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Plans (69) 457 / ---j'✓ ri ' 133 5 C---5.4,) / (./fir,[/*ill OX CONFORMS TO DESIGN CONCEPT T V 1 a//r' ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS RFC341-0" 0 NON-ON-CONFORMINORMING-REVISE&RESUBMIT -Y- THIS SHOP DRAWNG HAS BEEN rREVIEEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RE.IEVE Tn'-_ _. 0 FAERCATCPJYEEND�^..2 OF RESPONSISFJ':FOR CONFORV.EJCE WITH DESIGN t'1) _- /� nR-1M--.-,SPEC:WARD Ah' APPLICABLE CODES,AL OF WI-CCH H. FEB[R, _... _ _ 1640 p PROBITY OVER IRS SHOP DRESS NO. R I,• , By David R Burnett Date 10/28/14 t` `ft FTVs% t: MILBRANDT ARCHITECTS QUI': D )� �L'� l C7 pE ® CONFJRM i TO DESIGN CONCEPT ❑ CONFJRM i TO DESIGN CONCEPT tNITN NOV- OW RING- ❑ NN :ONi ORi•1[NG-REVISE AND RESU3MIT 1i� PIIS SHOP DRti1N0 .S BEEI1 REVIEPD FOR GENERAL CON OF:MIIZE O v WITH THE DES"N CO CERT 0.1-Y AO COES NOT BELIEVE TIE 7FPER/.'ATCP.I:'E MDR F RESPINSIEILITi FOR CONFORIIUV E SITE THE GESTIN ERSYiIl.TS All SPECIFICATIONS Vii OF eRICH HAVE PRIORITY OVER THIS SHOT SPA Ito. CONTRACTOR SHALL VERIFY AL.DIHENSIOL:S. • : By: Todd R.Eat n CT ENGINEERING INC Cate:Octobe^30,2014 4 2N1 24. 1 st v v v v / - / / '.5:12 1L91: I HU-46 10.91:1! E L q ..... - - _ . T .. ._ 24_. n 12 10.91:11 Hifi\ M • 4: v r t� to GARAGE L 15=2 12'-4" I T Y I. 14'4 27'.6" 34'-0" I ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/28/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND = PROJECT TITLE: REVISION-I: DRRAAWINGGSFORANLLFURTHEER S 3413-A POLYGON NW DESIGNER/ENGNEEROFIRECORDumber RESPONSIBLE FOR ALL NON-TRUSS I - PLAN: DRAWN BY: REVISION-2 TO TRUSS CONNECTIONS.BUILDING - DESIGNER/ENGINEER OF RECORD TO 3413-A / A-N H CHECKED BY: REVIEW AND APPROVE OF ALL QCOMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. TR U S S GARAGE RIGHT 1/8"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. I QX CONFORMS TO DESIGN CONCEPT ��rr ❑ CONFORMS TO DESIGN CONCEPT WITH 34, REVISIONS NOTED ❑ NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWSIG HAS BEEN REVIEWED FOR GENERAL CONFORMJJ:CE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNENDCR OF P.ESPO.VSIHLI1Y FOR CONFORMANCE WITH COSIGN 1�M I1 DRAWINGS,SPECIFICATIONS.AND APPliCABLE CODES,AU.OF WH.GH HAVE 1/ FR0001TY OVER THIS SHOP DRAWINGG. By David R Burnett Date 10/28/14 MILBRANDT ARCHITECTS ��';!���1P E•ii ® CONPJRM 3 TO DESIGN CONCEPT I' ' CONFORM i TO DESIGN CONCEPT WITf ��'��rev ❑ REVISION;AS SHOWN ❑ NON-:ONI ORMING-REVISE AND RESUBMIT �I�� / THIS SHOP DO.pIING MS BEEN REY:EITED FOR GENERAL CCiFOOWAVE ,i,'�/ / WITH THE DEKA CO KEPT SILLY AND DOSS ROT RELIEVE THE ' '.�, -/�,� FABRICATOR/VENDOR IF RESPONSIBILITY FOR CONFORMS*:'WITH THE j, 4/ it DESIGN DRAINSLOS AN;SPECIFICATIONS Al OF WHICH WE PRIORITY / // OVER THIS SHL'IO�A'I!t. CONTRACTOR.SHALL VERIFY ALL DUA:NSICNS. / :1 By: Todd R.Eat n Date:October 30.2014 !, / I CT ENGINEERING INC /��/// i A h Iv r . G? 1 :1 , I i ' 0.91 12 1:12 �= IIkL s4.I 1? L; to to to--'1 E. 7li CD :t2 GARAGE to , k i 151-2° I 14.8" 71-2* I 17-4 I- 34'41 2T4 O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/28/14 PLACEMENT ENGINEERED STRUCTURAL t"L PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER tkt 3413-A POLYGON NW DESIGNERIENGINFORMATION.NEEROFBUILD'RECORD ,, Umber RESPONSIBLE FOR ALL NON-TRUSS ,, PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3413-A / A-N H CHECKED BY: DESIGNER/ENGINEER OF RECORD TO T REVIEW AND APPROVE OF ALL & i R U;S S \'� C 0 M PA NY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ,.i -• GARAGE RIGHT 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Job Transmittal MITek USA, Inc. IIHIIIUIUhIHII IIII III IIIII 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951) 273-0040 Transaction ID: 410990 TO: PACIFIC LUMBER & TRUSS DATE: 10/23/2014 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 13 0 6095204-6095216 3413-A POLYGON NW1 -3413-A POLYGON I\ Transmittal Notes: Design Notes: FTP:41 0990.zip 10/23/2014 11:33:23 AM Page 1 IIlhIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0' ICOND, 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.' TC: 2x4 KODF 91&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF g168TR SPACED 24.0' O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 7-07-02 7 06-14 complete specifications. 1' 1' 1' 12TIM-4x4 12 10.90 7 �� N10.90 co 0 0 CO 0 0/411411111111111111111111111114. CO Ai0 M-3x4 M-3x4 y y )' y 1-00 15-02 1-00 X00 PR Oicr. JOB NAME: 3413-A POLYGON NW - Al Scale: 0.3516 , GIN s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: /O/R/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndMdual c 92..P E r`- Truss: A l and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2c4 compression web bredng 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 .. 2'o.c,and at 10'o.c,respectively unless braced throughout their length by �/,�" DES. BY: EE Is the responsibility of the erector.Additional permanent bracing ofMa !. DATE: 10/23/20142gImpact continuous sheathing such l bracing goequired whererCs and/or drywep(8C). ��. the overall structure Is the responsibility of the building designer. 3.&Impact bridging or lateral required shown** 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responslblpty of the respective contractor. 7OREGON 44/' SEQ. : 6095204 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive 4.. ' ;�orrosive environment, b A.. design Toads be applied to any component end are for"dry condition'i of use. / .44' 20. .-L. TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Pop bearing at all supports shown.Shim or wedge If Q. 1 4 �l?., fabdcaton,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. 'R R V�`' 6.This design Is furnished subject to the imitations set forth by 8.Plates shell be locatedonboth faces of truss,and placed so their center -- I,copies of h will be furnished upon lin s coindde with III I 1111 0111 II 11111 III II II IIII(III MiTekUSA,lncs/CO puTrus Software 7.6.6(1 L)-E request. 10.For basic connector oplate design values see ESR-1311,ESR-1988(MiTek) int center Ines. 5.Digits Indicate size of late In inches. TPIMITCA In EXP I RES:12/31/2015 111111 1111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KODF N1&BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8e(-421) 531 3- 9=(-412) 423 2x6 KDDF q1&BTR T1 SPACED 24.0' O.C. 2- 4=( 0) 0 8- 9.(-387) 534 4- 9=(-284) 490 BC: 2x4 KDDF N1&BTR 3. 4=(•545) 308 9- 6-(-185) 448 9- 5=(•164) 138 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF ( D) 76 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ALL SLOPED TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -750/ 622V -126/ 134H 153.50' 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5' Of 318V 0/ OH 153.50' 0.51 KDDF ( 625) OVERHANGS: 0.0' 12.0' 27'- 6.0' -269/ 778V 0/ OH 5.50' 1.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.] vertical members (son). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Unbalanced live loads have been MAX LL DEFL = 0.015' @ 19'- 11.0' Allowed = 0.712' considered for this design. MAX TL CREEP DEFL = -0.020' @ 19'- 11.0' Allowed = 0.950' MAX LL DEFL = -0.002' @ 28'- 6.0' Allowed = 0.100' Connector plate prefix designators: MAX TL CREEP DEFL = -0.003' @ 28'• 6.0' Allowed = 0.133' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,MI8HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.007' @ 27'- 0.5' MAX HOAIZ, TL DEFL = 0.009' @ 27'- 0.5' 1-00 27-06 T ,, ,. NOTE:Design assumes moisture content does 14-09 2-06-05 3-07-11 3-08-09 3-10-07 not exceed 19% at time of manufacture. '1' M•4X6+ ' ,rT T '1 Design conforms to main windforce-resisting f 12 ; 12 system and components and cladding criteria. ,10.90 7 N 10.90 Wind: 140 mph, h=25.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, 11$t4.rP4hM_5x6+ Truss designed for wind loads in the plane of the truss only. ILIh- M-3x85 Gable end truss on continuous bearing wall UON. M-1x2 or l al d � M-5x6+ M 4X6 Refer to ComauTruslcabletendudetaillfors o complete specifications. 'oi 0.25" M 3x4 • o M-3x5+ M-5x12(S) y 3, 3, y y 19-11 7-07 y y 1-00 27-06 1-00 JOB NAME : 3413-A POLYGON NW - B1 �e��° PR°'es Scale: 0.1670 \Cj GN/GIN /�n7rypr ' WARNINGS: GENERAL NOTES,unless otherwise noted: �� v 92 O l �•f7 1.Builder and erection contractor should be advised deli General Notes 1.This design Is based only upon the parameters shown and is for an Individual �' ;9210 P E I-- Truss: 61 and Warnings before construction commences. building component.Applicability of design parameters and proper /-y 2.2x4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building Sosigner. r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by �® DATE: 10/23/2014responsibilitybuilding designer. comm�uous sheathing such as plywood required where shown and/or drywall(BC). `•A•_. the overall structure is the rec nsibiG of the 3.2x Impact bridging or lateral bracing . CC 4.No bad should be applied to any component until atter el bracing and 4.Installation of truss Is the responsibitty of the respective contractor. '=7 OREGON 4,,/ SEQ. : 6095205 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used inc non-corrosive environment, A_ design loads be tippled to any component and are for-dry condition'of use. -`�,� Q'�� TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If Q )' 14, 2 .4 fabrication,handing,shipment and installation of components. Dnesign assumes' /' ' " Q` 6.This design is furnished subject to the imitations set forth 7.Design hellbladequate one othfaces drainage is f rsa. Ill i I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 9 1 by Plates shall be located on both laces of truss,and placed so their center R{4- TPIANrCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center tines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTN3 Software 7.6.6(1 L)-Z 10,For basic connector plate design values sea ESR-1311,ESR-1989(Wok) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0' ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc snacing,l TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF Al&BTR SPACED 24.0. O.C, not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, considered for this design. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector late ref ix desi nators: LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,MIBHS,1416 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 '1 13-04-09 6-08-07 6-08-07 13-04-09 T 12 HM-4X4 12 ,- 7.50 3 Q 7.50 M-3x5(5)'M111144M-3x5(S) r O 4 up 0 0 KdIIIIIIIIIIMIMIIIIIMIIIIIINIMMMIFIIIFIIIIIIIIIMIMIIMMIIMIMMINMIIMIIMlo.'., 4. M. c M-3x5(5) M-3x5(5) O M-3x4 M-3x4 y 15-11 y 8-04 y 15-11 y y 2-00 y - 40-02 ��� ® R� OFfi�1S JOB NAME: 3413-A POLYGON NW Cl GINR / Scale: 0.2013 :l �/0/Z/I�l g o� WARNINGS: GENERAL NOTES,unless otherwise noted: �� (]�] /17' "7 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual ;924,QPE and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C 1 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component is the responsibility of the building designer. .Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 1 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ —0 Q . 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -y OREGON �C/' SEQ. : 6095206 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- ?I �h design loads be applied to any component. and are for"city condition'of use. L. 2- �.-. TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge if Q 14 Q: necessary. fabrication,handing, ,C' 1 shipment and installation of components. 7.Design assumes adequate drainage is provided. >'•R RV 1..\' 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center - I/W7CA in will be furnished upon ch lines de with IIII I IIII VIII II III I I III III I it IIIIMTe USA,lnc.lCompuTrtls,copies of whiSoftware 7.6.6(1 L)E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(Weil) int center Ines. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIII III III This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ff16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 120 2.10=(-710) 2343 3.10=(-298) 328 BC: 2x4 KODF #16BTR SPACED 24.0' 0.C. 2- 3=(-2653) 1012 10-11=(-4B4) 1960 10- 4e(-242) 566 WEBS: 2x4 KDDF STAND 3- 4e(-2542) 1127 11-12=(-181) 1443 4-11=(-684) 568 LOADING 4- 5=(-2042) 1082 12.13=(-489) 1818 11. 