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Plans (82) 44ST,.2DI4,0 - cet) & 1($ Job Transmittal MiTek USA, Inc. 11111111I111001111 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951)273-0040 Transaction ID: 416143 TO: PACIFIC LUMBER & TRUSS DATE: 1/23/2015 ATT: Bob Cairns �� • Drawings Repairs Sequence#'s Description �� 45 0 6167605-6167649 17082-SAGEBUILT-PLAN 3000 4-CAR1 -PL) Transmittal Notes: Design Notes: RIP:416143.zip 1/23'2015 4:12:55 PM Page 1 1111111 This design prepared from computer input by ,TP LUMBER_ SPECIFICATIONS TRUSS SPAN 6'- 7.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TO: 2x9 DF 41&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF Il&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h=15ft, '1'CDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT a= 12"00. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D147, TOTAL LOAD 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1a2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Rufus to CompuTrus gable end detail for complete specifications. BOT'T'OM CHORD CHECKED hOR 10P51' L110n LOAD. '1'0P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-03-12 3-03-12 T T 1' 12 12 9.99 F77 M-5x6 10.00 3 m c ,411 ,-3x4 M-3r4 f .6 ) .6 .6 0-10 6-07-08 0-10 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - Al Scale: 0.5554 ti#' PROF (S" 1 C WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1,`�;\ j i I r ✓Yf"..,. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper VC'' I((r11( "7 +i 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. II 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •92$.$P E <"~ DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggtth by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167605 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, design loads be applied to any component. and are for"dry condition'of use. TRANS ID: 416143 5.CompuTrus has no control over and assumes no responsibility for the 6.andaraassumes full bearing atall supports shown.Shim orwedge ifneceOREGO�1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L,. ��'. v'(„ 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 h rZ �-�... IVIII VIII IIII VIII VIII VIII IIII IIII III) TPIAMCA in SCSI,copies of which will be furnished upon request. git coincide with joint ain inches. 'a 1 Q fl 9.Digitssindicate size of plateeto lines. �Af II n Mlfek USA,Ina/CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wel() 44k"ii R10.- , EXPIRES:12/31/2015 I 54'-8 3/4" 22'-0' _I 12-0" 20'-8 3/4" 4i 2222 z �, . , 5 3 £ I_I1_I__I_I_hI•_I_ 1111 HSJ1 ielliimmi Noimumi :61:0" HSJ2 111111116. NOV 1 2°1E 2? to ,, 1 )UIi!UHhIIIHII_ '- _ F ' ,- - - _ _ _I_I iimmiai__I__mom I_IRI/witiI i F rarMliiiiisommionmen_ ,■IIIIFIII■■ v8 sin, im 11, 1.11111 , 1 111111 III 1 um um Ia. mai 1 II. b I! N I� 1.11 - f l iE D1(15) I I ......,.•.. m , ii iiillii c,.., liii' I , II II II !■■Ill"Mimi i • i ' ' .Y: �-� ' !!1!1!11 B1 �8) `� Da : i. /I ' CKI � I ill P� 11 lIIM _! I ' I,IY_IIW1r I!! 11�LC�II WIT— (32(2) �I�II 4 ,, - I_ II >< II©. Ii TIMI ��•�I■1�■I��■t■I!I art;;-----`-- i�1_ I CV 11,./ 777 imiim7. 77minoi MI I lel / 15'-9" I ��- _ Iimmimi-_.-ion ' , 1 -i ' I I 15'-9' \ z.� 8'8112" I 10'-0" I 20-41/4" i 8'-7112" I IT-9" 54'-8 3/4" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS SAGEBUILT 01/23/15 TR SS CALCULATIONS ATO ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRNFORMATIO ALLBUILDING hem umb.r I 17082-SAGEBUILT-PLAN 3000 4-CAR INFORMATION OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY.'JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 3000 / 4-CAR CHECKED BY: REVIEW AND APPROVE OF ALL & TRUSS C 0 M P A NY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRucnoN. 0.109"- 1' IAll designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 54'-8 3/4' 22-0" i 12-0' I 20'-8 3/4" 1 1 1 1 1 - 161 1 1 1 1 1 HSJ1 ► I NOV 1 7 2(JIFF , k k3 to HSJ2 5: to MI 1 EM I h ill I' WO.1 Y ° ': r i' )s, . iI M: IIIII -- - - 11111!iT it= � ! 1 041, 6 12 °Q N IIIIIIIIMIIIIDJUSZI 8'12 1 ■iilil I ;SII /, M i�II r 1 r. � - az w: 111 81 (>0 A EISiiiPi ■� ( ' L:AiIIIii!iI 4 a, I!�L� , !I CEMMiI 1110! G2 (2) �• I II • lIAM � I .��1��,_l_'1elm BSJ2 ,�/ I I I -leminiumwommit I 1 _iIntiliall- 8 :1,. III BSJ1 $ c$ 3 / / I I I- \I ,� r 15'-9" y I �I _I 15-9' 41 5 8'-01/2" r -i 10'-0' I 20-41/4" i 6'-7112' I IT-9' 54'-8 3/4' I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS SAGEBUILT 01/23115 PLACEMENT SSLTiD CACALCULATIONS ENGINEERED STRUCTURAL PROJECT 17082-S REVISION-I: DRGNERGS FOR MATION ALL F FURTHER 4.0.1.1 17082-SAGEBUILT-PLAN 3000 4-CAR INFORMATION BUILDING CORD PLAN: DRAWN BY:JP REVISION-2: TO TRU RESPONSIBLE FOCTIOR ALL N.BUILDING TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 3000 / 4-CAR CHECKED BY REVIEW AND APPROVE OFlir! ALL TRUSSCOMPANY DELIVERY LOCAT7ON: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.109"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. IIJHdill This design prepared from computer input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 6'- 7.5" IBC 201.2 MAO MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DP #1&BTR. LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-7) 143 6-3=09) 147 BC: 2x4 OF 41&BTR SPACED 24.0" 0.C. 2-3=(-256) 63 6-4=(-7) 143 WEBS: 2x4 DF STAND 3-4=(-256) 63 LOADING 4-5=: 0) 60 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. EL ON BOTTOM CHORD = 10.0 PSF ' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BEG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -59/ 373V -72/ 72H 3.50" 0.60 DF ( 625) 6'- 7.5" -59/ 373V 0/ OH 3.50" 0.60 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO PHE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 24 "nu spacing.] 1011'0M CHORD CHECKED FOR 10PS9' LOVE LOAD. TOY VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.093" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed - 0.111" 3-03-12 3-03-12 MAX LL DEFL = -0.001" @ 7'- 5.5" Allowed = 0.083" 1' T 1' MAX TL CREEP DEFL = -0.001" 0 7'- 5.5" Allowed = 0.111" 12 12 MAO TC PANEL LL DEFL = 0.023" @ 4'- 9.9" Allowed = 0.256" 10.00 11M-4x4 10 00 MAX TC PANEL TL DEFL = 0.022" @ 4'- 9.9" Allowed = 0.394" 3 4.0" MAX. HORIZ. LL DEFL = 0.001" @ 6'- 4.0" 11 MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.0"11444°11111Niloo4o4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, Truss designed for wind loads N in the plane of the truss only. `off iw 59i, I /AIIIIIIIhhim-E o ►t4 �o-3x4 M-1.5x3 M-3x4 A- .1, ), .V 3-03-12 3-03-12 1' ), 1, 1, 0-10 6-07-08 0-10 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - A2 Scale: 0.5309 4,00PROFet� WARNINGS: GENERAL NOTES, unless otherwise noted: �� I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /// f Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper �,`'+� �,�� /� t`.�AA"" 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -yam 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at �/ DES. BY: LA p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .� ('' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167606 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► TRANS I D: 416143 design loads be applied to anycomponent. and are for'dry condition'of use. 9 PP con p 6.Design assumes full bearing at all supports shown.Shim or wedge if " 5.CompuTrus has no control over and assumes no responsibility for the ♦ REdCC fabrication,handling,shipment and installation of components. Dnesessary, /,' 7.Design assumes adequate drainage is provided. p� A- "a.� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ? 2 .^...1)"�� 11111111111111111111111 TPh,NTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. �� '��'' .� {? 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) A 1 4,RIO- EXPIRES: 1 - EXPI RES:12/31/20151 111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(-7) 136 5-3-(0) 147 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-258) 62 5-4-(-7) 136 WEBS: 2r4 DF STAND 3-4=(-256) 64 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL' 25.0,+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 10.0" 0.0" 0'- 0.0" -63/ 385V -61/ 67H 3.50" 0.62 DF ( 625 LL = 25 PSF Ground Snow (Pg) 6'- 7.5" -33/ 277V 0/ OH 3.50" 0.44 OF ( 625, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 60'1"1'0M CHORD CHECKED FOR 10PSI' LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACP NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.001" @ 0'--10-0" Allowed = 0.111" MAX TC PANEL LL DEFL - 0.039" @ 4'- 11.2" Allowed = 0.256" 3-03-12 3-03-12 MAX TC PANEL TL DEEL = 0.037" 0 4'- 11.2" Allowed = 0.384" 4 T 4 12 12 MAX HORIZ. LL DEFL - 0.001" @ 6'- 4.0" 10.00 177 Q 10.00 MAX HORR. TL DEFL = 0.001." 0 6'- 4.0" II14-4x4 Design conforms to main windforce-resisting 34.0" system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, � )All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o llgIIIIAlhillIllhllkgiW P. o 1 Z_1I 1:4 -f M-3x4 M-1.5x3 M-3x4 ,-- k . y 3-03-12 3-03-12 l ), 0-10 6-07-08 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - A3 Scale: 0.5155PRxst1 WARNINGS: GENERAL NOTES,unless otherwise noted: t Vf 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual2� F.i. % �T�fCs Truss: A3 and Warnings before construction commences, building component.Applicability of design parameters and proper ) ,,V1/ 5//P /(VVV(/+ I/ T r� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. <yrt� y9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ±72 i.I"j E 1-- DES. ' DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c,and at 10'o.c.respectively unless braced throughout their length by p aY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167607 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. -10 CC TRANS I D: 41614 3 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if necessary. p OREGON fit/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L.- 4, 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces(Abyss,and placed so their center r� +� A-{.A` IIIIII VIII IIII VIII VIII VIII VIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide oath joint center lines. 4, 9.Digits indicate size of plate in inches. /14 M iTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTch) ''+k'i A, A- EXPIRES:12/31/2015 1110 11 11111 This design prepared Coon computer input by JP " LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF f1&3TR LOAD DURATION INCREASE - 1.15 1-2-(-259) 63 1-4=(-9) 139 4-2=(0) 147 BC: 2x4 DF fl&BTR SPACED 24.0" O.C. 2-3=(-259) 63 4-3=(-8) 139 WEBS: 2n4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. JON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PUP BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 2780 -57/ 57H 3.50" 0.45 DF ( 625) 6'- 7.5" -33/ 2780 0/ OH 3.50" 0.45 DF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or. spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MED. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.039" @ 1'- 9.3" Allowed - 0.256" BO'1"I'OM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.036" @ 4'- 11.2" Allowed = 0.394" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HOPIS. LL DEFL = 0.001" @ 6'- 4.0" 3-03-12 3-03-12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.0" I T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 9.99 177 a 10.00 Wind: 140 mph, h=15£t, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f- 2 load duration factor=1.6, 164Sit 1 Truss designed for wind loads 4111111 in the plane of the truss only. ur 1 ou I r) ko IrliPENIIIIIIIIIIIMIIIIi1111111111111111 1,, C I►-4 4 ►��3 M-3x4 14-1.5x3 M-37.4 y y y 3-03-12 3-03-12 l y 6-07-08 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - A4 Scale: 0.5065 PR Opp WARNINGS: GENERAL NOTES,unless otherwise noted: t1 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Co {(�))2.(�f r-- V.� T ru s s: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper �� V'/� /�ly Diy- 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. + J I✓ `.. 2.Design assumes the top and bottom chords to be laterally braced at 9 3.Additional temporary bracing to insure stability during construction (t' ♦ +-� DE.. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 92 I P E is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC) rywall(BC). plywood in re and/ord DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Aellif 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. : 6167608 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, 4600010.• design loads be applied to any component. and are for"dry condition'of use. y t;i lR TRANS I D: 41614 3 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. -7, JJ�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided , OREGON ^+J 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center '" � '\ �`^ VIII VIII 1111111 II IIII VIII I IIII III IIII TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. '�.v �'' 1 4 `Z,� �'� 9. Digits indicate size of plate in inches. M iTek USA,InclCompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,SSR-1968(MITek) 2jl'"fj t.y 1 y EXPIRES:12//31/2015 111111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1kB'IR LOAD DURATION INCREASE = 1.15 1-2=(-241) 112 1-4=(-75) 71 2-9=(-193) 383 BC: 2x9 DF 41EBTR SPACED 24.0" 0.1. 2-3=1 -72' 67 9-3=( -71) 182 WEBS: 2x9 DF STAND; 2x6 DF SS A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT .= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 0'- 0.0" -20/ 162V -51/ 92H 5.50" 0.26 DE` ! 625) -39/ 154V 0/ OH 5.50" 0.25 DF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/2240, 'IL=L/18u MAX TC PANEL LL DEFL = -0.042" 0 1'- 9.5" Allowed = 0.208" BOTTOM CHORD CHECKED FOR 10PSB' LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.093" 0 1'- 9.5" Allowed = 0.312" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" 0 3'- 5.0" 3-01-08 0-07 MAX HORIZ. TL DEEL = -0.000" 0 3'- 5.0" T '1 T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 9.99 177 N 10.00 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x6 A, M-1.5x3 0 M-37'64111111111111 3r6 ca - . I1 o� _. .4, M-.3x6 ), y ). 3-05 0-03-08 ,0 ,P 3-08-08 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - A5 Scale: 0.9352 9�p PR OFR- , WARNINGS: GENERAL NOTES,unless otherwise noted: cc^^__,,c( (fir 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J` tL %r� E"' 'JO/ I'`t1 ��j Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 1('. 11( ✓ry'T 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -yr 3.Additional temporary bracingto insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at *try�y I':�C 1-- DES. B`L' LAp rY g 2'o.c.and at 10'0.0.respectively unless braced throughout their length by (t 92I S f-l.. • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167609 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 RAN S I D: 416143 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 • necessary. J QFtECa(aN ((/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. f,� � 1C„ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f +Q�.. 2 �5.. III III I I I I I VIII VIII IIID II IIII TPINYfCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. l 9.Digits indicate size of plate in inches. �1 I ' MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 'RR I '- EXPIRES; EXPIRES: /2015 111111 This design prepared from computer input by JP LUMBER. SPECIFIC'ATIONS TRUSS SPAN 4'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T0: 2x9 IF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 55 2-5=(-45) BC: 2x4 DF #1&BTR SPACED 24,0" 0.C. 2-3-(-102) 71 ( ) 49 3-5=(-144) 146 WEBS: 2y.4 DF STAND 3-4=( -10) 5 LOADING 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 BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 13.1" 0.0" 0'- 0.0" -64/ 363V -32/ 850 5.50" 0.58 OF ( 625 k° For han 9 er s ecs. - See a LL = 25 PSF Ground Snow (Pg) 4'- 8.8" -22/ 190V 0/ OH 5.50" 0.30 OF ( 625 p pproved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I g psfi uplift at 24 "oc VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 00'18.'OM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.004" to -1'- 1.1" Allowed - 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" 00 -1'- 1.1" Allowed - 0.145" MAX. TC PANEL LL DEFL = 0.033" @ 2'- 6.6" Allowed = 0.278" 4-05 0-03-12 MAX TC PANEL TL DEFL = -0.029" @ 2'- 4.9" Allowed - 0.417" T f f 12 MAX HORTZ. LL DEFL = 0.000" @ 4'- 5.0" 6.00 MAX HORIZ. TL DEFL = 0.000" O. 4'- 5.0" Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 1. 