where shown a .T, 17778 �4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 0. SEQ. : 5200302 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, design loads be applied to any component. and are for"dry condition"of use. �'r, TRANS I D: 340534 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 fabrication,handling,shipment and installation of components. necessary. ,e_/�1 J/ 6.This design is furnished to the limitations set forth by7.Designlaesassumes adequate one dthi face is provided. a 4' 7 IIIIIII III I VIII VIII VIII II III II IIII 9 subject 8. Plates shall be located both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I 9. 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) 6(1 0(/�/ 13 and/or ESR-1311,ESR-1968(MiTek). EXPIRES INHUME PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -79) 63 6-7=( -16) 205 6-2=(-492) 439 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-391) 287 7-8=(-143) 234 2-7=(-126) 229 WEBS: 2x4 DF STAND 3-4=(-127) 127 7-3=( 0) 214 " LOADING 4-5=( 0) 0 3-8=(-362) 222 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8-4=(-146) 159 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: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -95/ 534V -205/ OH 5.50" 0.85 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 10'- 10.0' -63/ 468V -205/ OH 5.50" 0.75 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,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 = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 5-06-12 4-11-08 0-03-12 MAX TC PANEL LL DEFL = -0.033" @ 2'- 5.1" Allowed = 0.420" T T T T MAX TC PANEL TL DEFL = 0.015" @ 8'- 3.9" Allowed = 0.612' 12 MAX HORIZ. LL DEFL = 0.002" @ 10'- 4.5" 10.00 7 M-1,5x4 5 _, MAX HORIZ. TL DEFL = 0.002" @ 10'- 4.5" 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, MWFRS, M-2.5x4 interior zone, load duration factor=1.6 End vertical(s) not exposed to w 4. CO 0 �5�`$ D Ind. M-2.5x440 GF� C3T.-- /-- (0 ' o� �c 1 Ga110 * CD I • OREGON ti� 6� 7 -8 M-1.5x4 M-2.5x4 M-2.5x4 • .C' E R 6 di y -/ 041a�/ R. CRS'' y y 5-03-04 5-06-12 1 EXPIRES 12/31/13 1 1- 1- y 1-00 10-10 1 . C` 1 ►, • JOB NAME . 14133 MCGEHEE 2291 REV-3 - Ni Scale: 0.2825 .I*� -.A, 1C° . :; ill 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 Truss: N1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the * 1 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 permanent 2•o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE stability bracing must be designed by designer of complete structure. P y g (B 1: 78 CompuTrus assumes no responsibility for such continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/1/2012 P P Y 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. ' 44%70) SEQ. : 5200303 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 340534 design loads be applied to any component. and are for"dry condition"of use. 11`�.�►i'�J't� l .7 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 / / fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII 111 I VIII VIII VIII HMI IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. /� 9. Digits indicate size of plate in inches. . 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). EXPIRES 6110/13 11111iIlill PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.0° Design conforms to main windforce-resisting TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF #1&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=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 M-1x2 or equal typical at stud verticals. M,M2OHS,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 MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 41 NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 12 10.00 7 CO ��ED PRO,cFss o KGs. G1Nfi�� /OF N 101111111111 ,- Iri, n OREGON�,`' -,r co� O�'ER 6•� flv to /N."r Jz �g- l4l 3 4 I EXPIRES 12/31/13 1 > y 1-00 10-10 • fs,R. C4 JOB NAME : 14133 MCGEHEE 2291 REV-3 N1 GE (1.)Scale: 1/4" „� ,AZ' l ''3% WARNINGS: GENERAL NOTES,unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes I.This truss design is adequate for the design parameters shown.Review h Truss: N1 GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the f A 1 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 DES. BY: EE stability 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 plywoodsheathing(TC)and/or drywall(BC). DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3. Impact bridging or lateral bracing required where shown++ 1 17g 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. ��: . SIS9 _4-1,SEQ. : 5200304 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, J 1��' TRANS I D: 340534design loads be applied to any component. and are for"dry condition"of use. ' X N�t 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 (�// i,lti+ necessary. r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 11111 VIII VIII VIII IIII VIII IIII IIII ( )- 9.Forbs indicateinsizetplateaplate in incaEXPIRES 6/10/13 CompuTrus,Inc.Software 7.6.2 1 L E 10. basic connector deign values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIllIll PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 8.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-82) 63 5-6=(-75) 62 5.2=(-175) 293 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 136 2-6=( -74) 63 WEBS: 2x4 DF STAND 3-4=(-16) 15 6-3=( -96) -35 LOADING TC 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0° 0.0° 0'- 0.0" -81/ 189V -70/ 77H 5.50" 0.30 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1'- 8.0" -74/ 120V -70/ 77H 5.50" 0.19 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ -1'- 0.0° Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0° Allowed = 0.133" MAX TC PANEL LL DEFL = -0.002" @ 0'- 8.2" Allowed = 0.070" M 1.5x4 4 -/ MAX TC PANEL IL DEFL = -0.002" @ 0'- 8.2" Allowed = 0.105" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.5" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.5" 10.00 V 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 IIII intended use of this component. M-2.5x4 II 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, MWFRS, interior zone, load duration factor=1.6 11\ N co O co 1 O <8O PROF4ssi nil c" NE a 4,G1 f- 5 WWII :=6 --/ e' rZ-• • OREGON >\� M-1.5x4 n' N� "1 M-2.5x4 -0- ER�'' p' 4./4/ 01 cPQ`: ) EXPIRES 12/31/13 j y y ), 1-00 1-08 .. Cd41. r4 o f NASIii JOB NAME : 14133 MCGEHEE 2291 REV-3 - N2 Scale: 1.0000 (-' �`� � °c) z C �'� l� =: o WARNINGS: GENERAL NOTES,unless otherwise noted: h 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review .