5=(-477) 1039 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2045) 1098 13- 8=(-712) 2118 5-12=(-476) 1041 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7e(-2552) 1180 12- 6=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=(-2662) 1054 6.13=(-278) 575 OVERHANGS: 24.0' 12.0' 8- 9=( 0) 60 13- 7=(-297) 361 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -354/ 1921V -318/ 324H 5.50' 3.07 KDDF ( 625) 40'- 2.0' -306/ 1795V 0/ OH 5.50' 2.87 KDDF ( 625) 'COND. 2: Design checked for nett-5 psi) uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043. 9 -2'- 0.0' Allowed = 0.267' MAX LL DEFL = 0.135' @ 13'- 5.5' Allowed = 1.962' MAX TL CREEP DEFL = -0.254' @ 15'-'11.0' Allowed = 2.617' MAX LL DEFL = -0.002' @ 41'- 2.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 41'- 2.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.061' @ 39'- 8.5' MAX HORIZ. TL DEFL = 0.098' @ 39'- 8.5' 20-01 20-01 f T - NOTE:Design assumes moisture content does 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 not exceed 19% at time of manufacture. T T T T f f T Design conforms to main windforce-resisting 12 M-4x6 12 system and components and cladding criteria. 7.50 Q 7.50 4.0" Wind: 140 mph, he25,5ft, TCDLe4.2,BCDL=6.0, ASCE 7.10 5 , (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(D�!srr), t load duration factor=l.6, Truss designed for wind loads M-5x6(S) -5x6(S) in the plane of the truss only. 0.25" ra N C; )1.5x3fj/A5x3 4 Alli \ ' ib&i . c, 0 /1M-3X6 M 3X4 61.25 " 0.251f M-3x4 M-3x6+`\ o M-5x6(S) M-5x6(S) 1. /. J. J. /. /. y y 8-03-08 7-07-08 8-04 7-07-08 8-03-08 y y 2-00 40-02 1-00 JOB NAME: 3413-A POLYGON NW - C2 -<cl Nt PROGIN' FFts Scale: 0.1380 \5 fiJ �'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: � , - /d/1'rJ. 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 0 92.OP E 9c Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 4 Incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE is the responsibility 011ie erector.Additional permanent bracing of 2'o.c.and at 10'o.c.sorb tivey unless braced throughout their length by (�� continuous sheathing such as plywood sheething(re and/or drywnll(BC). „../..411.0.,r� DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a ♦ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON �'. SEQ. : 6095207 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, - IL. � so NI''4A, TRANS I D: 410990 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 e.Design assumes lug bearing at en supports shown.Shim or wedge if O 14n , �P fabrication,handing,shipment and Installation of components. ecessary. 8.This design is furnished subject to the Imitations set forth 7.Designlatesassumes adequate one bothdrhinace isprovided.truss, a placed �,�R I.� I IIIIII VIII VIII 11111 VIII 11111 VIII IIII IIII 9 1 by 8.Plates shat ee located faces oftruss,and so their center 7PIAMrCA in SCSI,poples of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of late in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(Welt) EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 120 2.12=( -708) 2287 3-12=( -296) 328 8.17=( .17) 367 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2. 3=(-2616) 1012 12.13=( -482) 1903 12- 4=( -243) 566 17- 9=(•835) 497 WEBS: 2x4 KDDF STAND 3- 4=(-2474) 1127 13-14=( -181) 1382 4.13=( -684) 569 9.18=(•372) 1133 LOADING 4- 5=(-1975) 1081 14-15=( -26) 62 13- 5=( -474) 1048 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•1942) 1157 16.17=( -747) 2314 5-14=) -592) 1007 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•2187) 1154 17-18=(-1214) 3147 14. 6=(-1112) 744 TOTAL LOAD = 42.0 PSF 7- 8=(-2271) 1054 18.10=(-1351) 3531 14.16=( -376) 1641 OVERHANGS: 24.0' 12.0' 8- 9=(-2819) 1149 6.16=( -482) 1050 LL = 25 PSF Ground Snow (Pg) 9.10=(•4299) 1745 7.16=( -198) 173 Connector plate prefix designators: 10.11=( 0) 60 15-16=) -87) 0 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=( -622) 351 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' -354/ 1921V -318/ 324H 5.50' 3.07 KDDF ( 625) 40'- 2.0' -306/ 1795V 0/ OH 5.50' 2.87 KDDF ( 625) ICOND. 2: Design checked for net(-5 pafl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = •0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' 20-01 20-01 MAX LL DEFL = 0.199' @ 26'• 8.5' Allowed = 1.962' MAX TL CREEP DEFL = -0.354' @ 26'- 8.5' Allowed = 2.617' 6-11-13 6-06-10 6-06-10 4-05-08 2-02-04 5-03-04 5-05 2-09 MAX LL DEFL = -0.002' @ 41'- 2.0' Allowed = 0.100' f 1 1 ( ( ( MAX TL CREEP DEFL - -0.003' @ 41'- 2.0' Allowed = 0.133' 12 M-4x6 `C:17.50t2 MAX HORIZ. LL DEFL = 0.096' @ 39'- 8.5' 7.50 V MAX HORIZ. TL DEFL = 0.161' @ 39'- 8.5' 54W" NOTE:Design assumes moisture content does ;p\ not exceed 19k at time of manufacture. Design conforms to main windforce-resisting M 3X5 system and components and cladding criteria. M-5x6(S) 0.25".7t 0.25"10.5x6( S) Wind: 140 mph, h=25.5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 1\\ (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, CV Truss designed for wind loads ,:M-3x4 in the plane of the truss only. G M-1.5x3 v M-3x5 .4111111ig. M-3x8 0 Ti's 16 ,� 17 2XWEDGE 11�' . . 1 4 v 12 3 14 15 c M-3x4 �5 0 M-3x6 M-3x4 0.25' M-4x10 o M 5-6.5X4+ o M-1.5x3 M-1.5x4+ M-5x6(S) M-5x8 3.750 12 y J. J. J. J. y .J J. Jb 8-03-08 7-07-08 8-05-12 2-04 , 5-06-12 5-05 i,-05-0y J. y2-0 26-10-08 10-10 2-05-08 , 2-00 40-02 1-00 JOB NAME : 3413-A POLYGON NW - C3 ��e`EO IN 61 Scale: 0.1338 0 .0•6 M (N )}p�J,Q' `r/�I WARNINGS: GENERAL NOTES,unless othervise noted: 4C? /0I4'/I I �-v 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an Individual It. T•92.Q P E �f Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper �//�/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et ... DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of Z o.c.and at 10'o.c.respectively unless braced throughout their length by as continuous sheathing such plywood uesdrywen(BC). ` 406111r- DATE: 10/23/2014responsibilitythe overall structure is the of the building designer. 3.2x Impact bridging or lateralbracingrequired whereshown+* -I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "S7 OREGON 4., SEQ. : 6095208 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, L- ,Nt ,` design loads be tippled to any component and are for'dry condition'.of use. / �,.. 'Z� TRANS I D: 410990 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 �o; fabrication,handing,shipment and Installation o1 components. necessary. A'Pn n`` 6.This design is furnished subject to the imitations set forth 7.Plates assumes b el adequate noe drainage sof truss,and •r'/C+l R b (VIII IIII VIII VIII VIII VIII VIII IIII IIII g 1 by 8.Plates shall be located on both faces of truss, placed so their center TPIANiCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits Indicate size of plate In Inches. MTak USA,lnc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2618) 1090 1-11=( -766) 2305 2.11=1 -306) 399 15- 7=(-622) 351 BC: 2x4 KDDF Al&BTR SPACED 24.0. O.C. 2- 3=(-2492) 1227 11-12=( -481) 1908 11- 3=( .322) 582 7.16=( -17) 367 WEBS: 2x4 KDDF STAND 3. 4=(-1979) 1110 12-13=( -198) 1385 3-12=( -688) 568 16. 8=(-836) 497 LOADING 4- 5=(-1942) 1171 13.14=( -26) 62 12- 4=( -473) 1052 8-17=(-372) 1133 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2188) 1153 15.16=( -766) 2315 4.13=( -592) 1007 BC LATERAL,SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2272) 1053 16.17=(-1214) 3148 13- 5=(-1112) 748 TOTAL LOAD = 42.0 PSF 7- 8=(-2820) 1148 17- 9=(-1350) 3531 13.15=( -394) 1644 OVERHANGS: 0.0' 12.0' 8- 9=(-4300) 1744 5-15=( -482) 1050 LL = 25 PSF Ground Snow (Pg) 9.10=1 0) 60 6.15=) -198) 173 ** For hanger specs. - See approved plans 14.15=( -87) 0 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Co ,CNI8 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cnnect8 M,CN,C18MI8HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -265/ 16B7V -309/ 3028 5.50' 2.70 KDDF ( 625) 40'- 2.0' -310/ 1804V 01 OH 5.50" 2.89 KDDF ( 625) 1COND. 2: Design checked for nett-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL OEFL = 0.201" @ 26'- 8.5' Allowed = 1.962' 20-01 20-01 MAX TL CREEP DEFL = -0.354' @ 26'- 8.5' Allowed = 2.617' ff f MAX LL DEFL = -0.002' @ 41'- 2.0' Allowed = 0.100" 6-11-13 6-06-10 6-06-10 4-05-08 2-02-04 5-03-04 5-05 2-09 MAX TL CREEP DEFL = -0.003' @ 41'- 2.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.097' @ 39'- 8.5' 12 12 MAX HORIZ. TL DEFL = 0.161' @ 39'- 8.5' 7.50 V M-4x6 Q 7.50 NOTE n assumes 4.0' not exceed19% attime lofumanufacture. 4 .hf ':� Design conforms to main windforce-resisting M-5x6(S) M-5X6(S) system and components and cladding criteria. • M 3X5 Wind: 140 mph, h=25.5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, a (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 0.25 .25a 3 6 load duration factor=l.6, ,,, ., Truss designed for wind loads in the plane of the truss only. v 0 M-3x4 co M-1,5X3 M-3x8 0o :o.Allig1111111111111,„.,M-3x5 M� o c = 4B -�°15 N- 16 2XWEDGE 1�:?` 0 14- 0 1** II b2.25a M 4x10 1a 0 M 3x4 M-5x6 coc o M-3x6 M-3x4 M-1.5x3 M-1.5x4+M-1.5x4+ M-5x6(S) M-5x8 3.751 12 ), i' ; ,1 ). i' ,1 )' y 8-03-08 7-07-08 8-05-12 2-04 . 5-06-12 5-05 -05-08 y 26-10-08 10-10 2-05-0$ ,, 40-02 1-00 JOB NAME: 3413-A POLYGON NW - C4 Scale: 0.1429 _.-�'�NGIN �F. '9/0 WARNINGS: GENERAL NOTES,unless othervAse noted: �� (/��rh"I ". 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ^92 0 P E C4 and Warnings before construction commences. building component.Applicability of design parameters and proppeer Truss: C4incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 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. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). / r Q DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �'" 4.Na load should be rippled to any component until aver an bracing and 4.Installation of truss is the responsiblly of the respective contractor. -� OREGON .y SEQ. : 6095209 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. G- r �` /` design loads be rippled to any component and are tar"dry condition'of use. / '1 1' '2§‘„,„4". TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ah suppers shown.Shim or wedge if Q 14, fabrication,handing,shipment and installation of components. Dnesign assumes /�cfi R y` �_ g P Po 7.Design assumes adequate drainage is truss,a CC. 1.- 6.This design is furnished subject to the imitations eel forth by B.Plates shall be located on both faces a truss,and pieced so!heir center 11111111111111111111111111111111111111 TPIANTCA in BCSI,copies of which will be furnished upon request. Digit coincide nctv size joint ate in Ones. 9.Digits nsize oplate to Inness. MiTek USA,Inc.ICompuTtvs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIHill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0' IBC 2012 MAX MEMBER FORCES 4Wfl/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1090 1- 9=(-765) 2361 2- 9=(-303) 399 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C, 2- 3=(-2560) 1227 9-10=(-483) 1965 9- 3=(-321) 582 WEBS: 2x4 KDDF STAND 3- 4=(-2047) 1110 10.11=(-198) 1445 3-10=(-688) 567 LOADING 4- 5=(-2045) 1097 11.12=(-506 1821 10- 4=(.476) 1043 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1179 12- 7=(-729) 2119 4-11=(-476) 1041 BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2662) 1053 11- 5=(-686) 567 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 60 5.12=(-278) 575 OVERHANGS: 0.0' 12.0' 12- 6=(-297) 361 LL = 25 PSF Ground Snow (Pg) "# For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = ors:Comprus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -265/ 1711V -309/ 302H 5.50' 2.74 KDDF ( 625) C,CN,C1 ,CNI8 (or n Mprek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0' -310/ 1804V 0/ OH 5.50' 2.89 KDDF ( 625) M (COND. 2: Design checked for net(-5 osfl uplift at 24 'on soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137' @ 26'- 8.5' Allowed = 1.962' MAX TL CREEP DEFL = -0.255' @ 15'- 11.0' Allowed = 2.617' MAX LL DEFL = -0.002' @ 41'- 2.