1131141 Wind: 140 mph, h=15£t, TCDL=4.2,BCDL='.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIIload duration factor-1.6, Truss designed for wind loads in the plane of the truss only. r 0 m o Ca C') =J' r i.� M-3x4 M-1.5x3 4-05 0-03-12 ), ), y 1-01-61 4-08-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - B1 Scale: 0.5569 O) PROF6 .. WARNINGS: GENERAL NOTES,unless otherwise noted' C 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �+ j r"- / Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �( 1 l 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction on. Design assumes the top and bottom chords to be laterally braced at 4/ 'jP s. DES. B`I: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o .res ective unless braced throughout their length by # 1y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/2.3/2015. the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 61676104.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. R ,,r. T RAN S I D• 41614 3 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, �QRa" S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if } fabrication,handling,shipment and installation of components. Designneass OREGON ON 6.This design is furnished subject to the limitations set forth by7. laesassumes adequateatedon bothdtiface is dross, and �G A_. ^t! IIIIII VIII IIII IIID VIII IIII VIII IIII IIII 8 Plates shall be located faces of wss, placed so their center '?q 2(3 A� TPIMfTCA 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. �y MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1986(Mffek) 4'&F,R t` V EXPIRES::12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 8.8" IBC 2012 MAX MEMBER FORCES 4WPIGDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(-37) 42 3-5=(-253) 225 BC: 2x4 OF N15BTR SPACED 24.0" O.C. 2-3=(-120' 57 WEBS: 284 DF STAND 3-4-( -57) 4 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON `POP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPEC'IES) OVERHANGS: 15.6" 12.0" 0'- 0.0" -58/ 372V -20/ 870 .50" 0.60 DF ( 625) LL = 25 PSF Ground Snow 'Pg) 4'- 8.8" -57/ 299V 0/ OH 5.50" 0.48 DF ( 625) kt For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 20122 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=0/180 BO'18(OM CHORD CHECKED FOR 108SE 1101 LOAD. TOP MAX LL DEFL = 0.007" @ -1'- 3.6" Allowed - 0.130" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.008" @ -1'- 3.6" Allowed = 0.174" MAX LL DEFL = -0.004" @ - 8.8" Allowed = 0.100" 4-08-12 MAX TL CREEP DEFL = -0,006" @ 5'- 8.8" Allowed - 0.133" '1 "I MAX TC PANEL LL DEFL = -0.020" @ 2'- 4.9" Allowed 0.263" 12 MAX TC PANEL TL DEFL = -0.028" @ 2'- 4.9" Allowed - 0.395" 5.00(T MAX HORIZ. LL DEFL - 0.000" @ 4'- 5.0" MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.0" i a Design conforms to morn windforce-resisting P�1-]..5X3 system and components and cladding criteria. 3 Wind: 140 mph, 0-15ft, 'PCDL-4.2,BCDL=6.0, ASCE 7-10, (Ail Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=1.0, Truss designed for wind loads in the plane of the trans only. N 0 � N 0 M-3x4 M-1.5x3 l b b y 1-03-10 4-06-12 1-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - B2 Scale: 0.6024 ��~ � PRafi WARNINGS: GENERAL NOTES,unless otherwise noted: C_� C-• �j/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual \ f, �(If/�I ,T y°+ 0 Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper T G 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. r�f 'F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !� r 7, S P E 1-- DES. -- DE S. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by dY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/"3/2 01.5 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0* 441111, , 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. : 6167 611 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. ,.:>� •="�� ,. T RAN S I D: 41614 3 5.CompuTrus has no control over and assumes no responsibility for the 6.Design f orumes full bearing at all supports shove.Shim or wedge it `e fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided... j +MOREGON �` ., 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 ,n� �-�,�. VIII VIII IIII VIII VIII VIII IIII IIII IIII TPINVTCA in BCSI,copies of which w 11 be furnished upon request. git coincide racatwith joint iinches. jS✓ 4, 9.Digits nsize oplate center inces. j�,q ' j M iTek USA,IDC./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �` �r1{�1,,,•. EXPIRES:12/31/2015 1111E111 This design prepared from computer input by JY LUMBER SPECIFICATIONS TRUSS SPAN 4'- 8.8" IBC 2012 MA./ MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DP #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-120) 59 1-4=(-37) 40 2-4-(-298) 224 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=( -57) 4 WEBS: 284 DF STAND LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRA REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0,0" -24/ 204V -22/ 79H 5.50" 0.33 DF ( 625) OVERHANGS: 0,0" 12.0" 4'- 8.8" -71/ 344V 0/ OH 5.50" 0.55 DF ( 625) LL = 25 PSF Ground Snow (Pg) k* For hanger specs. - See approved plans COND. 2: Desi f) u " LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I Design checked for net( J pV uplift at 24 "pc s pacro gl REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LI.L/240, TL=L/180 MAX LL DEFL - -0.004" @ 5'- 8.8" Allowed = 0.100" BO'1"POM CHORD CHECKED NOR lOPSI LIVE NOAU. 'TOP MAX TL CREEP DEFL = -0.006" @ - 8.8" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.029" @ 2'- 3.2" Allowed = 0.263" MAXTC PANEL TL DEFL = -0.031" @ 2'- 4.9" Allowed = 0.395" 4-08-12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.0" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.0" 5.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=R.0, ASCE 7-10, 9 (ADD Heights), Enclosed, Cat,2, Eap,E, MWFRS(Dir), AP load duration factor=l,6, M-1.5x3 Truss designed for wind loads on the plane of the truss only. rH o ..a111111111111111111111111111111111111111111111 ,G i 0.1 o r- at 0 f , , 1►� ++ 4 -f I M-354 M-1.5x3 1, l 1' 4-08-12 1-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - B3 Scale: 3.5662 ,,,,,ik ,0 PRQfie. WARNINGS: GENERAL NOTES,unless otherwisenoted: C�� . ( C' Q49 I.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper C V1 J 7 �'h'F ai� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 1„4 111 f�,r ✓ 2.Design assumes the top and bottom chords to be laterally braced at �1 3.Additional temporary bracing to insure stability during construction ' ±9G 11 1�1 1.- DES. B Y: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DA.T E: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of tmss is the responsibility of the respective contractor. SEQ. : 6167 612 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. ,re �- TRAN S I D: 41614 3 6.Design assumes full bearing at all supports shown.Shim or wedge if • (x 5.CompuTrus has no control over and assumes no responsibility for the necessary. /�' fabdcahon,handling,shipment and installation of components. OREGON 4t/ 7.Design assumes adequate drainage is provided. 7 D, A. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center / .[{},, Q� 111111111111111111 TPINYICA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in inches. fy 9.Digits indicate of plate in inches. �' {5, ' MiTek USA,Inc./CompuTrus Software7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-f 988(MiTek) //// ` . s.V EXPIRES;12/31/2015 1111111111111 This design prepared from computer input by „IP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 46k/GDF/Cg=l.00 TC: 2x4 BF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-9=(0) 0 BC: 2x9 BF 111&BTR SPACED 29.0" 0.C. 2-3=(-49 36 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. ON. LL( 25.0)HDL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 15.6" 0.0" TOTAL LOAD = 92.0 PSI' 0'- 11.0" -66/ 362V -1/ 96H 5.50" 0.58 DF ( 625) 2'- 3.8" -88/ 80V 0/ OH 1.50" 0.13 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 99V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psfj uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRE 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BO'1"1'OM CHORD CHUCKED FOR 1OPS1 LIVE LORD. "OP MAX LL DEFL = 0.007" l? -1'- 3.6" Allowed - 0.130" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" @ -1'- 3.6" Allowed = 0.174" MAX 'TC PANEL LL DEFL = 0.009" @ 1'- 1.8" Allowed - 0.117" MAX TC PANEL TL DEFL = -0,007" @ 1'- 3.7" Allowed - 0.176" MAX BC PANEL LL DEFL = 0.011" @ 2'- 8.6" Allowed = 0.246" 2-04-08 MAX BC PANEL TL DEFL = -0.029" @ 3'- 3.8" Allowed - 0.328" MAX HOR1Z. LL DEFL = -0.000" @ 2'- 3.8" 12 MAX HORIZ. TL DEFL - -0.000" @ 2'- 3.8" 5.00(77' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=F.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFPS(Dir), load duration factor=1.6, Truss designed for wind loads f 3 -- in the plane of the truss only. ifo r 0 row'..- c,,,` 2�"-J ��.r,-A -1 1 M-3x4 y y l 1-03-10 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - BJ1 Scale: o.6307 ff11 t7pp��^ff r WARNINGS: GENERAL NOTES, unless otherwise noted: c[^t_'s{,``1' 1 4619 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �-7 V I/+y )'/"ty Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper V'l VJ f/ ✓%"T 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. {U -7y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at R fly r10 4 P E t.+ DES. B Y. LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1.1V continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ :: 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167613 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: 41614 3 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 CC necessary. OREGON fabrication,handling,shipment and installation of components. .�L ,A_ `r✓ 7.Designlaesassumescaed ne both drainageciso truss, .4. .`?� z 6.This design is tumished subject to the limitations set forth by 8.Plates shall be locatetl on both faces of truss,and placed so their center }-. � �� IIIIIII II IIII IIII IIIIVIII(IIIIII IIII TPIANfCAin BCSI copies of which will be furnished upon request. git coincidencatwithjointcenterin che. 7 9.Digits indicate of inches.platete �}' jay MITek USA,IDC./CompUTfus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) . `Y! '� y`t 1, EXPIRES:i 112//31/2015 1111111111 This design prepared Prom computer input by III, LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 2-R/GDF/Cq=1.00 TC: 2x4 DF #1.&BTR LOAD DURATION INCREASE = 1.15 1-2=! 01 57 2-9=(0) 0 BC: 2x4 DF #IZBTR SPACED 24.0" O.C. 2-3=(-70) 34 TC LATERAL SUPPORT <= 12"00. UON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAT VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSFLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 15.6" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 416V -5/ 73H 5.50" 0.66 DF ( 625) 4'- 8.6" -71/ 131V 0/ OH 1.50" 0.21 DF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2612 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1555E LLVE LOAD. TOP MAX LL DEFL = 0.007" @ -1'- 3.6" Allowed = 0.130" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" @ -1'- 3.6" Allowed = 0.174" 4-09-05 MAX DL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.038" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" f MAX TC PANEL LL DEFL = 0.022" @ 2'- 8.9" Allowed = 0.291" 12 MAX BC PANEL TL DEFL = -0.046" 00 3'- 1.4" Allowed = 11.328" 5.00 p MAX HORIZ. LL DEFL = -0.000" @ 4'- 8.6" MAX HORIZ. TL DEFL = -0.000" @ 4'- 8.6" Design conforms to main windforce-resisting /- 3 -, system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads no in the plane of the truss only. m .I ,ti v ,(i 7"-- , Ili5/ 2► ►�4 M-3r.4 1. ), y 1-03-10 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - BJ2 Scale: 0.6192 r r(t WARNINGS: GENERAL NOTES, unless otherwise noted: +C ,`'L� PR4fix`t) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Gj !! '( C �,r Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ? L 9 t 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer.,�j �f DES. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' 'Q DE J. B I: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !j P t� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167614 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. �! TRANS ID: 41614 3 and are for"dry condition°of use.6.Design assumes full bearing at all supports shown.Shim or wedge if M 5.CompuTrus has no control over and assumes no responsibility for the necessary. ll,¢`�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OREGON W 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 'G�r ,¢� 2 '1 4'�'+ 111111111111111111 TPINJlCA in BCSI,copies of which will be famished upon request git coincide ncatwith joint ate in inches. 4 yt^ 9. Digits indicate size of plate in inches. - MiTekUSA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 1^PA EXPI RCcES:1112/3511/2015 11111111111111 This design prepared from computer input by Tp LUMBER. SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-4=(0) 0 BC: 2x9 DF #OIBTR SPACED 24.0" O.C. 2-3=(-58) 13 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 HE BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 13.1" 0.0" TOTAL LOAD - 42.0 PSP 0'- 0.0" -78/ 3267 -5/ 40H 5.50" 0.52 DF ( 625) l'- 6.9" -23/ 32V 0/ ON 1.50" 0.05 of ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 0.0" -34/ 26V 0/ OH 5.50" 0.04 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALLONE. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10P5E LIVE LOAD. TOP MAX LL DEFL - 0.009" P -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.004" @ -l'- 1.1" Allowed = 0.145" MAX. BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" 1-07-10 MAX BC PANEL TL DEFL = 0.001" 0 l'- 0.1" Allowed = 0.067" MAX HORIS. LL DEFL = -0.000" @ 1'- 6.9" 12 MAX NORIS. TL DEFL = -0.000" @ '1'- 6.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=1.6, Truss designed for wind loads in the plane of the truss only. /- 3 '' c5,.T , O di b,f- 1 r o� 1 2-�� ►� �4 -f M-.3x4 F J, ). 1 1-01-01 2-00 'PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - BSJ1 Scale: 0.6796 WARNINGS: GENERAL NOTES,unless otherwise noted j�� of 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual °')/Z j'�j�- / (Lz U(A Truss: BSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper T 1(1 Y{1 ✓ry I T !� 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ({,y -yy 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (� (y n« r�C2 r- DES. BY: LA is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7G t`G P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor °"" `` 5. Design assumes trusses are to be used in a non-corrosive environment, SEQ. : 6167615 fasteners are complete and at no time should any loads greater than 9 design loads be applied to any component. and are for"dry condition*of use "`" T RAN S I D: 41614 3 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports snows.Shim or wedge if • necessary. fr OREGON 1,41 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �,. r .� A,, 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 , '��,. �O �...�.,, 111111111111111111 TPINVICA in BCSI,copies of which will be furnished upon request. git coincide ncatwithfjoint ain inches. Y , 9. Digits nsize of plate e ilines. AA� } M iTek USA, nC./CompUTruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) `r! `�t^3 t t 1,,, EXPIRES 12/31/2015 111111 This design prepared from computer input by JF LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 CO #1IBTR LOAD DURATION INCREASE '1.15 1-2=( 0) 55 2-9=(0) 0 � BC:: 254 DF #1&BTR SPACED 29.0" 0.C. 2-3='-61! 