• r Truss: N2 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 resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at . f DES. BY: EE stability 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 plywood sheathing(TC)and/or drywall(BC). .. ' h 17778 ,,r� DATE: 6/1/2012 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 all bracing and 4.Installation of truss is the responsibility of the respective contractor. ll 1 mss' SEQ. : 5200305 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, design loads be applied to any component and are for"dry condition"of use. 6. Ak�N i 1 TRANS I D: 340534 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if / J/ f1U+ necessary. / fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request Digit indicate with joint ate in inches.9. Digits indicate size of plate in inches. EXPIRES 6/10/13 CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) 111 and/or ESR-1311,ESR-1988(MiTek). III IIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0° TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER1- -56) 40 2-2-4=(0) 0q=1.00 BC: 2x4 DF 111&BTR SPACED 24.0' O.C. 2-3=(-73) 56 4= (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 216V -61/ OH 5.50" 0.35 DF ( 625) Connector plate prefix designators: 1'- 9.2" -10/ 20V 0/ OH 5.50" 0.03 DF ( 625) C,nn,ctop1a (or no prefix) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1'- 11.7" -46/ 41V -61/ OH 1.50" 0.07 DF ( 625) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M2OHS,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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.130" MAX TC PANEL TL DEFL = -0.003° @ 1'- 1.5" Allowed = 0.195" MAX HORIZ. LL DEFL = 0.000" @ 0'- 5.5" 12 MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5" 10.00 7 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 3 -/ intended use of this component. Design conforms to main windforce-resisting 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, r\ interior zone, load duration factor=1.6 O O o a 0 0 N N O 0� 4� Ea PROF 1 M 2.5x4 irTfL416-/. ..:1OG::::::,. ' �5��4 l' i' k y 'If L'9ERS' C) 1-00 200 rrR- CI'`. 'PROVIDE FULL BEARING:Jts:2.4.3I /4//i 4//Z $ EXPIRES 12/31/131 ,c VL. C4 JOB NAME : 14133 MCGEHEE 2291 REV-3 - SJ1 Scale: 0.6942 �`�' CA L" WARNINGS: GENERAL NOTES, unless otherwise noted: (� `y a'' Z 1. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review '1�`, Truss: SJ 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the IIRRR 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 DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 17778 SEQ. : 52003074. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4$0. A4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 340534 t l design loads be applied to any component. and are for"dry condition"of use, ti. _" 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 , j 4// 'ftu'1!t`ir fabrication,handling,shipment and installation of components, necessary. /( 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 1111111111111111111 VTPIIWTCA in BCSI,copies of which will be furnished upon request CompuTrus,Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines I 9. Digits indicate size of plate in inches. EXPIRES10.For basic connector plate design values see ESR-2529(CompuTrus) 6/10/13 and/or ESR-1311,ESR-1988(MiTek). ill 11 iii Hi PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= -56) 40 2-4= BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-101 87 O) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 242V -93/ OH 5.50" 0.39 DF ( 625) 1'- 9.2" 0/ 63V 0/ OH 5.50" 0.10 DF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.7" -50/ 93V -93/ OH 1.50" 0.15 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M2OHS,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 = 0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 VMAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" '' MAX HORIZ. TL DEFL = 0.001" @ 0'- 5.5° 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. N. Design conforms to main windforce-resisting system and components and cladding criteria. co 0 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, c' Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=-1.6 ollirglIllMIMI 0� ►= 41110.---- ' .<(..gtio PROp4- 1 M-2.5x4 5 ,�, G1NE.$, IO� n OREGON�i ir y y y l Q ' CR u 1-00 2-00 1 11 11 / 1 R C ( p`� ( PROVIDE FULL BEARING;Jts:2,4,3) �l/� EXPIRES 12I� 311 31 . C4 1,F V4AS 44,,..% 0 JOB NAME •. 14133 MCGEHEE 2291 REV-3 - SJ2 Scale: �0.6758 4' C" WARNINGS: V} 4,, \+ GENERAL NOTES,unless otherwise noted: i. �+ 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: SJ 2 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. • 2. Design assumes the top and bottom chords to be laterallybraced at '` r DES. BY: E E 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l f'' stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). dr DATE: 6/1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ "+ .. p ;h�;..;..�y�V,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. It �7J 1 F+'' SEQ. : 5200308 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, design loads be applied to any component. and are for"dry condition"of use. A TRANS I D: 340534 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if • f� r /i �NN A. necessary. / fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII(1111111111 11111 VIII VIII II (III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES 6/1 0/1 3 p ( ) 9.Digits indicate size of plate in inches. ( P ) CompuTrus,Inc.Software 7.6.2 1 L-E 10.For basic connector plate design values see ESR-2529 Com uTrus and/or ESR-1311,ESR 1988(MiTek).