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ 41'- 2.0' Allowed = 0.133' MAX HORIZ, LL DEFL = 0.061' @ 39' 8.5' 20-01 20-01 MAX HORIZ. TL DEFL = 0.096' @ 39'- 8.5' 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 NOTE:Design assumes moisture content does not exceed 19.6 at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.50 M-4x6 'c 7 5O system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,11CDL=6,0, ASCE 7-10, 4 \ (All Heights), Enclosed, Cat,2, Exp.e, MWFRS(Dir), load duration factor=1.6, Tr ss ned or ads inuthedplaneeoffthewtrussind o only.st00m0 r, > 5X31JAk1.5X3 co u, 0 0 �o •`1M-3x6 M 3x4 18.25" 0.25) M-3x4 M-3x6 M-5x6(S) M-5x6(S) J• y y ), 1, i' y 8-03-08 7-07-08 8-04 7-07-08 8-03-08 y y 40-02 1-00 0 JOB NAME: 3413-A POLYGON NW - C5 Scale: 0.1604 •<<" oT9s,s, � WARNINGS: GENERAL NOTES,unless othendse noted: .LL !d/'^I/I, 1-7 �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 4Z' -92.0 P E 1' Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. i ,�/�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2�o.c.and at t0'o.c.respectively unless braced throughout their length by 411 ..- continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). / r��- DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7OREGON 4,/ SEQ. : 6095210 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, . '4y \b' ,` TRANS I D: 410990 design bads be applied to any component and are for"dry condition'of use. / 0 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If O 1 4, 2 ty,� fabrication,handling,shipment and Installation of components. necessary. MFR RRIO- ' 7.Design assumes adequate drainage is provided. , 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be locatedonboth faces of truss,end placed so their center I,copies of which will be furnished upon lines 1111111 I 1111111111111111 HEM MTeUSA,rinciC0lnpuTrus Software 7.6.6(1 L)E request. 10.For basic connectorjoint plate design values see ESR-1311,ESR-1996(MITek) 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 II I VIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'• 10.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 ' TC: 2x4 KDDF g18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 34 2-6=(•214) 387 3-6=(-427) 192 BC: 2x4 KDDF A18BTR SPACED 24.0' 0.C. 2.3=(•445) 137 6-4=(-146) 116 WEBS: 2x4 KDDF STAND; 3.4=1 •91) 81 2x4 DF STAND A LOADING 4.5=( -7) 3 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 1'- 0.0' -58/ 595V -40/ 113H 5.50' 0.89 KDDF ( 625) M-1.5x4 or equal at non-structural 9'. 10.0' -40/ 377V 0/ OH 5.50' 0.60 KDDF ( 625) q LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members Non). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Desitin checked for net(-5 psi) uplift at 24 'oc spacing.) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0,100' Connector plate prefix designators: MAX TL CREEP DEFL = -0.002' @ -1'- 0.0' Allowed = 0.133' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = •0.028' @ 0'- 0.0' Allowed = 0.100' M,M20HS,M18HS,(or = MiTekprMT series MAX TL CREEP DEFL = -0.017' @ 0'- 0.0' Allowed = 0,133' 5-03-14 4-02-06 0-03-12 MAX LL DEFL = -0,032' @ 5'- 3.3' Allowed = 0.396' JT 2: Heel to plate corner = 5.25' '' 1 f f MAX BC PANEL TL DEFL = -0.106' @ 5'• 11.3' Allowed = 0.500' 12 4.0017 M-1.5x3 MAX HORIZ. LL DEFL = -0.003' @ 9'- 4.5' 5 -, MAX HORIZ. TL DEFL = 0.004' @ 9'- 4.5' NOTE:Design assumes moisture content does r not exceed 195 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 '� o Truss designed for wind loads ci M in the plane of the truss only. '7 .allIlltallildll o 1 .�m 7-- -�6 /- M-3x8 M-3x6 M-3x4 J• y i' 9-04-08 0-05-08 1-00 8-10 J, ), ), 1-00 9-10 JOB NAME : 3413-A POLYGON NW - D1 <c:" INPR' Scale: 0.4727 <5 ENGIN (�ryp. s/O WARNINGS: GENERAL NOTES,unless otherv4se noted: 4CI InI 4Il 1 21 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and is for an Individual t ‘ c .P E f' Truss:: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shorn,. 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 DES. BY: EE 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). _,...,"(81 - DATE: DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown+t --vill CC- " 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. "S7 OREGON 4(/ SEQ. : 6095212 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, L I-1 Na A, design loads be applied to any component and are for"dry condition"of use. / q y TRANS I D: 410990 5,CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, Z �t>T fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. Men RIO- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center 1111111 11111 11111 VIII VIII VIII VIII IIII 1111 MITTPB SA,InciCOmpuT S I,copies of (Software 7.6.6(1 L)E ch will be famished upon request. 10.Folinbasic connectors coincide with jo center lines. B. int plate design values see ESR-1311,ESR-1988(Wok)Indicate size of late in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 34 2.6=(-214) 388 3-6=(-428) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-446) 138 6.4=(-145) 113 WEBS: 2x4 KDDF STAND; 3-4=( -84) 79 2x4 DF STAND A LOADING 4.5=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON, TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0,0' LL = 25 PSF Ground Snow (Pg) 1'. 0.0' -58/ 595V -40/ 112H 5.50' 0.89 KDDF ( 625) 9'- 10.0' -40/ 377V 0/ OH 5.50' 0.60 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.' Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.002' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.028' @ 0'- 0.0' Allowed = 0.100' JT 2: Heel to plate corner = 5.25' MAX TL CREEP DEFL = -0.017' @ 0'- 0.0' Allowed = 0.133' 5-03-14 4-02-06 0-03-12 MAX LL DEFL = -0.032' @ 5'- 3.3' Allowed = 0.396' MAX BC PANEL TL DEFL = -0.106' @ 5'- 11.3' Allowed = 0.500' 12 MAX HORIZ. LL DEFL = -0.003' @ 9'- 4.5' 4.00v M-1.5x3 MAX HORIZ. TL DEFL = 0.004' @ 9'. 4.5' s- -, NOTE:Design assumes moisture content does I not exceed 191s at time of manufacture. Design conforms to main windforce-resisting -..allallid1111111 -- Ira system and components and cladding criteria. M 1.5X3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, r� n Truss designed for wind loads in the plane of the truss only. C In :, / M-3x8 M-3x6 M-3x4 y y y 9-04-08 0-05-08 b y 1, 1-00 8-10 ), y J, 1-00 9-10 WEDGE REQUIRED AT HEEL(S). JOB NAME : 3413-A POLYGON NW - D2PN�O�Fqis Scale: 0.4640 `;\ GS/p WARNINGS: GENERAL NOTES,unless otherwise noted: 4L/C' %/�I/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC. 7,92 S I P E r Truss D2 end Warnings before construction commences. building component.Applicability of design parameters end proper / : 2.2x4 compression web bracing must be Installed where shown 4.. Incorporation of component Is the responsibility of the building designer. / O. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/ ' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d ll BC. /l�- DATE' 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.... 41 1r' 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. "37 A OREGON 40 SEQ. : 6095213 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L- qf Ntx IL design loads be applied to any component and are for"dry condition"of use. / '�y. r30 i. TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If Q 14, f�,tty, fabrication,handling,shipment and Installation of components. necessary. c V..` 6.This design is tarnished subject to the imitations set forth 7.Design assumes adequate drainage Is provided. MFR RI�1. III I I III 111111111 VIII I I I(III VIII(III(III g 1 by 9.Plates shall be located on both laces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be famished upon request. Anes coincide with joint center tines. 9.Digits Indicate size of plate In Inches. MITch USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIA III This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 34 2-5=(-69) 70 3-5=(-187) 132 BC: 2x4 KDDF /i&BTR SPACED 24.0. O.C. 2-3=(•117) 63 WEBS: 2x4 DF STAND; 3.4=( -7) 3 2x4 KDDF STAND A • LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0' -52/ 500V -27/ 80H 5.50' 0.75 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 7'- 0,0' -22/ 250V 0/ OH 5.50' 0.40 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CnnectoCp8 (or no prefix) = orspuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002' @ •1'- 0.0' Allowed = 0.133' 6-08-04 0-03-12 MAX LL DEFL = -0.015' @ 0'- 0.0' Allowed = 0.100' JT 2: Heel to plate corner = 5.25' T 1' ' MAXMTC PANELEEP IL DEFL = 0.029' @ 3'- 11.2' Allowed = 0.370' 12 MAX BC PANEL TL DEFL = -0.050' @ 4'- 2.0' Allowed = 0,339' 4.00G-* MAX HORIZ. LL DEFL = -0.001' @ 6'- 8.2' MAX HORIZ. TL DEFL = 0.000' @ 6'- 8.2' M-3x44 NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Ir. Design conforms to main windforce-resisting IM system and components and cladding criteria. Wind: 140 mph, h=15ft, TOOL=4.2,BCOL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, n Truss designed for wind loads in the plane of the truss only. N N ', ��W/ _iilim _ 4.3 0 6► �5 f- M-3x8 M-3x6 M-1.5x3 1, /, y 6-08-04 0-03-12 1-00 6-00 L. /, J. 1-00 7-00 JOB NAME : 3413-A POLYGON NW - D3 ��'c° PROF, Scale: 0.5352 ENGIN`/py/gnry�� s/� WARNINGS: GENERAL NOTES,unless otherwise noted: -� I�I�Il I 1 'IF 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 4t' ;92•Qp E 1^' Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper //�/ ' 2.2u4 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 et DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by +�►, the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). /',r ;- DATE: 10/23/2014 Po h 9 0 3.2x Impact bridging or lateral bracing where shown++ p CC 4SEQ. : 6095214 .No load should be'appled to any component until after an bracing and 4.Installation of truss Is the responsibllty of the respective contractor. '37� OREGON �t(/' fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in s non-corrosive environment, Na TRANS I D: 410990 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 /O 4Y 1 q 20 � fabrication,handling,shipment and installation of components. necessary. ,1 O,7.Design assumes adequate drainage is provided. 't'/1 1-f 1 V 6.This design is famished subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,end placed so their center R`4 _ 1111111111111111111 MTfi USA,InC./CompuT 4 I/WICA in FICSI,copies of iSoftware 7.6.6(1 L)•E ch wit be famished upon request. 10.For basic connectorlines coincide with oint center hoes. plate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size ofplate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'. 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF B18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 34 2.5=(•69) 70 3.5=(•187) 132 BC: 2x4 KDDF M188TR SPACED 24.0' O.C. 2:34=(•117) 63 I WEBS: 2x4 OF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0' -52/ 500V -27/ 80H 5.50' 0.75 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 7'- 0.0' -22/ 250V 0/ OH 5.50' 0.40 KODF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacina,) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 e. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' Unbalanced for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002' @ -1'- 0.0' Allowed = 0.133' Connector plate ref ix designators: oMAX LL DEFL = -0.015' @ 0'- 0.0' Allowed = 0.100' C,CN,C18,CN18 r no prefix) = Com uTrus, Inc 6-08-04 0-03-12 MAX TL CREEP DEFL = -0.007' @ 0'- 0.0' Allowed = 0.133' M,M20HS,M18HS,M16 = MiTek MT series ( f T MAX TC PANEL LL DEFL = 0.029' @ 3'- 11.2' Allowed = 0,370' MAX BC PANEL TL DEFL = -0.050' @ 4'- 2.0' Allowed = 0.339' JT 2: Heel to plate corner = 5.25' 12 4,0017 MAX HOAR. LL DEFL = -0.001' @ 6'- 8.2' MAX HORIZ. TL DEFL = 0.000' @ 6'- 8.2' M-3x4 NOTE:Design assumes moisture content does s- 4 -e not exceed 19% at time of manufacture. 011 Design conforms to main windforce-resisting UNE system and components and cladding criteria. Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, in (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, c Truss designed for wind loads in the plane of the truss only. N NIn ��al/'' I O M-3x8 M-3x6 M-1.5x3 6-08-04 0-03-12 /, 1, 1. 1-00 6-00 1, y .1- 1-00 1-00 7-00 JOB NAME: 3413-A POLYGON NW - D4 A«,'?