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 336V -11/ 6311 5.50" 0.54 DF i 625) 1'- 9.2" -23/ 41V 0/ OH 5.50" 0.06 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.6" -36/ 77V 0/ OH 1.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C'OND. 2: Design checked for net(- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5 psf uplift at 24 "oc spacing.' 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 6.00 BOl"I'OM CHORD CHECKED EOR 10PSI LIVE LOAD. TOP MAX LL DEED = 0.004" 0 -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" 00 -1'- 1.1" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.001" 9 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.001" 4 1'- 0.7" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" 0 3'- 2.9" MAX HORIZ. TL DEFL = -0.000" 0 3'- 2.9" s- 3 - Design conforms to main wfndforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights', Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, , o Truss designed for wind loads in the plane of the truss only. til a N onf RN, f M-324 1-01-01 2-00 1-03-10 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - BSJ2 Scale: 0.7356 �� p PR Opt. WARNINGS: GENERAL NOTES, unless upon the oled: �\ 0.,// y( C_-�4,5:n°.„0„1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,/�+ l - / Truss: BSJ2 and Warnings before construction commences, building component.Applicability of design parameters and proper / / 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 414 YYY111 ' 7 DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by t 9'2 0 i P E ('' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167 616 fasteners are complete and at no dme should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, .,ri TRANS I D• 416143 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 40 ii/w �. 5.CompuTrus has no control over and assumes no responsibility for the tf. fabrication,handling,shipment and installation of components. neessary. 7.Designlaesassumesadequatene both drainagecisprovidedtruss, .pL/ A_. OREGON��(j 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 ") VIII VIII(III 11111 VIII VIII VIII IIII IIII TPINJfCA in BCSI,copies of which will be fumished upon request lines coincide with joint center lines. �y 1 4 9. Digits indicate size of plate in inches. cJ MiTek USA,Inc/CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) /`.��,",.n �i0. EXPIRES:1 2/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JY LUMBER SPECIFICATIONS TRUSS SPAN 2'- 8.8" IBC 2012 MAO MEMBER FORCES ERR/GOP/Cq=1.00 TC: 2x4 IF #14BTR. LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-5=(-24) 27 3-5=(-77) 83 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3--(-71) 37 WEBS: 2x4 UE STAND 3-4=(-10) LOADING TC LATERAL SUPPORT <= 12"0C. [JON. LL( 25.0)+UL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOT'T'OM CHORD = 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PEE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.1" 0.0" -69/ 314V -18/ 50H 5.50" 0.50 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 8.8" -10/ 103V 0/ OH .50" 0.17 DF ( 625) kt For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net:-5 psfl uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BO'T'TOM CHORD CHECKED FOR IOPSF L110 COAD. 'TOP MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.004" @ -1'- 1.1" Allowed = 0.145" MAX 'TC PANEL LL DEFL - 0.005" @ 1'- 2,0" Allowed = 0.128" 2-05 0-03-12 MAX TC PANEL TL DEFL = 0.005" @ l'- 2.0" Allowed = 0.192" T 1' l' 12 MAX HORR. LL DEFL = 0.000" @ 2'- 5.0" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 2'- 5.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, 0=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, M-1.5x34 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A .1 load duration factor=1.6, 3 Truss designed for wind loads to ....illIllAll CD in the plane of the truss only. a,, 0 a 0 , N � 0 1 M-3x4 M-1.5x3 l y y 2-05 0-03-12 y J. l 1-01-01 2-08-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - Cl Scale: 0.6145 c �ppRo,�� WARNINGS: GENERAL NOTES,b,unless uponhthe noted: P C:1* ` { y �(C�GNN V/ i.Builder and erection contractor should be advised of all General Notes 1.This design is based only the ammeters shown and is for an individual ''\-7/1 V,{}I(/ Truss• Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 44t �-f "Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4' _r 96.40.F}E C" DES. BY: LA is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p P continuous sheathing such as plywood sheathing(TC)and/or sir le l(BC). `""` • DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.SEQ. : 6167617 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, r. r€ design loads be applied to any component. and are for"dry condition'of use. CC TRANS ID: 416143 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes beanng at all supports shown.Shim or wedge if • ��RN� jr necessary. `+! fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. A.. 6.This design is fumishedp subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .�jy .04/), ,�4. 2(} ' - 11111111131111111 TPIMIfCA in SCSI copies of which will be furnished upon request. lings coincide with joint center nche. 5 9.Digits nsize oftplate ein lines. t M Tek USA,Inc/CompuTruS Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1986(MTek) , `R R 4 - EXPIRES.12/31/2015 1E1 1111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #15BTR_ LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-6=(-90) 86 6-3=(-249 165 BC: 2x4 OF #16BTR SPACED 24.0" O.C. 2-3=(-181) 197 6-7=(-98) 93 3-7=( -4D 54 WEBS: 2y4 DE STAND 3-4=(-127) 113 7-4=(-145 139 LOADING 4-5=( -10) 5 TC LATERAL SUPPORT C- 12"O0. EON. LL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. EON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA OVERHANGS: 13.1" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. 'SPECIES LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -58/ 285V -53/ 138H 5.50" 0.46 DF ( 625 '+ For hanger specs. - See approved plans 2'- 11.5" -27/ 339V 0/ OH 5.50" 0.51 DF ( 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 8.8" -32/ 199V 0/ OH 5.50" 0.32 DF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BO'1"1OM CHORE CHECKED 000 10058 LIVE' LOAD. TOY AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/leo MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed 0.109" 3-01-04 4-03-12 0-03-12 MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" I T T I MAX TC PANEL LL DEFL - 0.009" @ 1'- 7.9" Allowed = 0.169" 12 MAX TC PANEL 'I'L DEFL = 0.010" 0 1'- 7.9" Allowed = 11.253" 6.00 Pl M-1.5x3 MAX TC PANEL LL DEFL = 0.025" @ 5'- 8.1" Allowed = 0.296" 4 -/ MAX 'I'C PANEL TL DEFL = -0.029" @ 5'- 4.3" Allowed = 0.445" f MAXHORIZ. LL DEEL = -0.001" @ 7'- 3.3" 11 MAX HORIZ. TL DEFL = -0.001" @ 7'- 3.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.00, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m M-3x4 load duration factor=1.6, N N 3 o Truss designed for wind loads co in the plane of the truss only. -66 C r-) o x o0 o Y11111111111111111111111111111111116, IM i 1 II.--=-111 ►-�� 7++ -/ M-3n4 M-1.5x3 M-3x4 0 l b .1- 2-11-08 4-09-04 k y k 1-01-01 PROVIDE FULL BEARING;Jts:2,6,71'7-08-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - C2 Scale: 0.9895 �c) PROFe , WARNINGS: GENERAL NOTES,unless otherwise noted: C,...,4‘ y1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .� %i / �l� Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Coy V x(/19 , , 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at �y 3.Additional temporary bracing to insure stability during construction (� !72 3 O�,7 1-- DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41111,4 + 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167618 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, 0�r design loads be applied to any component. and are for'dry condition'of use. ,.,,rr" iffill.P. TRANS I D: 41614 3 6.Design assumes full bearing at all supports shown.Shim or wedge if I. CC 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe necessary. OREGON r,i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 74- �y t' , 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II 11 1111 IIII I VIII VIII II IIII IIII TPINJTCA in BCSI copies of which will be furnished upon request lines coincide with joint center lines. �0 '1 Q ".- t 9. Digits indicate size of plate in inches. 1/4E. f,, c'i ' M Tek USA,I nC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) J/4E,py f..y'j +� V EXPIRES:� t 112/31/2015 1E111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF Fl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-4=(0) 0 BC: 2x4 DF 41&BTR SPACED 24.0" 0.C. 2-3=(-55) 16 TC LATERAL SUPPORT <= 12"00. DON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. 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 = 1.0.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -66/ 3120 -6/ 450 5.50" 0.50 DF i 625) 1'- 10.9" -24/ 44V 0/ ON 1.50" 0.07 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 8.8" -6/ 23V 0/ OH 5.50" 0.04 DI ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=1/180 BOTTOM CHORD CHECKED FOR 1DPS4 LIVE LOAD. 'POP MAX LL DEFL = 0.004" 0 -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NDN-CONCURRENTLY. MAX TL CREEP DEFL - -0.004" @ -1'- 1.1" Allowed = 0.145" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.015" 1-11-11 MAX TL CREEP DEFL = 0.000" la 0'- 0.0" Allowed = 0.020" '' 1' MAX BC PANEL LL DEFL = 0.002" @ 1'- 3.7" Allowed = 0.086" MAX BC PANEL TL DEFL - -0.003" @ 1'- 4.7" Allowed - 0.115" 12 6.00 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL -0.000" @ 1'- 10.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, 'Pr„DL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=-1.6, Truss designed for wind loads in the plane of the truss only. 0 , o433 i o o . PA CD 1 -► / IIPI 4 M-3x4 r ), J' y 1-01-01 2-08-12 (PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - CJ1 Scale: 0.6710 �tiYs a PROF S, WARNINGS: GENERAL NOTES, unless otherwise noted: t'1 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Co., { ri,NI/.-,. V4, T ru s s: C J1 and Warnings before construction commences. building component.Applicability of design parameters and proper (� sr iii+�� l/ 1✓ry'T � 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4t s 92,i P E fr DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by G 1- P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 400 DATE: 1/23/2015 the overall stricture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167619 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. 41611111... 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. „,i,04.1111110, TRANS I : 416143 ^" 6.Design assumes full bearing at all supports shown.Shim or wedge ifcr necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. XOREGON 44„ 1 A, 6.This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center / '1 i"` 20S. 11111111111141111 TPIANfCA in BCSIcopies of which will be famished upon request. git coincide with joint ain inches. �} y E 9.Digits indicatece size of plate eto(lines. �{. MTekUSA,Inc./CompUTrunSOfbvare 7.6.6(11}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 't.i. .. �` EXPIRES:12//33112015 11111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF if1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 55 2-4=0 0 BC: 2x4 DF d168TR SPACED 29.0" O.C. 2-3=(-52) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECI.ES) OVERHANGS: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -75/ 3220 -6/ 45H 5.50" 0.52 DF ( 625) 1'- 9.2" -35/ 26V 0/ OH 5.50" 0.04 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 DE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IC/PSI L1VI LOAD. TOY MAX LL DEFL = 0.004" P -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX. BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" 1-11.-11 MAX BC PANEL TL DEFL - 0.001" @ 1'- 0.1" Allowed = 0.067" '( T MAX HORTZ. LL DEFL - -0.000" 8 1'- 10.9" .1.2 MAX HOAR. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windfor'e-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ,-- 3 in the plane of the truss only. o f Ei_� M-3z4 A- 1.. l b 1-01-01 2-00 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - CSJL1 Scale: 0.6625 WARNINGS: GENERAL NOTES, unless otherwise noted: . A.` rr�U!1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �j -q( r/15'9 -- Vf Truss: CSJL1 and Warnings before construction commences. building component.Applicability of design parameters and proper �� . .1/ .1/V 1 t p' a 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. (j (r/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l^�C 9 DE BY: LA2'o.c.and at 10'o.c.respectively unless braced throughout their length by S t L C� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)(TC and/or d DATE: 1/23/2015 the overall structure is the responsibility of Ore building designer. 3.2x Impact bridging r lateral bracing required where shown+all(BC). 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. : 6167620 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: 41614 3 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. cc fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OREGON (K �j/ 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 �/ ,9},.. 2,Q"... 4� lin I ILII VIII VIII VIII VIII ILII ILII TPINVTCA in SCSI copies of which will be furnished upon request. lines coincide with joint center lines 1 4 9.Digits indicate size of plate in inches. 1-y� MiTekUSA,InC./CompUTrugSoftware7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �PrlERI \ VV EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DE #1&BTR LOAD DURATION INCREASE 1.15 1-2=( Oi 57 2-6=1-290: 439 3-6=1-482: 274 BC: 2x4 DF #1&BTR SPACED 24.0" 0.0. 2-3-1-513 240 6-4-(-140) 107 WEBS: 2x_9 DF STAND 3-4-( -89, 82 LOADING 4-5=( -7, 3 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.01 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 ERG AREA OVERHANGS: 19.1" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 628V -40/ 121H 5.50" 1.00 DF ( 625) *+ For hanger specs. - See approved plans 10'- 0.0" -50/ 419V 0/ OH 5.50" 0.67 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO PHE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BO'1"1'OM CHORD CHECKED EOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.016" @ -1'- 7.1" Allowed = 0.159" MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX BC PANEL LL DEFL = -0.253" @ 5'- 0.0" Allowed = 0.417" MAX BC PANEL TL DEFL = -0.518" @ 5'- 0.0" Allowed = 0.556" MAX HORIZ. LL DEFL = 0.004" @ 9'- 6.5" MAX HORIZ. TL DEFL - 0.005" @ 9'- 6.5" 5-04-11 4-03-09 0-03-12 Design conforms to main windforce-resisting f T .( ' system and components and cladding criteria. 12 4.00© M-1.523 5 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Din), load duration factor-l.6, I Truss designed for wind loads in the plane of the truss only. M-1.5x3 a A.i N M O � cc Q MR Q -- 1•121101 Z+�- 6** ---/ AK M-3x4 M-3x4 y 1 b 9-06-08 0-05-08 3, 3, k 1-07-02 10-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - D1 sale: 0.4.37. ppR0 F WARNINGS: GENERAL NOTES,unless otherwise noted: C ,`.y.`r)p' f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �v I( �' �,jq- Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 11J VVV ✓ry T f0 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -57 2.Design assumes the top and bottom chords to be laterally braced at (t' ,•921f' DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by •i-L.. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. r. SEQ. : 6167621 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, 460000, design loads be applied to any component. and are for"dry condition"of use. h' �� TRANS I D: 41614 3 5.CompuTrus has no control over and assumes no responsibility forte and Design assumes full bearing at all supports shown.Shim or wedge if * OREGON necessa AA� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -57i ,t "F .t�. ,'C,,. 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 f 4' rl() �..�., VIII VIII IIII IIII VIII VIII IIII till TPINVTCA in SCSI,copies of which will be furnished upon request. git coincidencatwith jointiinches. Q 9. Digitssnof tplate center:lines. �(, '� MiTek USA, nC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) `✓! "L^s ally'1 �„ EXPIRES:12/31/2015 iili'111111 This design prepared from computer input by Jp LUMBER SPECIFICATIONS 10-00-00 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX. MEMBER FORCES 4WR/GDF•/Cq=1.00 Ti: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2 0) 57 2- 7=(-226) 1080 3- 7=( -282) 242 BC: 2x6 DF S" 2- 3 -1184) 178 7- 8=( -36) 76 7- 4=( -446) 292 WEBS: 2x4 DF STAND LOADING 3- 4 -889) 116 7- 5=( -136) 1142 LL = 25 PSF Ground Snow (Pg) 4- 5=, -847) 138 5- 8=(-1215) 325 TC LATERAL SUPPORT <= 12"0S'. DON. TO UNIF LL( 50.0)+DLA 14.0)- 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=, 0) 0 BC LATERAL SUPPORT <= 12"05l. DON. TO UNIF LL( 125.0)+DL, 35.0)- 160.0 PLF B'- 0.0" TO 10'- 0.0" V BC UNIF LL( 0.0)+DL. 50.0)= 50.0 PLF 0'- 0.0" TO 10'- 0.0" V • - BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C HON. FOR TC CONS' LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -74/ 909V -28/ 900 5.50" 1.45 DF ( 625) ""-- "--"-- ----- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -344/ 1227V 0/ OH 5.50" 1.96 DF ( 625) REQUIREMENTS OF IBC 2012 AND .IRC 2012 NOT BEING MET. OVERHANGS: 19.1" 0.0" COMD. 2: Design checked for net(-5 sf uplift at 24 "oc BOTTOM CHORD CHECKED FOR lOPS5' LIVE LOAD. TOP I g P ) P spacing.' For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS AOT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL NEIL - 0.016" @ -1'- 7.1" Allowed = 0.159" MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX LL DEFL = -0.024" @ 8'- 0.0" Allowed = 0.454" MAX TL CREEP DEFL = -0.047" @ 8'- 0.0" Allowed = 0.606" 7-11-i1 2-00-05 MAX HORIZ. LL DEFL = 0.064" 0 9'- 8.2" T f T MAX HORIZ. TL DEFL = 0.606" @ 9'- 8.2" 4-03-05 3-08-06 1-06-13 0-05-08 Design conforms to main windforce-resisting T f 597.30# '1 'I' system and components and cladding criteria. 12 4.0017 Wind: 140 mph, h=15ft, TODL=4.2,BCDL-6.0, ASCE 7-10, M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFR3(Dir), load duration factor=l.6, ,F- M-3X5 Truss designed for wind loads 5 6 in the plane of the truss only. oiiiiiiiiiiiiiiiiiiiiiiiir.i.iiii.... 1,211 .001 /1 111111 M-1.5X3 3 Ln 0 ,n a �1 A O milliiiimiiiiiiiiiimiiiiiiiiilliiimiiiiiiiiiiiiiiiaiiiiiiiiiiipr-mi M-3X8 M-3x10 M-1.5x3 .6 l .6 7-05 2-07 J, .6 y 1-07-02 10-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DH1 Scale: 0.4472 ['0 PR OFf- WARNINGS: GENERAL NOTES, unless otherwise noted: V rl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Gj[• '( L--, �� Truss: DH1 and Warnings before construction commences. building component.Applicability of design parameters and proper �� ig5// "' Qit 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -!' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9 DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by m 92 1*P E t'" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywoll(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,.."Alle,1107, 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. : 6167622 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/"`+ Ite K T RAN S I D: 41614 36.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. `/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /J OREGON li/ 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 '�" ". `,, "a `�^ IIIIII OEM VIII VIII EMI III IIII TPINVTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. �n �� 9.Digits indicate size of plate in inches. �,./ �f� MiTekUSA,Inc./COmpUTrUSSoflwafe7.6.6(1L}Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 44k.*PRO"- EXPIRES: fy'�� EX P I R E S:n112/31/2015 (IIIIIIIIIIu' This design prepared from computer input by hp LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 i-2=( 0) 57 2-4=(0) 0 BC: 2x4 PF #1&BTR SPACED 24.0" 0.C, 2-3=(-59) 19 TC LATERAL SUPPORT <= 12"0C, UON. LOADING BC LATERAL SUPPORT <= 12"0C. IJON. LL( 25.0)+DL( 7.0' ON TOP CHORD = 32.0 PSI' BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. !SPECIES;! OVERHANGS: 19.1" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0,0" -115/ 455V 0/ 37H 5.50" 0.73 IF ( 625) 1'- 9.2" -76/ 39V 0/ OH 5.50" 0,06 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 42V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oe spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LI-L/240, TL-L/180 BOTTOM CHORD CHECKED OR LOPSP' LIGE LOAD. TOY MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX BC PANEL LL DEFL - 0.002" @ 1'- 0.1" Allowed - 0.043" 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.057" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX. HORIZ. TL DEFL - -0.000" @ 1'- 10.9" 9.00 G,- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(lit', load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. -, N i of o �.- 0 o " 1 M-3x4 A- 1, /, b 1-07-02 2-00 PROVIDE FULL BEARING;Jt s:2,4,31 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DJ1 Scale: 0.6853 PROFS WARNINGS: GENERAL NOTES,unless otherwise noted. A .0 `‘ f 1. Builder and 9 rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual e 1 Cy� ��I''1H T ru s s: DJ1 and Warnings before construction commences, building component.Applicability of design parameters and proper T IJ ({A�Y f✓ry'T 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 44i 17 3.Additional temporary bracingto insure stabilitydodo construction 2.Design assumes the top and bottom chords to be laterally braced at ��yy l^y 1.- DES. P t: 1�P, p g2'o.c.and at 10'o.c.respectively unless braced throughout their length by �' -7.92. 11t-E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(.C). DATE: 1/23/2015 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167623 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"ariof use. ��,+ t. TRANS I D 41614 3 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. CC necessary. - a_OREGON ^+✓ P P 7.Design assumes adequate drainage is provided. L,. "`7 1 L. 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 / }.. 2 �4 VIII VIII(III VIII VIII VIII VIII III(III TPINVTCA in BCSI copies of which will be furnished upon request. lines coincide with joint center nche. Q 9 Digits nsize of plate o inches. ,1� i' M iTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �'i'!�`bRIL�- EXPIRES:12/31/2015 1111 111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 1.1.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x9 DE #1&ATR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 284 DF #1&BTR SPACED 24.0" O.C. 2-3-(-54) 22 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OG'. MN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PS5 BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SP.IN. (SPECIES, OVERHANGS: 19.1" 0.0" TOTAL LOAD = 92.0 PEP 0'- 0.0" -114/ 969V 0/ 55H 5.50" 0.74 DE ( 625 1'- 9.2" -63/ 597/ 0/ OH 5.50" 0.09 DF ( 625 LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 IF ( 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSE LIVE LOAD. TOP MAX LL DEFh = 0.016" 5 -1'- 7.1" Allowed = 0.157" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" l -1'- 7.1" Allowed = 0.212" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.8" Allowed = 0.215" 12 MAX TC PANEL TL DEFL = 0.003" la 1'- 3.8" Allowed = 0.323" 4.00 67- MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforee-resisting system and components and cladding criteria. /- 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads P R5 in the plane of the truss only. + 1 0 I N N ,f m r I A- ..i 58 1 21 11 9 M-3x4 A- 1, 1- ), b 1-07-02 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DJ2 Scale: 0.6978 4. pROF6*. WARNINGS: GENERAL NOTES,unless othernise noted: rrll 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for annless othen1 1 / �© Trus s: DJ2 and Warnings before construction commences, building component.Applicability of design parameters and proper 4f/4 j A. 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at "'� DES. E i: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, � P E C' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC) rywall(BC). plywood in re and/or d DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167624 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 TRANS ID: 416143 and are for"dry condition"of use. design loads be applied to any component. >r `' =.: 6.Design assumes full bearing at all supports shown.Shim or wedge if MS 5.CompuTrus has no control over and assumes no responsibility for the necessary. tt`,,��'' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OREGON `+I 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 '�/ „q 2�1 7- 11111111111111111111 � III I VIII IIII VIII IIII VIII VIII IIII(III TPIIWTCA in BCSI,copies of which will be famished upon request lines9. Digits coincide with joint center lines. Q 1 4 �j MiTek USA,InciCompUTrus Software Z6.6(1L}E 10.For basic�c connector plate design values see ESR-1311,ESR-1988(MiTek) 418' 1 V EXPIRES:12/31/2015 1111111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 447R/GDF/Cg-1.00 TC: 2x9 DF #15B'1'R LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x9 DF #15BTR SPACED 24.0" O.C. 2-3= -75j 33 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -105/ 4557 0/ 79H 5.50" 0.73 DF ( 625) 1'- 9.2" -45/ 1997 0/ OH 5.50" 0.24 DF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 1497 0/ OH 1.50" 0.23 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc :pacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR. lOFIt LIVE LOAD. '1'OP MAX LL DEFL - 0.016" @ -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACTT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.016" 0 -1'- 7.1" Allowed = 0.212" MAX BC PANEL LL DEFL - 0.003" @ 1'- 0.1" Allowed - 0.043" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.057" MAX HORIZ. LL DEFL = -0.000" 9 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 4.00 C-' Design conforms to main windforce-resisting system and components and cladding criteria. y Pond: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, "-- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Girl, load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. o c es o ', �_1 1.________________--- M-3Y.4 Y k )'• 1 1-07-02 2-00 3-11-11 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DJ3 Scale: 0.6177 90 PR Opt WARNINGS: GENERAL NOTES, unless otherwise noted Cay (1r f Ss 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `d, .�^, �]' rj I 1'rLti Truss: DJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper " V / /{(/ f✓ry'Y !) 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at (,� • 7" 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s 9+v.i P E DES. EN: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(EC). DATE: 1/23/2015 the overall strucWre is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor 'Agmmpv SEQ. : 6167625 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- TRAN s I D: 416143 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge t t�� necessary. OREGON fabncation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. I-,.. f att A,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,!/., 'Q r�(} ..�., 111111111111111111111 TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nche. , 9.Digits ndsize of tplate in)lines. ,1,, MiTek USA,Inc./CompuTrus Software X.6.6(11}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) `v7 .'b ey f�N.„,,,,, EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by .7P LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR. LOAD DURATION INCREASE = 1.15 1-2=( 0( 57 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-45) 46 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 BAG REQUIRED BRG AREA DI. ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -1.06/ 422V 0/ 37H 5.50" 0.68 DF 625) 1'- 10.9" -100/ 11IV 0/ OH 1.50" 0.18 DF , 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 DF , 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND 1RC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 80117)M CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" 0 -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.018" @ -1'- 7.1" Allowed = 0.212" MAX TC PANEL LL DEFL - 0.004" @ 1'- 0.8" Allowed = 0.075" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1..5" Allowed - 0.112" 1-11-11 MAX BC PANEL LL DEFL = 0.027." @ 3'- 6.6" Allowed = 0.338" T T MAX BC PANEL TL DEFL = -0.099" 0 4'- 8.2" Allowed = 0.451" 12 MAX HORIZ. LL DEFL = -0.000" 0 1'- 10.9" 4.00 G' MAX HO RIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir', load duration factor=l.6, Truss designed for wird loads in the plane of the truss only. 003,/- - um ED En - 0 0 1 2 i 4 M-3x4 f 1' 1, 1' 1-07-02 (PROVIDE FULL BEARING;Jts:2,3,41 8-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DSJ1 Scale: D.6613 ,-- 'il , P R QF S WARNINGS: GENERAL NOTES, unless otherwise noted: f+� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J� r '( C" Sf Truss: DSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper �� V } �y. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer �f -F� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P G t'" is the responsibility of the erector.Additional permanent bracing of sheathing plywood sheathing(TC)and/or drywall(BC). continuous bridging such l bracing: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �,✓ SEQ. : 6167626 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, +" design loads be applied to any component. and are for"dry condition"of use. �*' w TRANS I D: 41614 3 6.Design assumes full bearing at all supports shown.Shim or wedge f01 5.CompuTrus has no control over and assumes no responsibility for the necessary. ``ct,i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �' OREGON ", 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ^'�" '\ '� II III II(III I III III IIIIIIIII I III TPIIWTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. " ) y 14, 2a -- 9. Digits indicate size of plate in inches. M iTek USA,Ina/CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mhiek) ill/'"fj A t y `1" EXPIRES: 12/31/2015 IA This design prepared from computer input by JP UMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAO MEMBER FORCES 4WR./GDF/Cq=1.00 T0: 2x4 DE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" 0.0. 2-3=(-50) 44 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0G. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BAG REQUIRED BAG AREA DL ON BOTTOM CHORD - 10.0 PSE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -70/ 453V 0/ 55H 5.50" 0.72 DF ( 625) 3'- 10.9" -120/ 128V 0/ OH 1.50" 0.20 OF ( 625) LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 BO'i"1'OM CHORD CHECKED FOR 100SE LiVI LOAD. TOP MAX LL REEL = 0.016" 0 -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX LL DEFL 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.025" @ 3'- 6.6" Allowed = 0.338" MAX TC PANEL TL DEFL = -0.033" @ 2'- 6.7" Allowed = 0.323" MAX BC PANEL TL DEFL = -0.144" @ 4'- 4.6" Allowed = 0.451" MAX NORIZ. LL DEFL - -0.000" @ 3'- 10.9" 3-11-11 MAX HORIZ. TL REEL = -0.000" @ 3'- 10.9" T I' Design conforms to main windforce-resist ing 12 system and components and cladding criteria. 4.0017 Wind: 140 mph, 14=15ft, TCDL=4.2,BCUL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir', load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. ,r, 0 V o i Z'' 4 M-3o4 1 b J., y 1-07-02 PROVIDE FULL BEARING;Jts:2,3,41 8-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DSJ2 Scale: 0.5738 �9, (� PROF ��1, WARNINGS: GENERAL NOTES,unless otherwise noted: CO C.( C-- ,9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual wCO ,rf+-fit rvj�� Truss: DSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper G J ✓%T • 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (: t fS t-s 6 f7 c- �' DES. BY: LA is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their lenggth by 7L. 1'G P Y continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •• ••, SEQ. : 6167627 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 ID: 416143 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 0 necessary. f7 OREGON (1,{/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1./ q t} �, A 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 hh S' �-.�,. IIIIVIII 1111111111111111 TPIMJTCAin BCSI copies of which will be furnished upon request. git coincidenctwith jointcenterinrnche. q y4, 9.Digits indicate size of plate in dines. �j M iTek USA,IDC./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 'Y/jC"Cri ry t �„ EXPIRES:12/31/2015 11111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4='0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-70) 36 TC LATERAL SUPPORT e- 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 HORS ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -75/ 5090 0/ 74H 5.50" 0.81 DF ( 625) 5'- 10.9" -98/ 172V 04 OH 1.50" 0.27 DI ( 625) LL = 25 PIE Ground Snow (Pg) 8'- 0.0" 0/ 810 0/ OH 5.50" 0.13 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED NOR 10PSN' LIVE LOAD. TOP MAX LL DEFL - 0.016" @ -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX. TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL - 0.065" @ 3'- 2.2" Allowed = 0.356" MAX BC PANEL TL DEFL = -0.178" @ 4'- 1.4" Allowed = 0.451" MAX HORIZ. LL DEFL = -0.000" 9 - 10.9" MAX. HORIZ. TL DEFL = -0.000" 0 5'- 10.9" 5-11-11 '( T Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 G' Wind: 140 mph, B=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights(, Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, /- 3 Truss designed for wind loads in the plane of the truss only. // w ea o rn N -' 0 jr ,J 1 2 ►��4 M-3M4 F 1-07-02 PROVIDE FULL BEARING;Jts:2,3,41 8-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DSJ3 sale: 0.5238 � p'E4 PRQ,o . WARNINGS: GENERAL NOTES, unless otherwise noted: tt�� ````�tt� (((��tt 1.Builder andperection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .�V 5 )i //„, 9 Truss: DSJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper t{,v� 1 /(rf 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stability Burin construction 2 Design assumes the top and bottom chords to be laterally braced at i �^y t- DES. BY: LA is the responsibility of the erector.Additional pe permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s f C continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r , 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167628 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. �, + T RAN S I D: 41619 3 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, Q' necessary. "f9 OREGON (,J,f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided 71„ tib. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center / '4/i. (^0 �-7- 111111111111101111 IIIIII VIII IIII VIII VIII VIII IIII IIII IIII TPINVECA in SCSI copies of which will be furnished upon request lines coincide with joint center nche. l r 1[} 9.Digitsindicate size oft ce Bilines. AA,�, MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 41C"R ry ` EXPIRES:112//31/2015 1111111 CJJJJJ This design prepared Drom computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDFiCq=1.00 TC: 2x4 IF #1&BTP. LOAD DURATION INCREASE - 1.15 1-2=( 0) 57 2-4-(0) 0 BC: 2x9 IF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 45 TC LATERAL SUPPORT <_ 12"IC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 'JON. LL( 25.0)CDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD - 42.9 PSF 0'- 0.0" -85/ 5647 0/ 92H 5.50" 0.90 DF ( 625) 7'- 9.2" 0/ 99V 0/ 011 5.50" 0.16 DF ( 625) LL = 25 HE Ground Snow {Pg) 7'- 11.7" -90/ 219V 0/ OH 1.50" 0.35 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=1/180 OL"L'O'OM CHORD CHECKED FOR 10008 LIVE LOAD. TOP MAX LL DEFL - 0.016" h -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0.018" BB -1'- 7.1" Allowed = 0.212" MAX TA PANEL LL DEFL - 0.217" 8 4'- 9.1" Allowed = 0.496" MAX TO PANEL TL DEFL - -0.377" 9 4'- 5.8" Allowed = 0.745" MAX HORIZ. 'LL DEFL = -0,001" E 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" 0 7'- 10.9" 7-11-11 '1 ' Design conforms to main windtorce-resisting system and components and cladding criteria. 12 4.00 p Wind: 140 mph, 11-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Ain the plane of the truss only. err , i G N l7 ffffff 1 2 5 4>< M-3x4 1 ). 1 1-07-02 1PROVIDE FULL BEARING;Jts:2,4,31 8-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DSJ4 sale: 0.5238 titO PROpt'- WARNINGS: GENERAL NOTES,unless otherwise noted: cc�� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `J f Truss: DSJ4 and Wamings before construction commences. building component.Applicability of design parameters and proper C'''' ` �/ ///0 '5' (1 i1'T �r 2.2x4 compression web bracingmust be installed where shown+. incorporation of component is the responsibilityof the buildingdesigner. I�.r(V/J 17 2.Design assumes the top and bottom chords to be laterally braced at �y 3.Additional temporary bracing to insure stability during construction l ♦72 DES, BY: LA is the responsibility of the erector Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by - 1 I I-L- conbnuous sheathing such as pywooding(TC)andlor drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation dims is the responsibility of the respective contractor. v. SEQ. : 6167629 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. C TRANS I D: 41614 3 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibilhyforthe necessary. OREGON /,, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. pe , 6.This design is fumished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center / ..f{�,,, ''� �''" 111111111111111111 III VIII IIII VIII VIII II II I III III IIII TPINYICA in BCSI,copies of which will be furnished upon request. git coincide with joint tein inches. y�, `�. 9. Digits indicate size of plate center inches. �I <61'.' MiTekUSA,Inc/Com pUTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 'Vlk'p fy' EXPIRES:� 1112//31/2015 BINE This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 IF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5-(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=!-107) 95 3-9=( -66) 0 TC LATERAL SUPPORT <= 12"0C. UON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX BORE BRG REQUIRED BEG AREA OVERHANGS: 19.1" 22.2" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -66/ 537V 0/ 118H 5.50" 0.86 OF 625) LL = 25 PIP Ground Snow (Pg) 1'- 9.2" 0/ 99V 0/ OH 5.50" 0.16 DF 625) 7'- 11.7" -149/ 4527 O/ OH 1.50" 0.58 DF , 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oe spacing.' BO'L"I'SM CHORD CHECKED NOK SERIF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/7.80 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.016" @ -1'- 'l.1" Allowed - 0.159" MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX LL DEFL = 0.031" @ 9'- 10.2" Allowed = 0.185" MAX TL CREEP DEFL - -0.037" @ 9'- 10,2" Allowed = 0.247" MAX TC PANEL LL DEFL = 0.217" @ 4'- 9.1" Allowed = 0.496" MAX TC PANEL TL DEFL - -0.377" @ 4'- 5.8" Allowed = 0.745" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" Design conforms to main windfnrce-resisting 12 system and components and cladding criteria. 9.00! 4 >Llin-I: 140 mph, h=15ft, TCDL=4.2,B'DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Iii', 3 load duration tactor=l.6, 'truss designed for wind loads ----"---- in the plane of the truss only. i M 1 2 _-� M-3s4 i' k k y 1-07-02 PROVIDE FULL BEARING;It 0:2,5,3 8-00 1-10-0.3 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DSJ5 Seale: 0.4669 WARNINGS: GENERAL NOTES,unless otherwise noted: �� Q r r'a � 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual c.,<(''' j r"(IIC �� Truss: DSJ5 and Wamings before construction commences. building component.Applicability of design parameters and proper Co.~ y / ��(�y �a. 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. ( a/ /� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� h DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 72 f.«P C'~ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167630 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, imiliP design loads be applied to any component. and are for"dry condition'of use. ✓x .�,� TRANS I D: 41614 3 6.Design assumes full bearing at all supports shown.Shim or wedge if ; 5.CompuTrus has no control over and assumes no responsibility for the necessary. �� +Q� //�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. F N ^V 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 �"j �,e�y. 2�N '� II(�VIII ILII I VIII VIII III TPIMlTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. © 1 9. Digits indicate size of plate in inches. (j,P MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Cn A V /EXPIRES:12/31/2015 i IIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 25'- 8.0" 10011D. 2: Design checked for net.(-5 psf) uplift at 24 "oc spacing. T0: 2x4 DF #1&BTR. LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. 'PC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h=22.4ft, '1'CDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PIE DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL - 25 PSE Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND ERC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BO1"1014 CHORD CHECKED OR 101S1 LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-10 12-10 4 T 4 12I IM-4x4 12 6.00 3 Q 6.00 f a 0 r1 2 4 0 or is �' ti5•1 1 5 M-3x5(S) ,0- M-3x4 M-3x4 y y ,0 10-00 15-08 l l 1-06-12 25-08 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - El Scale: 0.3010 ,to PR OF' , WARNINGS: GENERAL NOTES,unless otherwise noted: f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t; � /� h �� Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper V g / ,T 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. GtJ 19 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (� •92•#h E 1-- DES. -- DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .G• !-L P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .. d • S E Q" : 6167631 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, +IIS•.: design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 41614 3 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 OREGON W fQ necessary. .,,f....,,f...OREGON fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. T1.. .'7- \tX A, 6.This design is fumished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center f.,r� +'�4r 2� -1.... VIII VIII IIII VIII III I VIII VIII IIII(III TPINYTCA in BCSI copies of which will be furnished upon request. Digitsgit coincide with joint ate in che. q! Q, �},, 9.linesindicate of plate in inches. �II V MiTek USA,IDC.lCompOTrus Software 7.6.6(11}E to.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 'Vl 'L]RIf „ EXPIRES:1121E-3112015 1111111111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 25'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1@BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 8=(-243) 1506 3- 8=!-3771 257 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C, 2- 3=(-1787) 385 8- 9-(-122) 987 8- 4-!-128; 624 WEBS: 2x4 DF STAND 3- 4=(-1567) 387 9- 6=(-290) 1506 4- 9=(-128) 624 LOADING 4- 5=(-1567) 387 9- 5=(-377) 257 TC LATERAL SUPPORT <= 12"Ol:. 1J0N. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF5- 6=(-1787) 385 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 79 TOTAL LOAD = 42,0 PSP OVERHANGS: 18.8" 1.0.8" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -199/ 1256V -137/ 137H5.50" 2.01 DF ( 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 8.0" -199/ 1256V 0/ OH 5.50" 2.01. DF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.015" @ -1'- 6.8" Allowed = 0,156" MAX TL CREEP DEFL = -0.017" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = -0.061" @ P,'- 8.8" Allowed = 1.23E" MAX TL CREEP DEFL - -0.145" @ 8'- 8.8" Allowed = 1.650" MAX LL DEFL - 0.015" @ 27'- 2.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.1117" 9 27'- 2.8" Allowed = 0.208" MAX HORIZ. LL DEFL - 0.025" 0 25'- 2.5" li 12-10 12-10 MAOHORIZ. TL BERL = 0.042" 9 25'- 2.5" T T T Design conforms to main windforce-resisting 6-08-04 6-01-12 6-01-12 6-08-04 system and components and cladding criteria. T T T T 4 12 12 Wind: 140 mph, h=22.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 6.0017- M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.E, MWEKS(Drr), load duration factor=l.6, 4.0° Truss designed fur wind loads ' in the plane of the truss only. u 1.5x3 '11114\Npop M 1.5x3 x 5 E> : r) z 1 G ! 9 'f 1 _, 7 o A-5' M-3x5 0.25" M-3x4 M-3x5 0 M-5z6(S) 1 .i, ). no 8-08-13 8-02-05 8-08-13 y .0 ,0 1 1-06-12 25-08 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - E2 Scale: 0.2260 rto pROFC" t-� WARNINGS: GENERAL NOTES,unless otherwise noted: �� ell 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '(y/�yofTruss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper �? ,�1 /t•f „ 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. ij 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 4 ' 4',92 1-`l C 1-- DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length byGG (""G is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andiordrywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167632 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 TRANS I D: 41614 36.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. AMPOPP �� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. F ¢c 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �/ A/}„ 0'\ '.. III 11 VIII III I I III1 IIIII I III nil TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �, 2. t�� 9. Digits indicate size of plate in inches. �II {y`- MiTekUSA,InC./CompUTrug Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(Mffek) '✓! `p Alt V EXPIRES:12/31/2015 11111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=7..00 TC: 2x4 DF #1hBTR. LOAD DURATION INCREASE = 1.15 1- 2 -92392 1- 9-(-327) 93 2- 9=( -423) 246 BC: 2x4 DF #l&BTR SPACED 24.0" O.C. 2- 3 -141b 613 9-10=( -54) 224 9- 3-(-1496) 371 WEBS: 2r4 LF STAND 3- 4 -733 272 10-11-( -54) 224 3-11=( -30) 603 LOADING 4- 5 -738 280 11-12=(-151) 1066 11- 4=( -77) 306 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6 -15071 331 12- 7=(-267) 1494 11- 5=( -7401 258 BC LATERAL SUPPORT C= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSE 6- 7= -1777) 363 5-12-) -25' 544 TOTAL LOAD = 42.0 PSF 7- 8= 0) 79 12- 6=( -323' 202 OVERHANGS: 0.0" 18.8" LL - 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (lion). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -33/ 281V -211/ 201H 141.50" 0.45 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9'- 6.3" -333/ 1738V 0/ OH 141.50" 2.78 DF ( 625) considered for this design. 11'3 9.5" O/ 214V 0/ .00 141.50" 0.34 DF ( 625) 37'- 0.0" -221/ 1270V 0/ OH 5.50" 2.03 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.056" @ 27'- 5.7" Allowed = 1.230" MAX LL DEFL - 0.015" 9 38'- 6.8" Allowed = 11.156" MAX TL CREEP DEFL = -0.017" @ 38'4 6.8" Allowed = 0.208" MAX BC PANEL TL DEFL = -0.159" @ 32'- 8.7" Allowed = 0.585" MAX HORIZ. LL DEFL = 0.018" @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.029" @ 36'- 6.5" 5-10-03 5-10-19 6-00-11 18-07-12 Design conforms to main windiorce-resisting system and components and cladding criteria. 