‘ o PROFFs • Scale: 0.5295 �<JGIN S/O WARNINGS: GENERAL NOTES,unless otherwise noted: / /Z7' -y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndividualC. P E Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be instated where shown+. Incorporation of component Is the responsibility of the building designer. �' 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 //111 10/23/2014 continuous sheathing such es plywood sheathing(TC)endlordryweil(BC). DATE the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A Cr 4.No toad should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6095215 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ` d �� TRANS I D: 410990 `� design bads be applied to any component 5.CompuTrus has no control over and assumes no responsibility for the end are for"dry condition"of use. / -7'i. rLQ ..1., e.Design assumes fun bearing et all supports shown.Shim or wedge If Q: 14 sary. �Q. fabrication,handing•shipment and Installation of components. Dnesign 7. latesassumes b ladequate ne faces drainage is provided. f: 1 8.This design Is famished subject to the limitations set forth by 8.Plates shall be locateddboth faces of truss,and placed so their center `R R`1�`" ch will be furnished upon VIII 11111 III I VIII I I I 111 11111 I II MiTek USA, nc.CA In SCompuTrus I,copies of lSoftware 7.6.6(1 L)-E request. 10.For basic connectorOnes coincide with oint center lines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 1111111 This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF @166TR SPACED 24.0' O.C. 2.3=(37)11 2 -4=(0) 0 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -69/ 301V 0/ 28H 5.50' 0.48 KDDF ( 625) Connector late ref ix desi natars: 1'- 9.2' -27/ 23V 0/ OH 5.50' 0.04 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 2'- 0.0' -18/ 43V 0/ OH 1.50' 0.07 KODF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND, 2: Design checked for net(-5 psfl uplift at 24 'oc apacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'. 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.043' MAX TC PANEL TL DEFL = -0.001' @ 1'• 3.1' Allowed = 0.111' MAX HORIZ, LL DEFL = -0.000' @ 1'• 11.2' MAX HORIZ. TL DEFL = -0.000' @ 1'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 4.00- system and components and cladding criteria. Wind: 140 mph, h=16ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, in Truss designed for wind loads 11 in the plane of the truss only. cm gm � o o III c r M 0 o` 2�� 4'�1 -f /- M-3x4 y y y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : 3413-A POLYGON NW - El Scale: 0.8191 e,��'��GPN (7/�FtSs/O WARNINGS: GENERAL NOTES,unless otherwise noted: 4-:p. in/4/ -�-7 1.Builder end erection contractor should be advised doll General Notes 1.This design Is based only upon the parameters shown and Is for an individual >92 t OP E r Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer, - / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 ��• the overall structure la the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'ems- DAT E: 10/23/2014 pe b 9 9 3.2x Impact bridging or lateral bracing required where shown++ 11 Q 4.No load should bo applied to any component until after all bracing and 4.Instillation of truss Is the responsibility of the respective contractor. 7 OREGON 4,1 SEQ. : 6095216 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Xs TRANS ID: 410990 design bads be applied to any component and are for"dry condition'of use. G� �q y OBD 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hull bearing at all supports shown.Shim or wedge if - Q 1 4 Z Ai necessary. q I x `- labdcatlon,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. '/'' ' S.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locatedon both faces of truss,and placed so their center R R I L- 111111VIII VIII 11111111111111111111111111 MiTek USA IncCA in ./CompuT S I,copies of !ch will be furnished upon Software 7.6.6(1 L)E request. 10.Folinr basic connector s coincide with oplate design values see ESR-1311,ESR-1988(MiTek) int center Ines. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 III IIIIIIIIIIII LIMBER SPECIFICATIONS TRUSS SPAN 40'• 0,5' IOC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TC: 2x4 KDOF #10818 LOAD DURATION INCREASE = 1.15 1. 2=(-2596);;1107 1• Bo(-780) 2268 2. 8=(-300) 388 BC: 2x4 NODE 810819 SPACED 24.0' O,C, 2. 3= -2350) 1107 6. 9=(-512) 1877 8- 3=(-164 581 WEBS: 2x4 KDDF STAND 3- 4= •1664); 940 9.10=(•507) 1733 3. 9=(-757 516 LOADING 4. 5= •1664)] 941 10. 7=(•769) 2072 9. 4=#•668 1354 TC LATERAL SUPPORT<= 12'0C, HON, LL( 25,0)001.) 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-2250J'i1110 9. 5=(•757 516 BC LATERAL SUPPORT<= 12'0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 0. 7=(-25913) 1111 5.10=(•167) 582 TOTAL LOAD = 42,3 PSF 10. 6=(-300) 392 Connector plate prefix designators: C,CN,CI6,CNie (or no prefix) = Compulrus, Inc LL = 25 PSF Ground Snow (Pg) BEARING MAX YERT MAX HORZ BRG 910018EO NG AREA M,M20N5,M16HS,M16=MiTek Mt series LOCATIONS. REACTIONS REACTIONS SIZE 50.16, (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE D . 0.0' •266! 16117V :1266) 29811 5.50' 2.70 KODF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.5' -2651 1677V 0! OH 4.00' 2.68 KDDF ( 825) THE 9011011 CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (cOMD. 2: Damn:cpAmt,'u`-:.ps_ l(_.sst1 uml:rs at a4 ot,s"s l i VERTICAL DEFLECTION LIMITS: LL=LI240, T1=L1160 MAX LL DEFL = 0.141' 9 20'• 1.0' Allowed = 1.962' MAX IL CREEP DEFL = •0.252' @ 20'• 1.0' Allowed = 2.617' MAX H08I2. LL DEFL= 0.060' 9 39' 6,5' MAX NORI2. TL DEFL= 0.098' @ 39'• 6,5' NOTE: Design assumes 'Dry Doug. Fir Lnaber' used throughout. Not to exceed 191 moisture content. Design conforms to main windforce-resisting E0-0) 19-11-08 system end components and cladding criteria. Wind: 140 mph, h=25.5ft, TCOL=4.2,BCOL=6,0, ASCE 7.10 11-07-04 _ 6-05-12 8-05-12 11-05-12 (Al).Heghts), Enclosed, Cat.2, Exp.6, MWFRS(Dir), 6-11-13 6-06-10 6.06-10 i 6-06-10 6.06-10 6-10.05 load duration factor=1.6, r Truss designed for wind loads • [" 1 I 1. 1 1. in the plane of the truss only. 12 M-4X6 12 7,50 V Q 7.50 4.0'. M 3x4. '''' , . 4.1-3x4 M-3x5(5),.�, ". M-3x5(S) M-1.5113• ,r' 4-1.5X3 to \ / / :____::'s; .-. a., : 'M-3x6 M-§3x4 61.3x8 M-3x4 M 3x6 0 �� cO PROPS M-3x5(S) M18HS-3x18(S) �� N�((,( ti'/6 r i 10-03-02 ti9 09-14 9409.14 10-01-10 >� 4s /G/f'( 12-00 12.00 16-00-08r re / P f 40.00-06 ,gym I' JOB NAME: 3413-A POLYGON NW - C6 Scale: 1!8' v " J 2. OREGON k .- WARNINGS: GENERAL NOTES,unless o henvise need ��_ I.Builder and erection conl,odor should be advised of all General Notes 1 This 4nx)a4IS based etdyupM.doe mabamettti u,e..vl aryl,for a,-nd,vdual 4.'y 11 r� t �� .• Truss: C6 and Warnings belore ConstA alon cemmefees budoln•1 oerponeHt A MIGabonn at ltB^t OMMIX000a obey;ow4C + R(M 2.Zoe pamprosa.a'web biedng must be installed Own shown•.; irstroporyS7!r of tCr+MneM1s thr reformirb!4y bf tns p.sCty detre!.o'. 3 Mddiend t•,t>7ngrary bracing to Insure staoauy do4rQ rCnstNCld1 2.Detrgo aswmetkta ypq wet'bt4ocn cl oC1s to Dot atesoit trade a1 Yeo*MLA 1C4AaretpaCamyuMossttat.4 lbsnl,wcr4met l airy DES. BY: dougm sOra nsaaIsvwyOMmotor,Addronalpermanent&sonomcontinent shaeihlnoax,fbrnproton cArethoi(1,C)great dmr449/C).- EXPIRES:12/31/2015 DATE; 10/24/2014 the overall slr4 Os a '7ee responsibility of the bd ohm designer. a.;2e Yawed nAbeo or Wet*Grail tyo(he smote Vont SEQ. : C6 4 rtoIdea stoat(ttoocOmutoanyim.,bosl any ohm ondreamteru 4 Ims+narixtefuuaflsLMtrapeiiskitti nanonspeaovernntnaw. f�N.enoti rod Olorratte and et bo time shook!any roads greater than 5 Dnrgn asaumea 1N-tM sN O Co used M a non corrosive envirnnmeM. design loads to applkd to any component. arW'an Iw!dry wrdnan',01 use. TRANS I D: 5 CompuTrus hes no canted over end aswmos no respansMely for the 6,Design lisla,rwVo fold inmO)Q at atr wppons shown.Slum or wedge a foMeadon.handling,shipment and b bellatian of components. toml3 7,pain n nMO tot1t44 n 0th taco Or(tnaMsf0 8,.Th6 cosign Is fumished wq.cl to the limitations set nein by e.Wtas.sM=(N2(oGtted a66eEh[Stet Bibbi£al�a W+tod so their center I I�I�iI III ILII III) TPIMTCA In EMS 5,cool=of which rte be furnished upon request NsWsershr de wbb)alArcenserhne3. 111 III 111 !11 9.aAhe Mdkontsl.•a ofMala Mlndtes MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10 Pert:Oak booned's,plate design orderly sea ESR-131 I,ESR-1 mea(411Tek) ) 1 i(III II I ilii LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0,5' kup, J,¢tt;}en tMo tt_ta.:-aiei(-5 p1~(,;1, p-,,1,L( yyo? s;t s,xcf j. TC: 2x4 HOOF 11SDTR LOAD DURATION INCREASE= 1,15 BC: 2x4 KDDF 111.BTR SPACED 24.0' O.C. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Hot to exceed 19' moisture content. TC LATERAL SUPPORT c= 12'01. 000. LOAQING Design conforms to main windforoe-resisting BC LATERAL SUPPORT c. 12'OC. UON. LL( 25.0)401.( 7.01 ON TOP CHORD= 52.0 PSF p system and components and cladding criteria. DL ON BOTTOM CHORD= 10.0 PSF Unbalanced live loads have been TOTAL LOAD= 42.0 PSF Wind: 140 mphh255ft considered for this design, pp , TCOL=4.2,BCDL=6,0, ASCE 7-10 LL= 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), Connector plate prefix designators: load duration factor=l.6 C,CN,CIB,0015 (or CO prefix) a CoapuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M20HS,MIBHS,M16=MITek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1aP5F LIVE LOAD. TOP }Gable end trust On continunoe Dearing wall MON. AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY, I0.1or equal typical of d llcals. Reter to CoapuTrus gable end stud detaitail for Itboplott specifications. 20-01 19-11.08 11-07-04 8-05-12 8-05-12 11.05-12 . -._ - S 12 1IM-4x4 12 7.50p ]7.50 M-3x5(S) s'''' 1 M-3x5(5) - I , lr In o fi„,-i', 143 t ( ( 3 1 0 d-,' t i .lII t 9 ! ..- t 3 I i 1 o ._, n..- --na� =.,.nrnv,i•�...+.--,-....., +s:a.-...:.....rxr«.arxs=-,.aserm• ra�:r.�._.sr- ,.=r....;.-r.—nr...•.,.nsr......—... '-(aO .a.-.......t_..�'t._•a ......x_.---__. _.tet..•-•`-»-..,....._.- -f' o 1.1-3x5(5) M-3X5(5) o M-3x4 M-3x4 I 12-00 12-00 16-00-08 40-00-08 10 JOB NAME: 3413-A POLYGON NW 07 c� 101711 :V 902(ppc r ___- __. Scale: 3118' / WARNINGS: GENERAL NOTES,unties otherwise notad: 7 '• 1.Bolder and erection contractor hood be advised of el General Notes 1.T1lis dello is hated OW utslrl the psrwnllereshoen and to Neel ktr.r4LLal. , Truss: C7 .and 1Vaptagi Weft con truGlect todmeroe.--' tnFts%na component ar�,6e',whret re 601 Mr"4.t.t vat p'upef' 2.'2xd compression web bracing must be loathed When shown e- k'•Wn+craLnm utriahp<nere h a»resW maakty ext th r belh*O Lssaenei. 3,Additional ternpoarybmdngtoInam atawitydudngconstruaan 2,DeWitt atsunlssu4tepenlb..nrmenordetnce Went rwxced'al OREGON +` DES. BY: dougm to theresponsibilityorlhasroaur.Aaduonai Te,n end atla'6c respali ely.04.ml:acWwbuormatheirlenorhh' 7 .t, i' Cl permanent ,santeuo�ntnaemhosuntlapi euagodsheam' C)enil+rdry»au` I,. L ;,, ti•' ., DATE: 10/24/2014 the overran sbubere y ths to any bury of the buildbq designer, 3.lnbl Matti bra a �O t 14, O I bring*midland f Mum 2. Wt rw 4,Ca ewers are complete leln entoono mm:mom11.001 only loadall taming M and 45 Designbn Of lnel loNea nela66cla Of m rrpparnwte,,,fr, 4'R T. SE.a• I C7 design ntecm pand at notone nae0 any badsq ea erthan 5 Design en fordtysondsesa oaMuW to anotrnnaitva erYfeM aM, ere:iqn loam hn applied to any component. �d.mar'dry condition'a use. r i R 1 L�- TRANS I D: s CompuGm has no control over end assumes no m=porutbluty for ths a Design assumes tee bearing al all supports shoran.Shim orwodpe If tebdenbn,handling,shipment end irryatlation of components, resign as. d. A This design h furnished sables to Inc limitations set forth by - I.Design ll•ub es adequate bdoth b at 11111111111111111 e.Ficus arae a seed on ow sacs gPr °sand placed so their owner EXP I R E5:171'31/2015 TPIANfCA In BC51,copies of*filth wet be!sobbed upon regoesA lines taint:de sire M eeMrr rant9.Digits : MiTek USA,IncInclCornpuTtvs Software 7,6.6(1L)-E 10.For burn cnrnntu(piste Oslo vclsns sea ESR•13/1,ESR-1006 QdR<q I VIII I11 VIII LUMBER SPECIFICATIONS TRUSS SPAN 15'- 8.5' ICOND. 2: Design checked for net1-5 osfl uplift at 24 'oc soacing.I TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1,15 NOTE: Design assumes 'Dry Doug. Fir Lumber' used BC: 2x4 KDDF Yt&BTA SPACED 24.0. O.C. throughout. Not to exceed 19%moisture content. TO LATERAL SUPPORT <a 12'OC. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD= 10.0 PSF Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Wind: 140 mphh=22.8ft, TCOL=4.2,BCDL=6.0 ASCE 7.101 C,CN C18,CN18 (or no prefix) =CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, WWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek M series LL =25 PSF Ground Snow (Pp) load duration factor=1. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind spons in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 7-10-04 7-10-04 12 llM-4x4 12 10.90 7 N N 10.60 cr_,' I,A� —Y o M-3x4 M-3x4 )- y , , 1-00 15-08-08 1-00 JOB NAME: 3413-A POLYGON NW - G GE Scale: 1f4. WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Guilder 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 de ters and Truss: G GE and Warnings r 2.2x4 compression web brafore cing must be installed where shown+. Incorpction commences. oration of componentopois Applicability roesponsibin illity ofethe building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottomchords to be laterally braced at DES. BY: do u g m is the responsibility of the erector.Addmonai permanent bracing of 2'us.and at 10'o.c.respectivelylt'uunless braced throughout their length by DATE: 10/28/2014comm�uous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure Is the responsibility of the building designer. 3. s 2x Impact bridging or lateral bracing required where shown++ 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : G GE fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component. and aro for"dry condition'of use. TRANS I D: 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabdcallon,handling,shipment and installation of components. necessary. 0 D Do a.Design assumes adequate on drainage is provided., 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both tacos o truss,and placed so their center SCSI,coies of which will be urni hed upon lines III I I III III I VIII I I IillM'1Te USA,rnc./C mppuTrus Softwaref 7.686(1 L)-E request. 10 For bed coon ectoroplate design values see EOR•1311,ESR-1988(MITek) 9.Digits Indicate size of plate in Inches. mit MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-360 UP Fax 916/676-1909 3413 BD The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43072337 thru R43072345 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �nO) PROFFS < GINEF9 `ryO�'9 87 2PE 1- 0-) '5. 42>,OREGON — N42j,OREGON cyt oI BER 11 S A. HERS . EXPIRES:06/30/2015 October 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 3413 BD R43072337 PL14-360 UP F01 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Tue Oct 21 15:55:55 2014 Page 1 IO:zs2ygYHMYIII_Z1 p9y12tlyAg??-mZkluZnJfB2pnNkfD17D5HWoxE9pBZYsO91 DnHyR6o2 I 1-0-o I 1 1-1-14 II 1-2-0 I10-&611 1-2-0 1 1-2-0 II t-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:34.7 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 e m - \ 1:i4 N O/ ,` g / "44� !0/ Na 0 •\O O♦� O /,, �`a ' O � - O - 0 0 O B - -6 32 31 30 29 28 El 27 26 25 24 23 22 21 3x4= 4x6= 3x5= 3x5=3x6 FP= 3x5= 3x4= 3x5= 3x5= 4x6= 3x4= 34 SP= 12-0-14 I 10-10-14 20-4-1210,7-010-7I I 10-10-14 8-3-14 Plate Offsets(X,Y)- )12:0-1-8,Edgel,(26:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.33 26-27 >747 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.51 26-27 >477 360 BCLL 0.0 Rep Stress!nor YES WB 0.57 Horz(TL) 0.08 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:101 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=891/Mechanical,32=891/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1628/0,3-4=1628/0,4-5=-2869/0,5-6=-2869/0,6-7=-3728/0,7-8=-372810, 8-9=-4216/0,9-10=-4216/0,10-11=4245/0,11-12=-4245/0,12-13=3990/0, 13-14=-3990/0,14-15=-3183/0,15-16=-3183/0,16-17=-3183/0,17-18=-1851/0, 18-19=-1851/0 BOT CHORD 31-32=0/864,30-31=0/2294,29-30=0/3343,28-29=0/4019,27-28=0/4019,26-27=0/4309, 25-26=0/4245,24-25=0/4245,23-24=0/3655,22-23=0/2578,21-22=0/991 WEBS 2-32=-1209/0,2-31=0/1071,4-31=-932/0,4-30=0/805,6-30=-664/0,6-29=0/538, 8-29=408/0,8-27=0/281,10-26=-325/281,19-21=-1300/0,19-22=0/1127,17-22=-95210, 17-23=0/794,14-23=-618/0,14-24=0/450,12-24=-655/57 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to PR O be attached to walls at their outer ends or restrained by other means. '���� F�ss • LOAD CASE(S) Standard -,c 4"'-;,4 X02 .870 2PE ti y �.OREGO. (y� 11/� 8 A. HES EXPIRES:06/30/2015 October 22,2014 0 4 ®I4iL4N1143-Verity design parameters and READ M2IESON7M/SAND INCLUDED M/TEV REFERENCE PAGE MU-7413 rat!,/19/ZUtSManta Design valid for we only with Mfek connectors.This design is based only upon parameters shown.and is for an individual building component. 1, Applicability of design parameters and proper incorporation of component is responsibfity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabilty during construction is the responsibillity of the ilAiTek' erector.Additional permanent bracing of the overall structure Is the responsblity of the buidng designer.For general guidance regarding fabrication,quality control,storage,defvery.erection and bracing,consult ANSI/1911 Quality Cr Berta,13SB-89 and BCSI Butding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312.Alexandria,VA 22314. Carus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values arethase effective 06/01/2013 try/41.5C Job Truss Truss Type Qty Ply 3413 6D R43072338 PL14-360_UP - F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:55:56 2014 Page 1 ID:zs2ygYHMYItL_Z1 p9y12tlyAg?7-Ellh5unxQUAgPWJnnOeSdV3xMdSHw020dpmmJjyR6o1 1 1-0.0 1 1 1-1-10 11 1-7-0 I P-7-2I I 1-2-0 11-2M I I 12-0 11-2-0 I Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e -/ N-/N.- - cli � a n •o- a v ` 1.- lbstli 111 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 355= 3x5= 3x4= 3x5= 4x6 = 3x4 =- 14-2-2 14-2-2 I 13-0-2 13.7.2 I 1941.4 I 13-0-7 0-7-0115-7-0 5-9-7 Plate Offsets(X,Y)— [14:0-1-8,Edge),124:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deb Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=-4122/0.11-12=4122/0,12-13=3586/0, 13-14=-3586/0,14-15=-3053/0,15-16=3053/0,16-17=-1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=01776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=662/7,18-20=-1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. IV) PR Q . LOAD CASE(S) Standard .�NGINE0 zO ' 870 2PE y�Aj,OREGO �ti I� SA. HE ,, EXPIRES:06/30/2015 October 22,2014 e _ r A PIA.RNDMS-Vedtrdesign parameters aril READ NOTES ONTNISAND t7K72P`E6 MITEKREFEREMEPAGEEMII.7473me 2/29/ZQISBEO.ELISE Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. 1, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.lee Street.Suite 312 Alexandria.VA 22314. Citrus Heights.CA,95610 If Southern Pine(SP)lumber is speeded,the design values arethase effective 06f01/2033 by MSC Job Truss Truss Type Qty Ply 3413 BD R43072339 PL14-360 UP F03 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Tue Oct 21 15:55:58 2014 Page 1 ID:zs2ygYHMYIII_Z1 p9y12tlyAg??-A8QRWapBy6QOegTEuRhwiw8HbR780uDJ47FlOcyR6o? 1 1-111-6 1 3-01 1-2-n 1 1 1-2-0 IP-1 Scale=1:38.2 3x4= 3x6=4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x5 = 4x5= 1 2 /3 44 111111 ' - 5 6 7 \ 8a 9 \ 1100 / 11 12 13 14 \15 1166 /�17�\ 1188 19 20 N ir N lir 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4= 3x6 = 3x6 FP= 3x5= 3x5= 3x5= 3x5= 34= 4x6= 3x4=- 34 3x5 SP= 3x8= 14-0-14 1 2-1-8 I 12-10-14 1P--5-1t I 22-4-12 I 2-1-8 10-9-6 7-0 8-3-14 0-7-0 Plate Offsets(X,Y)- [11:0-1-8,Edgel,(12:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.47 27 >569 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.73 27 >364 360 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.10 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:111 lb FT=0%F.0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-33:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 21=979/Mechanical,33=979/0-2-4 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1777/0,3-4=3152/0,4-5=-3152/0,5-6=-4347/0,6-7=4347/0,7-8=-5033/0, 8-9=-5033/0,9-10=-5240/0,10-11=5240/0,11-12=-4989/0,12-13=4602/0, 13-14=4602/0,14-15=-3597/0,15-16=-3597/0,16-17=-3597/0,17-18=2057/0, 18-19=-2057/0 BOT CHORD 32-33=0/1777,31-32=0/2350,30-31=0/3807,29-30=0/3807,28-29=0/4749,27-28=0/5184, 26-27=0/4989,25-26=0/4989,24-25=0/4989,23-24=0/4171,22-23=0/2888, 21-22=0/1095 WEBS 12-25=-28/290,2-32=0/739,2-33=-1991/0,11-27=-203/562,7-28=0/373,7-29=-527/0, 19-21=-143510,19-22=0/1262,17-22=1089/0,17-23=0/930,5-29=0/707,5-31=859/0, 3.31=0/1051,3-32=924/0,14-23=753/0,14-24=0/564,12-24=-839/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. \\to. P.R OFFS 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)33. <(... 5�.. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <0 �NGINE E,4 Q2 6)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be -�`' attached to walls at their outer ends or restrained by other means. Q 87O22PE l 7)CAUTION,Do not erect truss backwards. eddefr„ LOAD CASE(S) Standard5, . A›,:OREGO. �O. 44/N "P0 BE'R4,�.:Q- S A. HER EXPIRES:06/30/2015 October 22,2014 I 4 ®WARIVIM3-Verify design rarameDrs sad READ DEM ON MS AND I?KSVDED HITEK REFERENCE PACE(4I7-7473 rec 1,129/101$BERMEUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and is for on individual building component. 1, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporuibillity of the T ek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/IP11 Quality Crlerla,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandra.VA 22314. Citrus Heights,CA,95610 If Southern Pine(5P)lumber is specified,the design statues arathate effective 06/01/2013 byA15C Job Truss Truss Type Qty -Ply 3413 BD R43072340 PL14-360 UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct21 15:55:59 2014 Page 1 ID:zs2ygYHMY1t1 Z1p9y12t1yAg??-eK_pkwgpjPYFG_1QS8C9F7hUgrab7JASJn?Q 2yR6o_ 1 1-4-0 1 1-4-0 1 1 1-2.6 1 1-0.0 1 1 1-2-0 I p-to-lol 1-2-0 II 1-2-0 1 1-2-0 l i 1-2-0 1 1-2-0 1 Scale=1:36.1 3x4= 4x6= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 o I; 32 31 30 29 28 27 26 25 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 3x5= 3x5= 3x4= 3x5= 3x5= 3x4= 4x6= 1 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— (12:0-1-8,Edgef,(24:0-1-8,Edge],f32:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.12 25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.19 24 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:31-32,30-31,28-30. REACTIONS. (lb/size) 21=655/Mechanical,31=2027/0-5-8 (min.0-1-8),32=825/Mechanical Max Uplift32=913(LC 4) Max Gray 21=656(LC 4),31=2027(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2546,3-4=0/2546,4-5=0/648,5-6=0/648,6-7=-675/0,7-8=-675/0,8-9=-1611/0, 9-10=-1611/0,10-11=-2163/0,11-12=-2163/0,12-13=-2325/0,13-14=-2325/0, 14-15=-2077/0,15-16=-2077/0,16-17=-2077/0,17-18=1298/0,18.19=1298/0 BOT CHORD 31-32=-1244/0,30-31=-1452/0,27-28=0/1188,26-27=0/1933,25-26=0/2325, 24.25=0/2325,23-24=0/2268,22-23=0/1747,21-22=0/715 WEBS 2-32=0/1552,2-31=1691/0,12-26=-428/65,10-26=0/322,10-27=453/0,8-27=0/592, 8-28=-719/0,6-28=0/861,6-30=-985/0,4-30=0/1125,4-31=-1399/0,19-21=-937/0, 19-22=0/764,17-22=-589/0,17-23=0/433,14-23=-281/0,14-24=-135/300 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,0� 3 PR Opp, 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <3 �tJGI NFF�'s�0 6)CAUTION,Do not erect truss backwards. �� 2 LOAD CASE(S) Standard 87022P� �� . 1 N - �Aj,.OR GON qc uN '00 l8ER '° O - A. HE?' EXPIRES:06/30/2015 October 22,2014 r ®WAMM-Ver.?, parameters and READ PINES ON MIS AND 7M21YJED MTER'REFE tEAYE PAGE 14t1.7473 me I/2.1/201$BEcORE USE Design valid for use only with Mifek connectors.This design is based only upon parameters shown.and is for an individual but ding component. T, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage.delivery,erection and bracing.consult ANSI/TPIU Quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane,suite 109 Safety Informatlon available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA.95610 If Southern Pine(SP)lumber is specified,the design values arethese effective 06/03/2013 byAtSC Job Truss Truss Type Qty Ply 3413 BD R43072341 PL14-360_UP F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:56:01 2014 Passe 1 I D:zs2ygYHMYlt1_Z1 p9y12tl yAgg???