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 T 1' •( 4 1' T 1' Wind: 140 mph, 14=23.8f t, TOIL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 6.00 17, I IM-4x4 q 6.00 load duration factor-1.6, Trues designed for wind loads 4.0" in the plane of the truss only. M 1.5xze- .4 M 3s5 fiM 3x5 I M-3x5 M-1.5x4 M-2.5x9 or equal at non-structural diagonal inlets. M-3X5 M-3x5 Truss designed for 4x2 outlookers. 2x4 let-ins k4-1.5x4 M-3x8 lopM-324 of the same size and grade as structural top 35 chord. Insure tight fit at each end of let-in. M-3x5 /'' 0. Outlookern must be cut with care and are 5(S) M-37M-325(3) permissible at inlet board areas only. o M 3x5 M-1.57.3 M-1..5x3 1.;/////// t 6 ,\ M-1.5x4 M-3x5 cr CD CD 11 12 e � ,, M-1x6 10 0.25" M-3x4 M-32.5 M-3x4 M-5x12(S) l 1 J, b Y Y 9-06-04 1-08-07 7-03-05 8-11-12 9-06-04 y k b 37-00 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - F1 Scale: 0.1621 ti, c PL Ls WARNINGS: GENERAL NOTES, unless otherwise noted. [[�� 1 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .�v .. (' and Warnings before construction commences. building component.Applicability of design parameters and proper C,�' °M1/1P T ru s s: F 1 neo o anon of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+, incorporation PP tvr -�' 2.Design assumes the top and bottom chords to be laterally braced at r, G. DES. BY: LA 3. is the temporary bracing to insure stability during nt construction �` t"" is the responsibility of the erector.Additional permanent bracing of continuous and at 1 a'o . as ply unless braced(TC)throughout their length) .f mactsheathinggr such lb acingoesueadwher u ownordrywall(Bq. DATE: 1/2,3/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167633 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. � 11611111 - TRANS I D: 41614 3I' 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 ♦ OREGON Q necessa q_ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. I„ "+7 '1�.. '4', 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f fQ l,. 20 �5.. IIII II II IIII IIII IIIVIII VIII III(III TPIAMCAin SCSI copies of which will furnished upon request. Digit coincide withzjointcenterin inches { T 9.Digitsindicatesaeoftplate ein inches. �t,, M iTek USA,InciCOmpuTruS Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) '✓Jk`L'h p't `V, EXPIRES:12/31/2015 11111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC: 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2759) 599 1- 9=(-454) 2398 2- 9=(-289) 217 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2499) 559 9-10=(-290) 1991 9- 3=( -37) 510 WEBS: 2>4 DF STAND 3- 4=(-1762) 981 10-11=(-302) 1966 3-10=(-715) 254 LOADING 4- 5=(-1762) 469 11- 7=(-444) 2353 10- 4=(-255) 1171 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2496) 534 10- 5=(-712) 255 BC LATERAL SUPPORT c= 12"OC. UON. UL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2756) 564 5-11=( -19) 502 TOTAL LOAD - 42.0 PSF 7- 8=( ll) 79 11- 6=(-285) 195 OVERHANGS: 0.0" 18.8" LL = 25 PSF Ground Snow (Pg) For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -215/ 1554V -210/ 201H 5.50" 2.99 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 0.0" -284/ 1739V 0/ OH 5.50" 2.78 DE ( 625) FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.138" 1 18'- 6.0" Allowed = 1.804" MAX. TL CREEP DEFL - -0.326" 1 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.015" 0 38'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" 0 38'- 6.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.060" 8 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" 8 36'- 6.5" 9-06-11 8-11-05 8 11 05 9-06-11 Design conforms to main windforoe-resisting fsystem and components and cladding criteria. 6-06-05 5-4-13 5-11-13 5-11-13 5-11-13 6-06-05 4' 1' '( '( 4' '( T Wind: 140 mph, h=23.8ft, T1,DL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6,00 P M-4x6 Q 6.00 load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 4 ,h( A- 3.1' M-324 M-324 3 5 M-3x5(5) M-3x5(5) 0 o M-1.5x3 P4-1.5x3 , \\,... r, G . Mr 1** 3 \l, ' 1 �M-3x8 M-3x4 .25" M-3x4 M-3x8 0' M-528(S) ,6 1' 1' .1 ,1 9-06-04 8-11-12 8-11-12 9-06-04 1 l 1' 1' 37-00 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - F2 Scale: 0.1761 0.0 PR OFA-„ WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C,,, 1/T B.. LIS 1. [[^^ T r us s: F2 and Wamings before construction commences. building component.Applicability of design parameters and proper (((.��i J ,. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at {� t h2.6 F�E r' DES. BY: LA is the res onsibility of fhe erector.Additional permanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7L. (- P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S EQ. : 6167634 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• 416143 design loads be applied to any component. and are for"dry condition*of use. ,,,,,o+ ' " • 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 AMP *C necessary. OREGON tt,,.. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �/+,,. \ 4.w 6.This design is fumished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center / ...01 rt(} �,..}., III II VIII VIII VIII VIII VIII VIII IIII III) TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nche. Q Q, III 9.Digits nsize of plate ein lines. I MiTek USA,InC./CDmpUTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .� ,fi?Fi11..1- EXPI R ErS:t 112/31/2015 ICI This design prepared fion. computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or. spacing. TC: 2x4 DE 41BBTR. LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 24.0" 0.1. Design conforms to main windtorce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 'wind: 190 mph, h=23.8ft, '1'C'DL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' Dh ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, C.::.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-l.6, Truss designed for wind loads Unbalanced live loads have been LL = 25 FSE Ground Snow ' in the plane of the truss only. P considered for this design. g' Gable end truss on continuous hearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1a2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BO1"1'OM CHORD CHD'CK_h'U tOR lOPSN LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18-06 18-06 T 1 1' 1-06-11 8-11-05 8-11-05 9-06-11 1' 1' T T f 12 I IM-4x4 12 f 6.00 Q 6.00 M 3x5(S) M 3x5(S) ...ggigigigigii r sr f..,' M-3o5(5) .', M-3x4 M-3x4 l y b 18-06 18-06 b b 1' 31-00 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - F3 sale: 0.2243 4') PROF- WARNINGS: GENERAL NOTES, unless otherwise noted: _ 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Gj ( C �� Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper �� 1 aip. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ::4, I I la'3.Add'Rional tem ora bracin to insure stabiltt Burin consWcoon2.Design assumes the top and bottom chords to be lateraly braced at '�''DES. BY: LA P ry g y g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 2 #PE Cis the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of to respective contractor. xr SEQ. : 6167635 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'tlry condifion'of use. ,�TRANS ID: 416143 8.Design assumes full bearing at all supports shown.Shim or wedge if *" rr5.CompuTrus has no control over and assumes no responsibility for We necessary. ff`,,{..^fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OREGON (k ^�J6.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 centerL" '\VIIIVIII(ILIIVIIIVIIIIIIIILII III III TPIMfTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. "� ''" 2,� '�- 9 Digits indicate size of plate in inches. MiTekUSA,Inc./CompUTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ilip yn,i EXPIRES: NEIN This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IB!: 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T0: 2x4 IF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=(-2800) 562 1-10 -425 2392 10- 2=( 0 263 14- 6=( -828) 197 BC: 2x4 DF 11&BTR SPACED 24.0" O.C. 2- 3=(-2298) 534 10-11 -427 2389 2-11=(-475 169 6-15=( O) 403 WEBS: 284 DF STAND 3- 4=(-1763) 488 11-12 -280 1966 11- 3=( -16 406 15- 7=(-1559) 423 LOADING 4- 5=(-2302) 646 12-13 -8 56 3-12=(-743 238 7-16=( -2922) 1741 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=(-2330) 535 14-15 -444 2711 12- 4=( -97 479 BC LATERAL SUPPORT r= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-9094) 601 15-16 - 63z 4266 12-14=(-164 1440 TOTAL LOAD = 42.0 PSF 7- 8=(-5701) 1136 16- 8= -1007) 5059 4-14=(-326 1173 OVERHANGS: 0.0" 18.8" 8- 9=( 0) 79 13-14=( 0 60 LL = 25 PSF Ground Snow (Pg) 14- 5=(-330' 218 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BR.G AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -215/ 1554V -210( 201H 5.50" 2.49 DF ( 625) 37'- 0.0" -285/ 1739V 0/ OH 5.50" 2.78 DR' ( 625) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.228" la 22'- 9.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.532" @ 22'- 9.0" Allowed = 2.406" MAX LL DEFL = 0.015" 0 38'- 6.8" Allowed - 0.156" MAX TL CREEP DEFL - -0.017" 0 38'- 6.8" Allowed = 0.208" 18-06 18-06 T f T MAX HORIZ. LL DEFL = 0.138" @ 36'- 6.5" 6-08-01 5-11-13 5-11-13 4-00-08 5-10-04 5-08-08 2-09 MAX HORIZ. Th DEFL = 0.229" @ 36'- 6.5" 12 12 Design conforms to main windforce-resisting 6.00 M-0x8 .571 6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 9 it,' M-5x6(S) '�`� (All Heights), Enclosed, Cat.2, Exp.B, MWFxS(Dir), load duration factor=1.6, 6„ M-1.5x3 Truss designed for wind loads 0.25" in the plane of the truss only. 3 M-5x8(S) o } 0.25 M-34 M-3x10 7 53 58 -4 8 1915 17 ^.'!v 0 1 10 1 12 13 o M-3x4 9 M-3c8 M-1.523 10.25" M-5x8 M-1.5x3 M-4x10 0 M-7x8 MSHS-5x12 M-5x6(5) M-3x6+ M-3x6+4 DD p 12 .6 b .6 Y 1 .6 1 l 6-06-05 5-10-01 6-01-09 4-02-04 6-01-12 5-08-08 2-05-08 .6 .6 .6 6 .6 22-10 .11-08-08 2-05-1306-12 .6 l 1, 37-00 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - F4 Scale: 0.1509 �� a PROF&., WARNINGS: GENERAL NOTES,unless otherwise noted: c: (i(."4.1 ° Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ° /4///P , ��N�� y T ru S s F 4 and Wamings before construction commences. building component.Applicability of design parameters and proper V ((%� 1/ "T : 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4.f ,.,-c- DES. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !9.t 0 PE c. DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by GG is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2D1.5 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown+ 4.No load should be applied to any component until after all bracing and 4. Installabon of truss is the responsibility of the respective contractor. .y�.0 ., 44000, SEQ. : 6167636 �'.>` 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: 41614 3 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if own. OREGON (c necessary. q- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .�� '`7 �pc A. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /� ,_r,,,. 7 4 t o IIII II IIIIII IIII III VIII IIII I III TPINVlCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 0- 9. Digits indicate size of plate in inches. �(II S M)Tek USA,InC./CompUTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 "R z.y't 10- EXPIRES:12/31/2015 IA This design prepared from computer input by JR LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 79 2-11=(-960 2388 11- 3=( 0) 263 7-16=( O) 403 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. - 3=,-2796 520 11-12=(-362 2385 3-12=(-471) 145 16- 8=(-1559) 419 WEBS: 2r4 DF STAND 3- 4=(-2296 505 12-13=(-258 1965 12- 4=( -4) 400 8-17=( -265) 1741 LOADING 4- 5=(-1762 476 13-14=( -)3 56 4-13=(-741) 239 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP - 6=(-2301 632 15-16=(-431, 2711 13- 5=( -98) 478 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2329 521 16-17=(-846) 4265 13-15=(-163) 1939 TOTAL LOAD = 42.0 PSF 7- 8=(-3093 586 17- 9=(-986) 5057 5-15=(-324) 1177 OVERHANGS: 18.8" 18.8" 8- 9=(-5700 1112 19-15=( 0) 60 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 79 15- 6-(-330) 218 15- 7=(-828) 196 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION'S: SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCA'T'IONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'8 0.0" -282/ 1732: -214/ 214H 5.50" 2.77 DE ( 625) 37'- 0.0" -282/ 1732V 0/ OH 5.50" 2.77 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.015" 0 -1'- 6.9" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = -0.228" @ 22'- 9.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.532" @ 22'- 9.0" Allowed - 2.406" 18-06 13-06 MAX LL DEFL - 0.015" @ 38'- 6.8" Allowed = 0.156" 6-08-01 5-11-13 5-11-13 4-00-08 5-1.0-G4 5-08-08 2-09 MAX TL CREEP DEFL = -0.01'7" O. 38'- 6.8" Allowed = 0.208" f f '1 '( 1 f 1' T MAX HORIZ. LL DEFL = 0.138" @ 36'- 6.5" 12 12 MAX. HORIZ. TL DEFL = 0.229" @ 36'- 6.5" 6.00 p M-6x8 6.00 6 0" Design conforms to main windforce-resisting 5 T-0( eystem and components and cladding criteria. M-5x8(>) 4\ Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" -1.5X3 (All Heights), Enclosed, Cat.2, Eap.B, MWFRS(Dir), 4 M-5X8(S) load duration factor=1.6, Truss designed for wind loads errin the plane of the truss only. CD 0.25" M-3L4 7y j M-3x10 -'r • i s , 15 1 �=-.. 1 1�~ 11 13 14 .. M-3x4 `o-,o M-3x8 M-1.5x3 .25" M-5x8 M-1.5x3 M-4x10 0 M-7x8 MSFTS-5x12 M-5x6(S) M-3x6+ M-3x6f4 DD 12 ,3 J• 1• 3 .3 3' 3' y 6-06-05 5-10-01 6-01-09 4-02-04 6-01-12 5-08-08 2-05-08 1' 1, y 1' J' ). 1-06-12 22-10 11-08-08 2-05-0906-12 1' 3' J• 1• 1-06-12 37-00 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - F5 Seale, 0.1429 �p Pito S' WARNINGS: GENERAL NOTES,unless otherwise noted: cc••�,,(( `, �, 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .�-,7j ' / j /1--B. 6>,„„ Trus s: F5 and Warnings before construction commences. building component.Applicability of design parameters and proper 6' 1 G 'T l„, 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. <41 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '1:7 St 9211 11 P E 1 ' DES. BY: LP. 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y L • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "'Age • 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. : 6167637 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, Aor "` and . design loads be applied to any component.ompuas no control over anassumeno Des are for"dry conditionof use. TRANS ID41614 3 5CTrus has d s responsibility for 6.Design assumes full bearing at all supports shown.Shim or wedge if • necessary. OREGON 44, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. + \IJc }�, 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 center20. ��f. II I VIII IIII II 11111111113 II IIII VIII III IIII TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. // 14, 9 Digits indicate size of plate in inches. AA� f1 MITek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Mick) .'YjRR V EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 15'- 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 TO: 2x4 DE #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF 41&BTR SPACED 29.0" O.C, system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING wind: 140 mph, h=22.5ft, TCD1,=4.2,BCDL=6 0, ASCE 7-10, BC LATERAL SUPPORT 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Ex B, MWFRS(Dir), DL ON BOTTOM CHORD - 10.0 PSF p' TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED NOR 10PSI LIVE LOAD. TOY Complete Sp ecifi Cati ons, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-10-08 7-10-08 1 1 1 12 IIM-4x4 12 10.00 7 3 Q 10.00 II r, Allfilkil\kk I 5 0 M-3x4 M-3x4 .0 y b 1 1-00 15-09 1-00 - JOB NAME : 17082- SAGEBUILT- PLAN 3000 4 -CAR - G1 Scale: 0.3560 WARNINGS: GENERAL NOTES,unless otherwise noted: rt� y(NC. /„ 0-61 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ��J t ) ��'/f� T ru s s: Gi and Warnings before construction commences. building component.Applicability of design parameters and proper ''‘.1/ Stir I /i/ry 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. {.,U ,� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I/•,.