--bj5a9cr3F1 pyV IBpZZEdKYml?e9PbGXIm5UXzxyR6ny 1 1.0.0 I 0^1h 1r 2-_1 1_lr2 1 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e' ' 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 14-11-11 1 21-4-0 I 14.4-14 11.7-0 7-0 5-9-2 Plate Offsets(X,Y)— f17:0-1-8,Edgel,127:0-1-8,Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deg L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress!nor YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F.0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 OF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4 (min.0-1-8),35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=3935/0,16-17=-3935/0,17-18=-3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=-20/270,17-25=-1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,w) PR ape `Lr� 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be '� S attached to walls at their outer ends or restrained by other means. ,C,,, 0‘GI NE$'- /0 .44 LOAD CASE(S) Standard .87022PE C N � 17' �A�;:OREG•N tisz 4i EXPIRES:06/30/2015 October 22,2014 1 ® WARNS/SB-Ye,'ydavign pwssasetuns sod READ N31S ON TU1ANDIM2.IF`EDMITEKREFERENCE PAGE HIT 7473ret.2/29/2011B80P.EUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and B for an individual building component �I Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector. a erector.Additional permanent bracing of the overall structure is the responsibility of the buldng designer.For general guidance regarding fabrication.qualify control,storage,delivery.erection and bracing,consult ANSI/TPI1 Quality CrIeda,DSB-89 and BCSI Banding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 It Southern Pine(SP)lumber is specified,the design values arethase effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply 341380 R43072342 PL14-360 UP F06 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:56:02 2014 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-3vfyMysi?Kxp7Rm?7HIstmIxT2W7J(e2u?ID4 WNyR6rix 1 1-14-8 lOpep 2-6-0 I I .dLQ11i10 Scale=1:38.5 3x6 FP= 4x5= 5x16= 3x4= 3x4= 3x5= 3x4 II 1 2 3 4 5 6 7 89 10 11 12 13 ® 9 L N I 9 E `/ •\\ I N 1Pe- 22 21 20 19 18 17 16 15 14 5x6= 4x6= 3x8= 3x6= 3x4= 4x8= 3x4= 3x6 FP= � 14-0-14 I 2-1 B 0.1'1 8 1 10-7-14 1 7-04 I 19-7-0 5b27-8 10.1=8 22- 1-0 I 0-7-0 Plate Offsets(X,Y)— 17:0-1-8,Edgej,110:0-2-0,Edgej,(16:0-1-8,Edge1,f22:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.17 18-19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.27 18-19 >786 360 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) -0.01 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:106 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-22:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 14=-258/0-2-12 (min.0-1-8),22=-996/0-2-4 (min.0-1-8),21=2003/0-5-8 (min.0-1-8),15=1230/0-5-8 (min.0-1-8) Max Uplift 14=350(LC 6),22=-1061(LC 6) Max Gray 14e15(LC 5),21=2006(LC 3),15=1231(LC 4) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2107,5-6=1588/0,6-7=-1588/0,7-8=-138410,8-9=1384/0,9-10=-1384/0, 10-11=0/1084,11-12=0/1077 BOT CHORD 21-22=-2107/0,20-21=-1778/0,19-20=0/969,18-19=0/1384,17-18=0/1384, 16-17=0/1384,15-16=0/357,14-15=919/0 WEBS 2-21=1183/0,2-22=0/2360,7-19=0/341,6-19=-269/0,5-19=0/669,5-20=1175/0, 3-20=0/1787,3-21=-921/0,10-15=-1540/0,10-16=0/1112,9-16=-375/0,12-14=0/992, 12-15=-534/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14,22. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9�d PR AFF 5)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement '`C ss 1 at the bearings.Building designer must provide for uplift reactions indicated. ' . % NE �0 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to .1" 2'9 be attached to walls at their outer ends or restrained by other means. C. 87022P E c= 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard N CV Y �A2u.OREG•N et / 'ArOFMQE.R 1\ Pia . SA. HER� EXPIRES:06/30/2015 October 22,2014 4 4 aWPAktelfJ-Ved1ydeafgnpaanleterssodREADNOTESONTHIEAMOIRCLUDE0MITERREFERENC PAGE MI!.7413rat.1/15/1614BEORELISE Design valid for use only with MTek connectors.This design is based only upon parameters shown.and B for an individual building component. NI •Apicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown - is for lateral support of individual web members only.Additional femporay bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSI.89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312 Alexandria.VA 22314. Citrus He' If Southern PinetSP)lumber is specified,the design values are these effective 06f01/2023 byAtSCHeights,CA,95010 Job Truss Truss Type Qty Ply 3413 BD R43072343 PL14-360_UP F07 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:58:03 2014 Page 1 ID:zs2ygYHMYlt1 Z1p9y12t1yAg?7-X5DKZltKme3gIbLBh_G5Pzr7ASrY3Bf2EPze2pyR6nw 1 1-2-0 1 (1/2=5-11 1-2-0 107-21 Scale=1:34.3 4x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4=3x6 FP=3x4= 4x4= 1 2 \\33 4 +\\\5 ///`6 \\\7��7 8 9 10 moi12 13 1415 16 17 18 19 .._.4 -mr- Illir 11144111r"Wil a. rilt-L - 111 l 3 30 29 28 27 26 25 24 23 22 21 r 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5= 4x5= 3x5= 4x6= 3x4= 1.5x4 SP= 14-4-14 I 13-2-14 1P-9.14i 1 20-2-0 I 13-2.14 7-0 7-0 5-9-2 Plate Offsets(X,Y)- (12:0-1-8,Edge1,(13:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.32 26 >750 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.50 26 >480 360 BCLL 0.0 Rep Stress!nor YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20=881/0-4-4 (min.0-1-8),31=881/0-2-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1828/0,3-4=1828/0,4-5=-3135/0,5-6=3135/0,6-7=-3937/0,7-8=-3937/0, 8-9=-4227/0,9-10=-4227/0,10-11=-4040/0,11-12=-4040/0,12-13=3625/0, 13-14=-3103/0,14-15=-3103/0,15-16=3103/0,16-17=-1829/0,17-18=-1829/0 BOT CHORD 30-31=0/980,29-30=0/2541,28-29=0/3595,27-28=0/3595,26-27=0/4141,25-26=0/4181, 24-25=0/3625,23-24=0/3625,22-23=0/3625,21-22=0/2542,20-21=0/981 WEBS 12-24=-340/0,13-23=0/377,2-31=1284/0,2-30=0/1112,4-30=935/0,4-29=0/778, 6-29=603/0,6-27=0/448,8-27=-267/0,10-25=256/66,11-25=-273/0,12-25=0/792, 18-20=-1287/0,18-21=0/1111,16-21=-934/0,16-22=0/735,13-22=-1024/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)31. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��`EQ P.R OFFS LOAD CASE(S) Standard 5� OG.INEFy/029 .870 2PE Nfi ,4 N y .OREGO., tiP.4,/ II'aAMBER 11 �\C)1 . A. HER - EXPIRES:06/30/2015 October 22,2014 I, r ®WA/1NI7;3-Ver'trdesignparametersandREADNJIESaNTHISANDMINDEDMITEKREME CEPAGEMIb7473Inc1/29/201dBEMUSE Design valid for use only with Millet(connectors.This design is based only upon parameters shown.and is for an individual budding component. I- Applicabifity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibilrity of the . erector.Additional permanent bracing of the overall stn,clure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control storage,derrvery,erection and bracing.consult ANSI/TP11 Quality Cr Leda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply 3413 BD R43072344 PL14-360_UP F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:56:04 2014 Page 1 ID:zs2ygYHMYttIZ1 p9y12t1 yAg??-?HnineuyXyBXMlwOEhoKyBOLSsFRoXPBS2iBaFyR6nv 1 1-10-17 I p-o- 1 i-0-o 1 1 1-2-0 II 1-4-10 1 1-3-0 II 1-3-0 1 1-3-0 I I 1-11-8 1 Scale=1:37.0 3x4= 4x12= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x8=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 4,1 _ I a 9 e A 9 e IMII 32 31 30 29 28 27 26 25 24 23 22 21 20 4x6= 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x6= 3x6= 3x5= 3x5= 14-1-2 1 2-1-12 1 12-11-2113-7-0210-7-0 36-210. 1 19-7-4 1 21-9-12 1 2-1-17 10.96 b 7.0 7-0 5.6-2 7-2-8 Plate Offsets my)- [12:0-1-8,Edge),(18:0-3-0,Edgel,123:0-1-8,Edge),[32:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 025 Vert(LL) -0.10 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.16 24-25 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.98 Horz(TL) 0.01 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 20=-565/0-3-12 (min.0-1-8),31=1786/0-5-8 (min.0-1-8),21=1495/0-5-8 (min.0-1-8),32=-809/0-4-8 (min.0-1-8) Max Uplift20=631(LC 6),32=-873(LC 6) Max Gray 31=1788(LC 3),21=1497(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/1020,3-4=0/1020,6-7=-1076/0,7-8=1076/0,8-9=-1543/0,9-10=-1543/0, 10.11=-1662/0,11-12=-1662/0,12-13=-1391/0,13-14=-1391/0,14-15=-269/0, 15-16=-269/0,16-17=-269/0,17-18=0/1309 BOT CHORD 31-32=-1722/0,30-31=-1766/0,29-30=-347/0,28-29=-347/0,27-28=0/698, 26-27=0/1354,25-26=0/1633,24-25=0/1391,23-24=0/1391,22-23=0/821,21-22=-460/0, 20-21=-1309/0 WEBS 13-23=-281/0,2-31=1742/0,18-21=824/0,2-32=0/1930,12-25=-35/470,8-26=0/266, 8-27=389/0,17-21=1081/0,17-22=0/911,18-20=0/1456,6-27=0/531,6-28=658/0, 4-28=0/800,4-30=-943/0,2-30=0/1035,14-22=-718/0,14-23=0/725 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , .-Fs PRQ,i . 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '` be attached to walls at their outer ends or restrained by other means. .�Gj OG -/S:.s/0 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard .87022PE 2"� . / N LCV 7•�'Oj;:OREG•N (61 40 90 S18ER '0 S .4 H P`NP EXPIRES:06/30/2015 October 22,2014 1 r a(L'1AMT -Verity design;ammeters and Pe'ABh)IESONTHIS AND MIMED MIRK REFERENCE PAGE MIT.7473rex 1/29/281€BLCAFUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and,s for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabi5ty during construction is theresponsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery.erection and bracing,consult ANSI/TPI1 Quonly Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumbar is specified,the design values are those effective 06/01/2013 byAtSC Job Truss Truss Type Qty Ply 3413 BD R43072345 PL14-380_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:56:06 2014 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yArgfl-xgvTCJvC3ZRFc34mM6go1 cTdXfsdFXyUIwMBIf8yR6nt 1 1-0-0 1 1 1-0.10 11 1-2-0 1 P "1 1 1-2-0 1 1-7-0 II 1-2-0 1 1-2-0 i Scale=1:35.8 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 F'-' m/ \ 9 / \a/ Na/ NO1 ! 1 \a/- -\ YN / N. N 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 4x8= 3x6 FP= 3x5= 3x5= 3x5= 3x6= 3x5= 4x6= 3x4= 1.5x4 SP= 3x6= 15-2-10 I 14-0-10 le-7-1 q 1 20-11-12 I 14-0-10 )5-7.0 7.0 5-9-2 Plate Offsets(X,V)— 114:0-1-8,Edge],(15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.38 28 >667 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.59 28 >427 360 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.08 22 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=917/0-4-4 (min.0-1-8),34=917/0-3-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1681/0,3-4=1681/0,4-5=-2973/0,5-6=-2973/0,6-7=3886/0,7-8=-3886/0, 8-9=-4421/0,9-10=-4421/0,10-11=-4572/0,11-12=4572/0,12-13=439510, 13-14=4395/0,14-15=-3852/0,15-16=-3266/0,16-17=-3266/0,17-18=-3266/0, 18-19=-1914/0,19-20=-1914/0 BOT CHORD 33-34=0/890,32-33=0/2372,31-32=0/3474,30-31=0/3474,29-30=0/4199,28-29=0/4540, 27-28=0/4507,26-27=0/3852,25-26=0/3852,24-25=0/3852,23-24=0/2668,22-23=0/1024 WEBS 14-26=-31610,15-25=0/423,2-34=1246/0,2-33=0/1107,4-33=-968/0,4-32=01842, 6-32=-702/0,6-30=0/576,8-30=-438/0,8-29=0/312,13-27=-25710,14-27=0/843, 20-22=-1342/0,20-23=0/1166,18-23=-989/0,18-24=0/784,16-24=-25/257, 15-24=-1135/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��ED P.R°FF.S be attached to walls at their outer ends or restrained by other means. �. .�iNUI NE '9,t�lO LOAD CASE(S) Standard 'CV4 2'S" $70 2PE " 7 N w �A�;.OREG N (y9.,40 ps P - A. HESS EXPIRES:DS/30/2015 October 22,2014 f ®IMA'NIN3.Year duign parameters sad RCA D WITS ON THIS AND DAMMED Kirk REFEEREM PI'A9 HIP 7473 reg.I/25/28idBEVREUSE _ Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual bunding component. �, Applicability of design parameters and proper incorporation of component is responsblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding MiTek' fabrication,quality control storage.delivery,erection and bracing.consult ANSI/0.11 Quality Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values arethase effective 06/01/2013 by MSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p Y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury M= Dimensions are in ft-in-sixteenths. • lik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. diagonal stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. Q.• 1/16 2. Truss bracing must be designed by an engineer.For 4 ' wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I O 166,11\110>A121 abracing should be considered. �-� = O3. Never exceed the design loading shown and never Oa stack materials on inadequately braced trusses. �- O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8c6a cs6 designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/7P11. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �i SYP represents values as published specified. 0-04 Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. *111.4 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. MMIMMItr reaction section indicates jointill IIII IIII ill number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM IMO 0 18.Use of green or treated lumber may pose unacceptable =1 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. Mil ANSI/TPI(: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Mi1e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MR 1111191 mil. 14 ,.._,,,,,,,t_ _ FEB © 3 2016 IVIiTeIec.il Yr ;r 1; l‘t RD( k MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-359_UP Fax 916/676-1909 3413 A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43070829 thru R43070837 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. BRED. PRO, � G.INER `� � �NiQ2 87 2P 9<'. y 0A� OREGON ti 'Po FMer=a .0 OS A. HEP EXPIRES:06/30/2015 October 21,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 3413 A R43070829 PL14-359_UP F0t Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co. Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:09:22 2014 Page 1 ID:zs2ygYHMYIII_Z1 p9y12t1 yAg7?-2ETRiXzMP 196C8js5DWFOI LU_MvhH03m87ywEgyR7Th 0-2-2 (61? H 11-ao 1 I 1.2-0 110-8-61 Scale=1:34.8 3x6= 3x4= 3x4 II 4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e_ a ® /\t /\ : /N rmr 461. O. 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 I 13x10= 4x5= 3x5=3x6 FP= 3x5= 3x5= 3x4= 3x5= 3x5= 4x5= 3x4= 1.5x3 SP= 0-10-t µ(}a-112 2 II 20-4-12 19-6-8 I b e 0-1-8 Plate Offsets(X Y)— [1220-1-8 Edge].(27:0-1-8 Edge] (35:Edae 0-1-8) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) lIdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.26 28 >876 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.41 28-29 >566 360 BOLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.07 23 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:106 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=840/Mechanical,34=1101/0-7-0 (min.0-1-8) Max Grav23=847(LC 4),34=1101(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-1627/0,5-6=-1627/0,6-7=-2752/0,7-8=-2752/0,8-9=-3496/0,9-10=-3496/0, 10-11=-3871/0,11-12=-3871/0,12-13=-3861/0,13-14=-3861/0,14-15=-3456/0, 15-16=-3456/0,16-17=-3456/0,17-18=-2689/0,18-19=-2689/0,19-20=-1538/0, 20-21=-1538/0 BOT CHORD 33-34=0/916,32-33=0/2234,31-32=0/3169,30-31=0/3169,29-30=0/3724,28-29=0/3861, 27-28=0/3861,26-27=0/3700,25-26=0/3116,24-25=0/2158,2324=0/818 WEBS 13-27=-275/29,12-29=-354/291,10-29=0/260,10-30=-329/0,8-30=0/468, 21-23=-1146/0,21-24=0/1007,19-24=-869/0,19-25=0/743,8-32=-593/0,6-32=07736, 6-33-859/0,4-33=0/1005,4-34=-1210/0,17-25=-598/0,17-26=0/476,14-26=-396/0, 14-27=-95/494 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. PR 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TP1 1. ���Q �F�s 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Slrongbacks to Ca .�NGI N 4- s/6, be attached to walls at their outer ends or restrained by other means. - 6)CAUTION,Do not erect truss backwards. 444 '9 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)164 lb down at 0-1-8 on top chord. 870 2PE /.r The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). N >N /� LOAD CASE(S) Standard 5. cr% . OREGON 1'1/ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 7 T •, ti `Q Uniform Loads(plf) •C1r%�MBER -.w�` Vert:23-35=-8,1-22-80 S r \P Concentrated Loads(Ib) - A. HS,- Vert:1=-164(F) EXPIRES:06/30/2015 October 21,2014 $ ®WARM;.Verdfydesign paranleftra and READ!Crum THIS AND MIMED 1417ER REFERENCE PAGE NIL 7473 ret 1/19/20I4BIFOREIISE Design valid for use only with Miek connectors.This design is based only upon parameters shown,and 6 for an individual building component. �, Applicability of design parameters and proper incorporation of component is responsdtdity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stobilty during construction is the responsibility of the iTek' erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.Far general guidance regarding fabrication,quality control storage.dedvery,erection and bracing,consult ANSI/TP11 Quality Criteria,058.89 and SCSI Budding Component 7777 Greenback Lane,Suite 109 Safely Intormaton available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 If Southern Pine(59)lumber is specked.the design values are those effective 06/01/2013 byAtSC Job Truss Truss Type Oty Ply 3413 A R43070830 PL14-359_UP : F02 Floor 10 1 Job Reference(optional) Pacific Lumber 8 Truss Co.. Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc.Tue Oct 21 15:09:24 2014 Page 1 ID:zs2ygYHMYlt1 Z1p9y12tlyAg??_cbB7D?cxePgSSsFDe411Cloy9Y41Hs3bRR1JYyR7Tf 1 1-0-0 1 1 1-1-10 11 1-2.0 I -7-711 1-2-0 11-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 , P sY @ - o aY e .• e o s e �_, e 3. / \a,/ \ / \ te \ ms \e e/ \ee \ \ / \ 12 •30 29 28 27 26 25 24 23 22 21 1 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x6= 3x4= 14-2-2 1 13-0-2 13-7-21 I 19-11-4 I 11-0-2 o-7-0 0-7-0 5.9-2 Plate Offsets X.Y)— [)4:0-1-8.Edge).(24:0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=-4122/0,11-12=-4122/0,12-13=3586/0, 13-14=-3586/0,14-15=-3053/0,15-16=-3053/0,16-17=-1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=66217,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PR. OrFs LOAD CASE(S) Standard ,.. ' G(NE9 `s/a 87022PE 2< 'ci IV y �Aj;.OREGO., (yam it// OS A. He... EXPIRES:OS/30/2015 October 21,2014 t, ®MUMS-Verity design paantemrs and READ N)7S ON IVIS AND INCLUDED HITEX REFETIEM'S PAGE HIT 7673 ren 1/29/10l813Es1R£(/SE , Design valid for use only with Mitek connectors.This design is based only upon parameters shown.ands for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown NI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mi Tele erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage.deOvery,erection and bracing.consult ANSI/WPl1 QuaBty Criteria,DSB-89 end SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values arethase effective 06/01/2013 byALSC Job Truss Truss Type City Ply 3413 A R43070831 PL14-359_UP F03 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co.. Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:09:26 2014 Page 1 I D:zs2ygYHMY1lt11_RZ�1 p 9y12t1 yAg??-w?jyYv1 sTGgXhmodK3bBY8V98zJ6D5mL3kw8NRyR7Td 1 1.6.0 1 1-3-4 1 1 1-1-10 11-0.0 1 1 1-7-0 If-1 Scale=1:38.1 3x4= 4x8= 3x4 II 4x4= 355= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 _ \ e e • /\:/\ / / /-�7!/ \ .%/• ! ` ;mee e s :r oss• 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4= 14-0-14 I 3-0.4 1 12-10-14 1p-5-14 1 22-4-12 I 3-0.4 9-10-10 7.0647-0 8-3-14 Plate Offsets 0(Y)— [12:0-1-8.Edge].[27:0-1-8.Edge].[35:Edge.0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0 (min.0-1-8),35=-893/0-2-4 (min.0-1-8) Max Uplift35=984(LC 4) Max Grav23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=-574/0,7-8=-574/0,8-9=-1631/0, 9-10=1631/0,10-11=-2296/0,11-12=-2296/0,12-13=2565/0,13-14=2565/0, 14-15=-2528/0,15-16=-2528/0,16-17=-2528/0,17-18=-2064/0,18-19=-2064/0, 19-20=-1227/0,20-21=-1227/0 . BOT CHORD 34-35=-1498/0,33-34=-1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=-1780/0,12-29=-548/0,10-29=0/396.10-30=-537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=-1070/0,433=0/1208,4-34=1446/0,21-23=928/0, 21-24=0/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,14-27=-266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. Q P.R Q 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 'c�� F?ss 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1� �NG(NEF, /O 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to : 2 be attached to walls at their outer ends or restrained by other means. 474 87022P E '31� 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard CO 0^oi,:OREGON rye / 0 BER '‘� P� S A, HES EXPIRES:06/30/2015 October 21,2014 4 1 ®WARMIFYJ-Verity design yaramerrrs and READ NOIES ON THIS AND INCLU`ED MIIEKREFEREhtE PAGE 1111.7473 rec 1,129/2014116011E USE Design valid for use only with Miraconnectors.This design is based only upon parameters shown.and is for an individual building component. Ni t Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsblity of the building designer.For general guidance regarding fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPll qualify Criteria,05B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 31Z Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumbar is specified,the design values arethase effective 06/03/2013 by ABC Job Truss Truss Type Qty Ply 3413 A R43070832 PL14-359 UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Tue Oct 21 15:09:28 2014 Page 1 ID:zs2ygYHMYIII_Z1p9y12t1 yAg??-sOriya27?twFw3AOSUdfdZaWOm0dh1 DeW2PFSJyR7Tb 1 1-4-0 1 1-4-0 1 1 1-1-6 1 1-0-0 1 1 1-2-0 11)-10-101 1-2-0 11 1-2.0 1 1-2-0 11 1-2-0 11-2-0 1 Scale=1:36.1 3x4= 4x6= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4 = 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ® - &A.4.1111WIWII•N_ T' e p 9.. u IOWA IMO 32 31 30 29 28 27 26 25 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 3x5= 3x5= 3x4= 3x5= 3x5= 3x4= 458= 1 2-11-0 1 21-3-0 I 7-11-0 18-40 Plate Offsets(X.Y1— f12:0-1-8.Edgej.[24:0-1-8.Edge[.[32:Edae.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.12 25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.19 24 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:31-32,30-31,28-30. REACTIONS. (lb/size) 21=655/Mechanical,31=2027/0-5-8 (min.0-1-8),32=-825/Mechanical Max Uplift32=-913(LC 4) Max Grav21=656(LC 4),31=2027(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2546,3-4=0/2546,4-5=0/648,5-6=0/648,6-7=-675/0,7-8=-675/0,8-9=-1611/0, 9-10=1611/0,10-11=-2163/0,11-12=-2163/0,12-13=-2325/0,13-14=-2325/0, 14-15=-2077/0,15-16=-2077/0,16-17=2077/0,17-18=1298/0,18-19=1298/0 BOT CHORD 31-32=-1244/0,30-31=-1452/0,27-28=0/1188,26-27=0/1933,25-26=0/2325, 24-25=0/2325,23-24=0/2268,22-23=0/1747,21-22=0/715 WEBS 2-32=0/1552,2-31=-1691/0,12-26=428/65,10-26=0/322,10-27=-453/0,8-27=0/592, 8-28=-719/0,6-28=0/861,6-30=-985/0,4-30=0/1125,4-31=-1399/0,19-21=-937/0, 19-22=0/764,17-22=589/0,17-23=0/433,14-23=-281/0,14-24=-135/300 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ckc) PR Op. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to rs be attached to walls at their outer ends or restrained by other means. \rr0� 0N(,bINE - ozo 6)CAUTION,Do not erect truss backwards. :Co. Qi LOAD CASE(S) Standard 87022PE �r N � �A�,:OREGb., , rye (C!� .00.cM8ER0 Pio 5A_ He?, EXPI RES:06/30/2015 October 21,2014 t r AI WARNIN3-Ver'fydellga parameters and READ N31TS ON 7M.SAND 7M1UDED MITER REFERENCE PAGE HU.7473 rev,1/29/2014MIRE IST Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �• Applicability of design parameters and proper incorporation of componentisresponsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/1181 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP)lumber is specified,the.design values are those effective 06/01/2013 byAtSC Job Truss Truss Type Qty Ply 3413 A R43070833 PL14-359_UP F05 Floor B 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:09:30 2014 Pagel ID:z52ygYHMYIll_Z1p9y12tlyAg?7-pmySNG4NXUAzANKPZvfj goLabR9 bx_MuLWCyR7TZ 11-0-0 I O) I 1-2-0 11}7-211 1-2.0 1 1-2-0 I1 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3• yyy`4p 5 yyy6 7 yyy8•-```9-9 10 ``11 112 ``13 141/44 15 16 17 18 1.9 20• 21 22 CNI „. r ms. gi -\N .• ‘'iii r-- ,,,.....,/ N. 1.1 . .ILL ' *e 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5 = 4x6= 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 1¢11-11 1 21-4-0 1 14-4-14 7-0 7-0 5-9-2 Plate Offsets(XX)— [17.0-1-8 Edgey[77:0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4 (min.0-1-8),35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0.10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=4554/0,14-15=-4554/0,15-16=-3935/0,16-17=-3935/0,17-18=-3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935.24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=724/0.6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=-20/270,17-25=-1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '(<.- -c) PR 0F�s1S 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <.i •�NG[NE - /.. LOAD CASE(S) Standard .' 870 2PE " LD 7A�,:OREG Ne <U .0 '•4BE'B OS ��P A. HE EXPIRES:06/30/2015 October 21,2014 1 i ®WARNIMS-Verify design parameters and READ hMIESMINUS AND JAMMED MrTEKREFERENKEPAGEMII.7473tor.1/29/20I4BEVREII$ Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for on Individual building component. l, Applicability of design parameters and proper incorporation of component is responsiblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the '.. MI tT ekR erector.Additional permanent bracing of the overall structure Is the responsblity of the bung designer.For general guidance regarding fabrication.quality control storage.delivery,erection and bracing,consult ANSI/TP11 Qualify Gracia,DSB-89 and SCSI Building Component nn Greenback Lane,Suite 109 Safety Information avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values arethese effective OS/0112013 by ALSC Job Truss Truss Type Qty Ply 3413 A R43070834 PL14-359_UP FO6 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:09:32 2014 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-194Doy5d36QhPhUnh1GboPIBVOLGdpvERgNSb4yR7TX 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 1 Fal Scale=1:38.5 3x4= 4x8= 3x4 II 4x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 1322 )K, 4 157 18 19 20 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 3x6 FP= 4x5= 3x5= 3x5= 3x4 = 3x5= 3x5= 3x5= 3x4= 4x6= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVE BY PROJECT ENGINEER 14-0-14 I 3-0-4 I 12-10-14 1-5-11 1 22-7-8 I 3.0.4 9-10-10 7-0 8-6-10 0-7-0 Plate Offsets(X Yl- [12.0-1-8.Edae].[27:0-1-8 Edael [35•Fdge.0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(rL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12 (min.0-1-8),34=2195/0-7-0 (min.0-1-8),35=-917/0-2-4 (min.0-1-8) Max Uplift35=-1009(LC 4) Max Grav23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=-555/0,7-8=-555/0,8-9=-1636/0, 9-10=-1636/0,10-11=2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=-2578/0,15-16=-2578/0,16-17=-2578/0,17-18=2096/0,18-19=-2096/0, 19-20=-1244/0,20-21=-1244/0 BOT CHORD 34-35=-1534/0,33-34=-1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=1820/0,12-29=-579/0,10-29=0/411,10-30=-553/0,8-30=0/694, 8-31=821/0,6-31=0/963,6-33=-1086/0,4-33=0/1225,4-34=-1464/0,21-23=-940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,14-27=-268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. El) PR Op 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �e` Es 5)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement Cj� ENGINE - Q./O at the bearings.Building designer must provide for uplift reactions indicated. 2 17 1 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails, Strongbacks to 870 2PE C.- be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard U) >CV /v ' A�,.OREGON c5 AU Or�MBER 1 P S A. HE. EXPIRES:06/30/2015 October 21,2014 1 ®KAMM-Veaydesign pwame01n ad REAP F/>7ES ON 7NIS AND 7`K:1USED HI1EKREFEREMT PAGE HIS.7473 ret 1/29/2018 Bl 0/tEUSE Design valid for use only with MEek connectors.This design is based only upon parameters shown,and is for on individual bulling component. , Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown WI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsblity of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria.DSB-89 and BCSI Building Component 77n Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA,95610 1f Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 try MSC Job Truss Truss Type Qty Ply 3413 A R43070835 PL14-359_UP F07 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:09:34 2014 Page 1 ID:zs2ygYHMYIII_Z1p9y12t1yAg?7-hXCzDe7tajgPe_dAolk3tgq f 0Bz25pCXu_sZfzyR7TV I 1-2-0 1 I�.11 1-2-0 1I12:2I Scale=1:34.3 4x4= 3x4= 3x4= 3x4= 3x4 = 4x4= 3x4=3x6 FP=3x4= 4x4 = 1 2 3 4 5 6 +```77--///`8 ae ``` 9---�///`10 11 i12 13 14 15 16+``` 1177 ///18 19 1 e V edilimi ,1 ler e - 1111 lili 3 30 29 28 27 26 25 24 23 22 21 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5= 4x5= 3x5= 4x6= 3x4= 1.5x4 SP= 14-4-14 1 13-2-14 113-9-141 1 20-2-0 I 13-3-14 0-7-0 0-7.0 5-9-9 Plate Offsets(X Yl— [12:0-1-8 Edge) [13:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.32 26 >750 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.50 26 >480 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20=881/0-4-4 (min.0-1-8),31=881/0-2-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1828/0,3-4=-1828/0,4-5=-3135/0,5-6=3135/0,6-7=-3937/0,7-8=-3937/0, 8-9=4227/0,9-10=4227/0,10-11=-4040/0,11-12=-4040/0,12-13=3625/0, 13-14=-3103/0,14-15=-3103/0,15-16=3103/0,16-17=1829/0,17-18=1829/0 BOT CHORD 30-31=0/980,29-30=0/2541,28-29=0/3595,27-28=0/3595,26-27=0/4141,25-26=0/4181, 24-25=0/3625,23-24=0/3625,22-23=0/3625,21-22=0/2542,20-21=0/981 WEBS 12-24=-340/0,13-23=0/377,2-31=1284/0,2-30=0/1112,4-30=-935/0,4-29=0/778, 6-29=-603/0,6-27=0/448,8-27=-267/0,10.25=256/66,11-25=273/0,12-25=0/792, 18-20=-1287/0,18-21=0/1111,16-21=-934/0,16-22=0/735,13-22=1024/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)31. 4)This truss is designed in accordance with the 2012 International BuildingCode section 2306.1 and referenced standard ANSI/TPI 1. 9 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��0 PR O Fs LOAD CASE(S) Standard0 GINEF- (90./. '' .870 2PE r to •? �9,,,;:OREGON rye Ag 0OstijB ER \ . + : A. HER EXPI RES:06/30/2015 October 21,2014 B a ®IYARMIM3-Ver'tydesJnparameters andREADM77ESONTHISANDMOMS Mt•FE('REFFsENDEPAGE 14117473rec1/19/26tSWORE USE Design valid for use only with Mgek connectors.This design is based only upon parameters shown,and is for an individual building component. 1, Applicability of design porometers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabilty during construction is the responsibitlity of the --• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVI iTek' fabrication,quality controL storage.delivery,erection and bracing,consult ANSI/TP11 Qualtiy Cdleda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avafiable from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP)lumber isspectfied,the design sntues are those effective 06/01/2013 byAtSC Job Truss Truss Type Qty Ply 3413A R43070838 PL14-359_UP F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co.. Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:09:36 2014 Page 1 I D:zs2ygYHMYIti_Z1 p9y12t1 yAg??-dwJkeJ886Kw7u1nYwAmXyFwtw?k7ZdJgMI LgksyR7TT 1 1-6-0 1 1-3-8 1 i 1-1-10 1 1-0-0 1 1 1-2-0 II 1-4-10 1 1-2-0 i i 1-2-0 1 1-2-0 11 1-2-0 11-2-0 1 Scale=1:37.1 3x4= 5x6= 3x4 II 4x4= 3x5= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 >*: 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 3x5= 3x5= 3x4= 3x5= 3x5= 3x4= 4x6= 14-1-2 I 3.04 I 12-11-2 3E-2II I 21-9-12 I 3-0-8 9-10.10 b-7-0 b-7.0 7-8.10 Plate Offsets(X Y)— [12:0-1-8 Edge] /24:0-1-8 Edge] (32•Edge-0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deo Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.14 24 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.22 24 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.85 Harz(TL) 0.02 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 OF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:31-32,30-31,28-30. REACTIONS. (lb/size) 21=672/0-3-12 (min.0-1-8),31=2052/0-7-0 (min.0-1-8),32=-817/0-4-8 (min.0-1-8) Max Uplift32=-909(LC 4) Max Grav21=673(LC 4),31=2052(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2654,3-4=0/2653,4-5=0/751,5-6=0/751,6-7=-630/0,7-8=-630/0,8-9=-1621/0, 9-10=-1621/0,10-11=-2223/0,11-12=-2223/0,12-13=-2440/0,13-14=2440/0, 14-15=-2440/0,15-16=-2157/0,16-17=-2157/0,17-18=1337/0,18-19=-1337/0 BOT CHORD 31-32=-1386/0,30-31=-1580/0,27-28=0/1171,26-27=0/1970,25-26=0/2440, 24-25=0/2440,23-24=0/2373,22-23=0/1808,21-22=0/734 WEBS 2-32=0/1666,2-31=-1672/0,12-26=-496/34,10-26=0/355,10-27=-491/0,8-27=0/631, 8-28=-758/0,6-28=0/900,6-30=-1024/0,4-30=0/1162,431=1397/0,19-21=962/0, 19-22=0/790,17-22=-618/0,17-23=0/458,15-23=282/0,15-24=-147/318 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (AO PR Op-1.. be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. <3 `4NGINE�4, Z7 9 LOAD CASE(S) Standard L7; .87022P,7 r 7 �A15.,OR GON: -$ 4/ O- AMBER ,�.' �O . On A. HERNP EXPIRES:06/30/2015 October 21,2014 6 1 ®WARNWJ-Verifydcsiyn;ardmcfrsoralR�lora lo CII1187AND IM1DEEDMINFKREFEREEM PAGEENII.7473res!/19/16t481?OREUSE I �r Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. ek� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/iP11 Quality Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95510 If Southern Pine(SPj lumber isspecifred,Ora design values arethoce effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply 3413 A R43070837 PL14-359_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:09:38 2014 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-aJRU3?AOeyAr7cnoc1 ap?1 g?A7oJN1 bm6pcgmokyR7TR 1 1-0-0 1 1 1-0-10 11 1-2-0 I r 7-21 11-2-0 1 1-2-0 ii 1-2-0 1 1-2-0 1 Scale=1:35.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x4 = 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N „�..\fi •li..\�i�����\moi I\���`\ 1,04 33 32 31 30 29 28 27 26 25 24 23 4 3x4= 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x6= 3x5= 4x6= 3x4= 1.5x4 SP= 3x6= 15-2-10 I 14-0-10 1 7-10 I 20-11-12 1 14-0-10 7-0 0-7-0 5-9.2 Plate Offsets(X Y1-__114:0-1-8 Edge) [15'0-1-8 Engel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.38 28 >667 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.59 28 >427 360 BCLL 0.0 Rep Stress Ina YES WB 0.59 Horz(TL) 0.08 22 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=917/0-4-4 (min.0-1-8),34=917/0-3-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1681/0,3-4=-1681/0,45=4973/0,5-6=-2973/0,6-7=-3886/0,7-8=-3886/0, 8-9=-4421/0.9-10=-4421/0,10-11=4572/0,11-12=-4572/0,12-13=-4395/0, 13-14=-4395/0,1415=-3852/0,15-16=-3266/0,16-17=-3266/0,17-18=3266/0, 18-19=-1914/0,19-20=-1914/0 BOT CHORD 33-34=0/890,32-33=0/2372,31-32=0/3474.30-31=0/3474,29-30=0/4199,28-29=0/4540, 27-28=0/4507,26-27=0/3852,25-26=0/3852,24-25=0/3852,23-24=0/2668,2243=0/1024 WEBS 14-26=-316/0,15-25=0/423,2-34=-1246/0,2-33=0/1107,433=-968/0,4-32=0/842, 6-32=-702/0,6-30=0/576,8-30=-438/0,8-29=0/312,13-27=257/0,1427=0/843, 20-22=-1342/0,20-23=0/1166,18-23=-989/0,18-24=0/784,16-24=-25/257, 15-24=-1135/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131”X 3")nails. Strongbacks to . ‘1,� sl ,) PR()Fe be attached to walls at their outer ends or restrained by other means. �5•� NG(NEF. o. LOAD CASE(S) Standard �- ' .87022PE yN �N '�-0 OREG•N ti ,- - 0 $% SER 0 '\. . A. HE EXPIRES:06/30/2015 October 21,2014 t ®WARM/?.-Ver,'tydcsign parameters and READ N)315 ON THIS AND 1M1IEED MIIEKREFDEN E PAGE MIT 7473 mc.I,/1S/ZOi4 B&3)REUSE Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an Individual building component. Mill• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown - is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibllliily of the M.y erector.Additional permanent bracing of the overall structure is the responsibility of the butding designer.For general guidance regarding fabrication,quality control.storage.delivery.erection and bracing.consult ANSI/T111 Quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 It Southern Pine(SP)lumber is specked.the desigsrvalues acerbate effa rtive 06/03/2013 by AM Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/aI I (Drawings not to scale) Damage or Personal Injury are indicated. g 1u ry MOEDimensions are in ft-in-sixteenths. •rioh, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. 3. Never exceed the design loading shown and never 2. Truss bracing must be designed by an engineer.For Q 1/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I a- 111 irAlli r lE lbracing should be considered. Oz„ stack materials on inadequately braced trusses. his truss sign to the ng For 4 x 2 orientation,locate O C7-8 C6-7cs s Or 4. Provide copies of designer,erection tsupervisor,r,property ownerand plates 0-1'i 'from outside BOTTOM CHORDS alt other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. SEM. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMI MI lII,t 18.Use of green or treated lumber may pose unacceptable iii.rm� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. 0 BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013