-y 8*P E f,. DES. BY: LA is the responsibilityof tlhe erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s 7G bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. w SEQ. : 6167638 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, f design loads be applied to any component. and are for'dry condition'of use. TRANS I D: 41614 3 5 CompuTrus has no control over and assumes no responsibilityforMe 6.Design assumes full bearing at all supports shown.Shim or wedge if ! OREGON q necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �„ Qe �.. 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 ��1 S. IIIIII VIII IIII VIII III I VIII IIII II IIII TPINUTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in ches �} '��. �{', 9.Digits indicate size of plate in inches. �f. (� MiTekUSA,InC./CompUTrusSoflware7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1088(MTek) ✓{�,.'RR y EXPIRES:12/31/2015 IA This design prepared froth computer input toy JP LUMBER SPECIFICATIONS TRUSS SPAN 15'- 9.0" IBC 2012 MAX MEMBER FORCES IWR/GDF/Cq=1.00 TC: 2x9 DF 2900F LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-20) 978 6-3=(0) 415 BC: 2x9 DF #1K-BTR SPACED 24.0" 0.C. 2-3=1-719) 131 6-9=(-20) 478 WEBS: 2x4 DF STAND 3-9=(-719 131 LOADING 9-5=( 0) 72 TC LATERAL SUPPORT <= 12"0C. UON. LLi 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT r_ 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -129/ 776V -171/ 171H 5.50" 1.24 IF ( 625) 15'- 9.0" -129/ 775V Ol OH 5.50" 1.29 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSE' LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 16'- 9.0" Allowed = 0.100" 7-10-08 7-10-08 MAX TL CREEP DEFL = -0.003" @ 16'- 9.0" Allowed = 0.133" T T T MAX TC PANEL LL DEFL - 0.353" Ip Il'- 7.2" Allowed = 0.642" 12 IIM-484 '7,1'0.00 12 MAX TC PANEL TL DEFL - 0.997" @ 11'- 7.4" Allowed = 0.963" 10.00 Q 7.0.00 4.0" MAX HORIZ. LL DEFL - 0.006" @ 15'- 3.5" f ' MAX HORIZ. TL DEFL = 0.009" @ 15'- 3.5" 41 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights,, 'Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 'Truss designed for wind loads in the plane of the truss only. 0 ,T, i r.- co , o All 4oG15x3 M-3x4 5 el .1 k 7-10-08 7-10-08 ,1 1- Y y 1-00 15-09 1-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - G2 Scale: 0.3310 ,i PROfi WARNINGS: GENERAL NOTES,unless otherwise noted 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual f r'-.1 r'/'ty �� Truss: G2 and Wamings before construction commences. building component.Applicability of design parameters and proper [ 1 G rf (fyT 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ( ,.� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 47. .1 r-y,-}+i P E f,r DES. BY: LA2'on.and at 10'o.c.respectively unless braced throughout their length by L 7G is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywrall(EC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167639 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, ...or design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 41614 3 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 Ile Cr necessary. q�C}R �a()j�) t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. pyJ, 4 ,,,t(x 44,,o 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 f ..q.,. II III III I 1111 11 III III IIII TPIIWTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. Q 9.Digits indicate size of plate in inches. 10. I �y f7. MTek USA,Inc./CompuTrus Software 7.6.6(1L}E For basic connector plate design values see ESR-1311,ESR-1988(MTek) /1,. "Lj ' V EXPIRES:12/31/2015 VIIIIIIIIIII This design prepared from computer input by JP LUMBER. SPECIFICATIONS 1.5-09-00 GIRDER SUPPORTING 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1OBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= -7028) 1562 1- 6=(-1096) 5092 6- 2=( -622) 2936 BC: 2x6 DF SS 2- 3=(-4730) 1124 5- 7=(-1088) 5048 2- 7=(-2060) 542 WEBS: 2x4 DF STAND; LOADING 3- 4=(-4730) 1124 7- 8=(-1088) 5048 7- 3=(-1366) 5742 2x4 DF #I&BTR A LL = 25 PSI Ground Snow (Pg) 4- 5=(-7028) 1562 8- 5=(-1096) 5092 7- 4=(-2060) 542 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 15'- 9.0" V 4- 8=( -622) 2936 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 437.5)+DL( 317.5)= 755.0 PLF 0'- 0.0" TO 15'- 9.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX BORE BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPA'T'IAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) �� ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1442/ 6450V -151/ 151H 5.50" 10.32 DF ( 625) Join together 2 ply with 3"o.301 DIA GUN 15'- 9.0" -1442/ 5450V 0/ OH 5.50" 10.32 DF ( 625) nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M,' 9" on in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r OND. 2: Design checked for net(-5 pef) uplift at 24 "os spacing.' 6" cc in 2 row(p) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.054" @ 7'- 10.5" Allowed = 0.742" 7-10-08 7-10-08 MAX TL CREEP DEFL = -0.129" @ 7'- 10.5" Allowed = 0.989" 1' 1' 1' 4-04-02 3-06-06 3-06-06 4-04-02 MAX HORIZ. LL DEFL = 0.017" @ 15'- 3.5" T f T T 1' MAX HORIZ. TL DEFL = 0.029" 8 15'- 3.5" 12 12 Design conforms to main w.indforce-resisting M-5X6 , system and components and criteria. 10.00� �1J.00 P cladding A- 5.0"�� Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, C:at.2, Exp.B, MWFRS(Dir), ii load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. • M-3x6 1 M-38.6 4 40. a� M-5x10 ��M-5x10 .1�� i mama 111111111k Qt! /- At F. IIIMIIIIIIIIIIIMIIIIIIIIIIIIIIMAP' l.z 6 7 b M-3x8 14-7x8 M-3x8 - -I' 1 1 1 1 4-02-06 3-08-02 3-08-02 4-02-06 1 1 15-09 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - G3Seale: 0.3247 at° PRQrS . WARNINGS: GENERAL NOTES,unless othervise noted: pi C1 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .A n,I -1,. t Qui Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper [ J I✓ry " 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. <,ff r .q 3.Additional temporary bracing to insure stability dining construction 2.Design assumes the top and bottom chords to be laterally braced at (Z. ([]y��'yy �• DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -72I OP E • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167640 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, .y" - design loads be applied to any component. and are for"dry condition'of use. ,.. ` TRANS I D: 41614 3 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII hewing at all supports shown.Shim or wedge d # OREGON necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� r .*th .{,,� 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 /hh -9}, `4,- 111111 4 �5.. IIIIII VIII 111111111 II VIII VIII III)VIII ILII ILII TPIANfCA in BCSI copies of which will be famished upon request. lines coincide with joint center nche. r J 14, T 9. Digits nsize of plate inches. aa.. nt1 cry M Tek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-198B(MTek) 'p'J "b R11,\-- EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF #ISBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resistim BC: 2x4 DF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF wind: 190 mph, h=15f t, '1'C UL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), ** For hanger specs. - See approved plans TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-Rx2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BO'1"1'OM CHORD CHECKED r0R lOPSP LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 5.00 p 0 (33 , G N �' O 0 2 (s3 EijIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMMll G 1 W A M-3x4 f a l J .6 1-03-05 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - H1 Scale: 0.6286 WARNINGS: GENERAL NOTES,unless otherwise noted: t� �ti`,. PRQFS 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Cj ! 'j C-/' V� Truss: H1 and Warnings before construction commences. building component.Applicability of design parameters and proper ~ v /V (ig C7�y-. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. t �j(I( p/ �t+' 3.Additional temporary bracing to insure stability during construction 17 2.Design assumes the top and bottom chords to be laterally braced at r tt''�t�y ('y C DES. B Y- LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �' t ro7G 0*( t_ 1- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) -» DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ . t ' 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. >r SEQ. : 6167641 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. �� TANS IE: 416143 6.Design assumes full bearing at all supports shown.Shim or wedge if * n 5.CompuTrus has no control over and assumes no responsibility for the necessary. //4�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OREGON (te '' 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 �" ' f' 't �^ VIII II II IIII III III VIII IIII IIII IIII TPWVTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. �� ( 7 4 "j"' 9. Digits indicate size of plate in inches. {y,�" M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) iJf.y t � VV EXPIRES.112/31/2015 111E1111 This design prepared from computer input by JY • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 6) 55 2-5=(-50) 67 3-5=(-192) 161 BC: 201 DE #1&BTR SPACED 24.0" O.C. 2-3=(-106) 90 WEBS: 2c4 DF STAND 3-4=( -9) 4 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 1.2"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REAC'T'IONS SIZE SQ.IN. (SPECIES) OVERHANGS: 15.3" 0.0" 0'- 0.0" -72/ 422V -30/ 94H 3.50" 0.68 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -301 252V 0/ OH 5.50" 0.40 DF ( 625) **• For hanger specs.- See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSE LIVE LOAD. TOP MAX LL DEFL = 0.007" @ -1'- 3.3" Allowed= 0.128" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAO TL CREEP DEFL = -0.008" @ -1'- 3.3" Allowed = 0.170" MAX TC PANEL LL DEFL = 0.091" 0 2'- 11.5" Allowed = 0.368" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.116" @ 2'- 11.6" Allowed = 0.552" T f 9f MAX HORIZ. LL DEFL = 0.000" @ - 8.2" 12 MAX HORIZ. TL DEFL - 0.000" 0 5'- 8.2" 5.00[7 Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, 65 -.111411111111111111111111111111111111111 Truss designed for wind loads in the plane of the truss only. -1 i r7 N n o� ►� g M-3x4 M-1.5x3 .8 b /, 5-08-04 0-03-12 .8 1, 1 1-03-05 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - H2 Scale: 0.5457 � pPROF�s WARNINGS: GENERAL NOTES,unless otherwise noted: �J� �(IT � 6ft 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual \ (� �,1 ,.1�Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper C7 / '4" incorporation of component is the responsibility of the building designer. {{! •S7' 2.2x4 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at 2 i P E f" 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BE: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6167642 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. jt- T BANS I D 41614 36.Design assumes full bearing at all supports shown.Shim or wedge"d .y OREGON Lr✓ • 5.C loads be no control over and assumes no responsibility for the andar necessary. AA__ fabdcason,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. I 'if ''t A, 6.This design is fumished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center /j9 `4}' 1 4 �- IIIIIIIVIII 1111111111111111111111111111111 TPIANTCA in BCSI,copies of which Will be fumished upon request. git coincidenctwithizjointcenterin inches. cJ AI {y 9.Digits indicate size of platenIe ilines. p ` V M iTek USA,Inc/CompUTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ;'✓!�C"rl R 1�� EXPIRES:12/31/2015 IAThis design prepared tram c. imp <tea input by JP LUMBER SPECIFICATIONS 10-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' TC: 2a4 DF #1<071 LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x6 UE SS Design conforms to main windforce-resisting WEBS: 2x4 DF STAND LOADING system and components and cladding criteria. LL = 25 PSP Ground Snow (Py) Wind: 190 mph, h=left, '1'CllL=9.2,BCUL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DLA 19.0)= 69.0 PLF 0'- 0.0" TO 7'- 6.0" V BC LATERAL SUPPORT <= 12"OC. PON. TC UNIF LL( 100.0)+DL, 28.0,= 128.0 PLF 7'- 6.0" TO 10'- 0.0" V :A11 Heights', Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC UNIF LL( 0.0)+DL, 40.0)= 40.0 PLF 0'- 0.0" TO 10'- 0.0" V load duration factor-1.6, Truss designed for wind loads TC CONC LL( 312.5)+DL( 87.5)- 400.0 LBS @ 7'- 6.0" in the plane of the truss only. FLOE: 2x9 BRACING AT 24"0C ION. FOR ALL P'LA'T"TOP CHORD AREAS 004' SHE'A'THED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. bearing wall for entire span PON. JT 2: Heel to plate corner = 7.00" BO'TT'OM CHORD CHECKED FOR 10150 LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-05-11 2-06-05 T 4 7-00-12 0-04-15 2-00-13 0-05-08 T 4 '( T f 7-05-10 T 4400# 12 4.00 v M-4x6 a M-3x4 1101 6 i a To oo i N 2 lit S /�/ 4-3 M .3x6 Q f M-3r6 M-1.5x3 y 7-00-12 2-11-04 y y 1-07-02 10-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HH1 Scale: 0.4774 9, PROre WARNINGS: GENERAL NOTES,unless otherwise noted: °,7n C� t 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC.�.. ��nAyy�� y+ Truss: HH1 and Warnings before construction commences. building component.Applicability of design parameters and proper C`'\J 7/f 4 r�i <5)1. (5" 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. VV1t 1 M'1 -L+- DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �G! -Sl 2'c.c.and at 10'o.c.respectively unless braced throughout their length by . -t 92 #P E is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as I sheathing(TC) drywall(BC) DATE: 1./23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required whereshown+ 4.No load should be applied to any component until after all bracing and 4. Installation of tmss is the responsibility of the respective contractor. SEQ. : 6167643 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: 416143 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 n. fabrication,handling,shipment and installation of components, necessary. ` OREGON v., 7 Design assumes adequate both faces drainage is provided. -37, 4" 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center -- „. t` 2. A, IIIIII VIII IIII VIII VIII VIII VIII IIII IIII TPINYlCA in SCSI copies of which will be famished upon request. lines coincide with joint center lines T ) 9. Digits indicate size of plate in inches. MiTek USA,InC./CompuTfUs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(M7ek) ./ � t '9j EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012. MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-39) 38 TC LATERAL SUPPORT e= 12"0C. 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 15.3" 0.0" TOTAL LOAD = 42.0 PSE` 0'- 0.0" -76/ 324V 0/ 37H 3.50" 0.52 DF ( 625 1'- 6.1" -82/ 84V 0/ OH 1.50" 0.13 DF ( 625, LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 DF ( 625. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 B0112M CHORD CHECKED FOR lOPSE LIVE LOAD. TOP MAX LL DEFL - 0.007" 0 -1'- 3.3" Allowed = 0.128" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" 0 -1'- 3.3" Allowed = 0.170" MAX TC PANEL LL DEFL - 0.002" 0 0'- 9.6" Allowed = 0.060" MAX TC PANEL TL DEFL = -0.003" 9 0'- 10.2" Allowed = 0.090" MAX BC PANEL LL DEFL = 0.008" 0 2'- 7.4" Allowed - 0.245" 1-06-13 MAX BC PANEL TL DEFL - -0.030" (a 3'- 2.9" Allowed - 0.326" MAX HORIZ. LL DEFL - -0.000" 0 1'- 6.1" 12 MAX HORIZ. TL DEFL = 0.000" 9 1'- 6.1" 5.00 G' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads .in the plane of the tiuss only. 3 / f en u o/- cii I _ I o ��9 r 1 �. M-3x4 /- ,t, J• 1 1-03-05 (PROVIDE FULL BEARING:Jts:2,3,41 0-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HJ1 Scale: 0.6502 p p fiF f[tt WARNINGS: GENERAL NOTES,unless otherwise noted: -4'',"'' (�C-/. Vj 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `,` �Ij rj+'`r� (7,.f� Truss: H J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper V/V1/ 'YI -0- 2.204 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. Z.t,/ 17 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ‘4*. !C92*,F1 E (2 "•' by DES. EY: LA is the responsibility of the erector.Additionalpermanent bracingof c o.in and at 1 a'o.n such respectively ly oodss braced(TC)throughout their length I. P Y continuous sheathing as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 6167644 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"drycondition" full of use. �+ ' TRANS I D 41619 3 6.Design assumes lull bearing at all supports shown.Shim or wedge if OREGON f • 5.CompuTrus has no control over and assumes no responsibility for the necessary. ,y_ W fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. L- "+r '14` k 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 /h ''Q�' ,(4' +��. -}- (IIII VIII IIII VIII 11110111111111 III(IIII VIII IIII IIII TPINJfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 4! R, 9.Digits indicate size of plate in inches. /,1..r' n MiTek USA,IDC./CDmpuTfus Software 7.6.6(lL}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) •VJ RAI S.. " EXPIRES:12/31/2015 BHA This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.017 TC: 2x4 DF #15BTB LOAD DURATION INCREASE - 1.15 1-2=( 0) 55 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-48) 41 TC LATERAL SUPPORT <= 12"013. LION. LOADING BC LATERAL SUPPORT <= 12"00. DON. 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: 15.3" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -53/ 3527 -3/ 56H 3.50" 0.56 DE ( 625) 3'- 1.3" -92/ 102V 0/ OH 1.50" 0.16 OF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. psf.) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED NOR 10PSF LivE LOAD. TOP MAX LL DEEL = 0.007" @ -1'- 3.3" Allowed = 0.128" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" @ -1'- 3.3" Allowed - 0.170" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.118" MAX BC PANEL LL DEFL = 0.008" la 2'- 7.4" Allowed = 0.245" 3-02-01 MAX BC PANEL TL DEFL = -0.025" @ 3'- 0.4" Allowed - 0.326" T T MAX BC PANEL TL DEFL = -0.046" @ 3'- 2.9" Allowed = 0.326" Be MAX HORIZ. LL DEFL - -0.000" @ 3'- 1.3" 5.00 p MAX HORIZ. TL DEFL - -0.000" @ 3'- 1.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 7.40 mph, h=15ft, TCDL=4.2,17CDL=6.0, ASCE 7-10, ,- 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=l.n, Truss designed for wind loads In the plane of the truss only. v N N .),e_. I o IllIX- 1 kV 1110.- 111 9 M-3 e4 f 1-03-05 (PROVIDE FULL BEARING;Jt 3:2,3,4] 5-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HJ2 Scale: 0.633E �4 6* WARNINGS: G. hRAe NOTES,unless d upon the noted: �� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: HJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper �`\ f A` 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 1,77 1-B' -y DES. 1;`i: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'oz.and at 10'o.c.respectively unless braced throughout their length by r*y+y •r�C ('' is the responsibility of the erector.Additional permanent bracing of 7G.xr[-(;,, 2consheathinggr suchr as plywood s ownordrywall(BC). DP,T E: 1/2342015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.SEQ. : 6167645 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 anycomponent. ry condition"of use. TRANS I D: 41614 3 g PP 6.Design assumes full bearingat all supports shown.Shim or wedge if S.CompuTrus has no control over and assumes no responsibility for the g PP91 OREGONCr fabrication,handling,shipment and installation of components. Dnesessary. 7.Design assumes adequate drainage is press, . 7 1/4 6.This design is furnished subject to the limitations set forth by 0.Plates shall be located on both faces of truss,and placed so their center / ,9 'M4, IN VIII II VIII VIII VIII MI IIII IIII TPINVTCA in BCSI copies of which will be famished upon request lines coincide with joint center lines4, 9 Digits indicate size of plate in inches. r M Tek USA,IOC./CompuTfuS Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1966(MTek) �c`- `t�1" EXPIRES.12/31/2015 III"11111Ill This design prepared from computer input by JF LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR./GDF/Cq=1.00 TO: 2x9 DE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-4=0) 0 BC: 2x4 DF #1EBTR SPACED 24.0" 0,C. 2-3-(-68) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING r REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQ DL ON BOTTOM CHORD - 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 15.3" 0.0 TOTAL LOAD = 42.0 PSF G'- 0.0" -57/ 396V -5/ 74H 3.50" 0.63 DF i 625) 4'- 8.5" -73/ 137V 0/ OH 1.50" 0.22 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIP.EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL-L/2461, TL=L/180 BO'1"1'OM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.007" F -1'- 3.3" Allowed = 0.128" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.008" 9 -1'- 3.3" Allowed = 0.170" MAX LL DEFL = 0,000" @ 0'- 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000" F 0'- 0.0" Allowed = 0.051" 4-09-U4 MAX TC PANEL LL DEFL = 0.026" @ 2'- 6.0" Allowed = 0.289" '� MAX BC PANEL TL DEFL = -0.055" 0 3'- 0.4" Allowed = 0.326" 12 MAX HO RIZ. LL DEFL = -0.000" L 9'- 8.5" 5.00 p MAX HORIZ. TL DEFL = -0.000" 9 4'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. f Wind: 140 mph, h=15ft, TC DL=4.2,BCDL=6.0, ASCE 7-10, �, IAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, ' Truss designed for wind loads in the plane of the truss only. r� 0 N .3.1It � ►�4 M-3x4 f * Y * 1-03-05 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HJ3 Bale: 0.6082 9,0 PRt1FEfi WARNINGS: GENERAL NOTES,unless otherwise noted: CJ� " C"- V/ 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual \ l,� j Pf -*: (�f� Truss: HJ3 and Wamings before construction commences, building component.Applicability of design parameters and proper C' 1/f4 0. 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. <44 /}�y .9. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterallybraced at 7G I S F3 E DES. EY: L.X. is the responsibility of the erector.Additional permanent bracingof c2ntino.cand at 10'o.n such asvely unless braced(TC)throughout their length by • p Y P continuous sheathing such as ptyweod sheathing(TC)and/or drywall(C) DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. _ At SEQ. : 6167646 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, � ix• and are for"dry condition"of use. n. T RAN S ID: 416143 design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if f 'L • 5.CompuTrus has no control over and assumes no responsibility for the necessary. AA��_�QREGON 4. fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. �� '".'"7 'y� j`v. 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 Ivry.7-1), .�&, +ZO. �4-• IIIIII VIII IIII VIII VIII II II VIII IIII IIII TPIANfCA in BCS(copies of which will be famished upon request. git coincide ncatwith joint in inches. S! 9. Digits nof tplate center ilines. L M Tek USA, nc./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) Fi R 1 t.\- EXPIRES:12/31/2015 11111011 This design prepared from computer input by JF' LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.4" IBC 2012 MAX MEMBER FORCES 4WR/ODE/Cq=1.00 'I'C: 2449 DF #1&BTR_ LOAD DURATION INCREASE = 1.1.5 1-2=( CM 55 2-4=(0) 0 BC: 2x4 DF 415(BTR. SPACED 29.0" O.C. 2-3=(-90) 43 TC LATERAL SUPPORT <= 122"0C. IION. 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 PIP LOCATIONS REACTIONS PEA'61015 SIZE SQ.IN. (SPECIES) OVERHANGS: 15.3" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -63/ 4400 -7/ 93H .50" 0.70 DF ( 625) 5'- 9.8" 0/ 30V 0/ OH 4.44" 0.13 DF ( 625) LL = 25 PSF Ground Snow (Pg) - 4.4" -74/ 1760 0/ OH 1.50" 0.28 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g (-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, Ti-L/180 601"10M CHORD CHEEP EOR lOuSF 1,1VE LOAD. '1'OP MAX LL DEFL = 0.007" 0 -1'- 3.3" Allowed = '1.128" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" 0 -1'- 3.3" Allowed - 0.170" MAX TC PANEL LL DEFL = 0.097" N 3'- 6.3" Allowed - 0.404" MAX TC PANEL TL DEFL = -0.150" 0 3'- 6.4" Allowed - 0.606" 12 MAX HOFIZ. LL DEFL - -0.000" 1 6'- 3.7" 5.00 p MAX HORIZ. TL DEFL = -0.000" 0 6'- 3.7" f- 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, `CDL=4.2,BCDL=6.0, ASCE 7-I0, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. so mxrI N T"--- Pilli CD 1 M-3M4 f 1 ) y y 3-03-05 (PROVIDE FULL BEARING;Jts:2,4,31 6-00 0-04-07 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HJ4 Scale: 0.5980 �c O PRaFes.... WARNINGS: GENERAL NOTES,unless otherwise noted: �( 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (� Truss: HJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 6\.' V7/ZT l X 56 �(, 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. V1 �/ DEC. 1?[ LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4✓ -J9 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �` !92111#�.7 1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 23/` i L 1715 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n • SEQ. : 61676474.No load should be applied to any component until after all bracing and 4. Installation of buss 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, 410,009:I "r,. .desin loads be applied to anycomponent. and are for"dry condition"of use. 40101111" TRANS 1 D: 416143 P PF 8.Design assumes full bearing at all supports shown.Shim or wed ,��! `" 5.CompuTrus has no control over and assumes no responsibilityfor the ge if 4/ fabrication, fabrication,handling,shipment and installation of components. 7necessary. W 6.This design is famished subject to the limitations set forth byg Design assumes adequate drainage is provided. 7 q_OREGON IIIIII VIII IIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so[heir center`f� 2°1 t , TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ,(4 9.Digits indicate size of plate in inches. M Tek USA,InC./Compulruo Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 4,1r0R �l} EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 5.8" IBC 2012 MAX MEMBER FORCES 4NR/GDF/Cq=1.00 T0: 2x9 DP #13BTB LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-9=(0) 0 BC: 2x4 DF #15BTR SPACED 24.0" 0.0. 2-3=(-47) 19 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 1'2"0C. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX 11014.1 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -115/ 451V 0/ 41H 5.50" 0.72 DF ( 625) 1'- 9.2" -79/ 40V 0/ OH 5.50" 0.06 DF ( 625) LL = 25 PSF Ground Snow 'Pg) 2'- 5.8" -25/ 56V 0/ OH 1.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IP.0 2012 NOT BEIPIG MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1,/180 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.016" 0 -1'- 7.1" Allowed = 0.159" 4.00 SAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.018" 9 -1'- 7.1" Allowed = 0.212" MAX. 7'C PANEL LL DEFL = 0.003" 1 1'- 1.3" Allowed = 0.110" MAX 'PC PANEL TL DEFL - 0.003" 9 1'- 6.2" Allowed 0.165" MAX HORIZ. LL DEFL = -0.000" 9 2'- 5.0" MAX HORIS. TL DEFL = -0.000" 0 2'- 5.0" Design conforms to main windforce-reslsting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-100, /- 3 (All Heights), Enclosed, Cat.2, Exp.B, 14WFRS(Di))), load duration factor=1.6, Truss designed for wind loads �� in the plane it the truss only. 1 i CD f ,_1 T CD ilMillEMIIIIII CV- 4 1 M-3x4 A- 1' 1' 1, 3, 1-07-02 2-00 0-05-12 PROVIDE FULL BEARING; :2,9,31 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HSJ1 Scale: 0.7767 tpPRpfi 1. iNGS: GENERAL NOTES,s unledessoup otherwise noteCo e t/ //59 /� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual \ S�\'t} (/( Truss: HSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. t�- 3.Additional temporary bracingto insure stabilityduring construction 11 2.Design assumes the top and bottom chords to be laterally braced at 4:t.* ,!C9'L?+*F7 L C' P 9 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggtth by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(EC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t.. yiVi ^,.. 5. Design assumes trusses are to be used in a non-corrosive environment, ,X', � "'"" SEQ. : 6167 6 4 8 fasteners are complete and at no time should any loads greater than 9 design loads be applied to any component. and are for"dry condition'of use. TRANS ID: 416143 6.Design assumes full bearing at all supports shown.Shim or wedged pG w OREGON�� f • 5.CompuTrus has no control over and assumes no responsibility for the necessa �!� ,{� fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. f' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locthated on both faces of buss,and placed so their center /h -1)- - 2°f3,ly^�- 11111111111111111111111 TPek U Ain BCSI, of which will be furnished upon request. nes. g linescoincide indicate size of plate int rinches 4 J V C MiTek USA,I nc./CompuTrus Software 7.6.6(11,}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) R RIO- EXPIRES: IO-EXPIRES:12/31/2015 EgliThis design prepared from computer input by JF LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.8" T0: 2x4 DF #1�4BTR IAC 2012 MAX MEMBER FORCES 4Wk/ODE/Cq=1-00 LOAD DURATION INCREASE = 1.15 1-2-( 0) 57 2-4=(0) 0 BC: 284 DF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 28 TC LATERAL SUPPORT <= 12"O5. 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 REACTION REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -111/ 465V 0/ 64H 5.511" 0.74 DF ( 625) 1.'- 9.2" -32/ 99V O/ OH 5.50" 0.16 DF i 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.8" -56/ 120V 0/ OH 1.50" 0.19 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacingd REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L4240, TL=L/180 8011.9OM CHORD CHECKED EOR lOPSO` LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.019" @ -1'- 7.1" Allowed = 0.212" MAX BC PANEL LL DEFL - 0.002" @ 1'- 0.1" Allowed = 0.043" 12 MAX BC PANEL TL DEFL - -11,003" @ 1'- 0.1" Allowed = 0.057" 4.00 0' MAX HORIZ. LL DEFL = -0.000" @ 4'- 11.0" MAXHORIZ. TL DEFL = -0.000" @ 4'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), lad duration factor-'1.6, A Truss designed for wind loads in the plane of the truss only. 0 40 i N c',i l! f//' /---- M-3x4 NOV 17 2016 .01 a yyq J' y y > 1-07-02 2-00 2-11-12 'PROVIDE FULL BEARING/Jts:2,4,31 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HSJ2 Scale: 0.66970 PRpfi6. WARNINGS: GENERAL NOTES,unless otherwise noted ,,<,,,,k �( _ 0, :. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual j. Truss: HSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper � '-‘1/U//5"9 / �j p f y (� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. c,;." V5 l DES. BY: ;,.A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4/ r}�y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �" _s.7G«OPE r"' continuous sheathing such as plywoodmeed sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the buildingdesigner.beP ty 9 3.2Impact bodging iors elateral bracing required he where shown+a 4.No load srelc m applleeiantot any compotimeent until aloads all batter thane 4. Installation trf truss istheretobei iniaeon-corrosi a nracnr. SEQ. : 6167649 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, � T RAN S I D• 416143 design 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 shown.Shim or wedge if ' fabrication,handling,shipment and installation of components. necessary. (,�" 6.This design is furnished subject to the limitations set forth byI Design assumes adequate drainage is provised. ")?� ,r (,�R �.7�N 11111111111111111111111111111 B.Plates shall be located on both faces of t uss,and placed so their center TPI/WiCA in BCSI,copies of which will be furnished upon request, lines coincide with joint centerlines.9. /9, 441&,,,i'' ,�$' r� ts cate size of late in inches. MTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 10.For lbasic lconnector plate design values see ESR-1311,ESR-1988(Milk) v /�`''p[�'[-}44 t{ iij�. EXPIRES:12/31/2015