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Plans (33) iu ST,k f QO9�' I 3 5 SIelf9 Job Transmittal MITek USA, Inc. Nil 111101101111111 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 1\ Transmittal Notes: Design Notes: FTP:410990.zip 10/23/2014 11:33:23 AM Page 1 IIIIII IIIIII 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 KDDF N16BTR LOAD DURATION INCREASE = 1,15 NOTE:Design assumes moisture content does BC: 2x4 KDDF /MUM SPACED 24.0. O.C. not exceed 19% at time of manufacture. TO LATERAL SUPPORT <= 12'OC. 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 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,M20HS,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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Reor equal typical stud verticals. Referer to CompuTrus gable end detail for 7-07-02 7 06-14 complete specifications. '( f 1' 12 HM-4x4 12 10.90 7 �� Q 10.90 II co 0 Oct O co 41111�I� hulL o o O M-3x4 M-3x4 y ), .• ), 1-00 15-02 1-00 JOB NAME: 3413-A POLYGON NW - Al ��,�o PROF�sel Scale: 0.3516 e/N'7Q,9 w WARNINGS: GENERAL NOTES,unless otherwise noted: (.��]z INT p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ;92 P E t' Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ i .. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�/�� DES. BY: EE is the responsibility Witte erector.Additional permanent bracing ofpt,. continuous bridging sheathing such as plywood lnp(e n and/or drywea(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++ el cc- 4.Na bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'I7 OREGON 4./' SEQ. : 6095 204 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, 44, qj �� ,f\ design bads be applied to any component and are for"dry condition"i of use. / 4:y rLQ. ..t., TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tuft bearing at a0 supports shown.Shim or wedge If Q 14, �Q.1 fabrication,handing,shipment and Installation of components. necessary. 1 6.This design Is famished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. R R) .. 9M by 8.Plates shall be located on both faces of truss,and placed so their center coin 1111 I II I IIII IIII IIII II I IIII IIII BCSI.copies of which Will be finished upon Mire SA,�lnciCompuTrus Software 7.6.6(1 L)E request. 10.Forlines basic co nectorde with oplate eint edesign values see ESR-1311,ESR-1988(MITek) nter Ines. 9.Digits Indicate size of late in Inches. EXPIRES:12/31/2015 I `S�, - , p k 0CCONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED FEB 42016 '4r ❑ NON-CONFORMING–REVISE&RESUBMIT 34 THE SHOP DRAWING HAS BEEN ROAMED FOR GENERAL COONFOVE.A-NCE Clt .5 .t 7 MI DESIGN CONCEPT OHS MD DOES NOT RRJ- EVE THE ti' '' 2= FABRICATC?i/vENDOE OF RESPONSEBtIY FOR CONFORMANCE WITH DESIGN $ ; .- DRAVA1MS.SVER TEAPECIFICAETOVS,AND APDL CAE).E CODES.Ali WFECH HAVE ` b. ,r 'i c PRORITY OVER SHOP DRAWING. ,_ �vr•Uf�a , By David R Burnett Date 10/28/14 MILBRANDT ARCHITECTS GF ,, • - —.—r- _ ® CONFIRM i TO DESIGN CONCEPT ;,,-� ❑ CONFIRM i TOS DESIGN CONCEPT WITH REVI°ION 6 AS SHOWN ,r ❑ NON-_'ONE ORMING-REVISE AND RESU3MIT 1� T.:IS SHOT DEtAING tVS SEEN REVIVED FOR GENERAL CON OEEAE.E v WITH THE USIA CD CEPT ONLY AF DOES NOT RELIEVE TIE ,� FASR'CATORIVF`DOR F RECIFICIBILITi FDP.CONFORN,WCE WIR.I TEE DESRIN DREIIII�S All°SPECIFICATICAS ALL OF NNICH NAYS PRIORITY , OVER THIS SHO?MA'INS. CONTEACTOR SHALL VERIFY AL.DISIE:SICES. •.5:12 By: Todd N.Eat n Cale:Octobe^30.2014 /I CT ENGINEERING INC 4 4 V v v v v V •.5:12 1L91: 12 HU-26 10.!1:1! E r . IN� h_. , I W l 4112 I _ ljj 10.91:181 I v ae� co..b. t° : —1--- GARAGE 8 •=� 15"-r I- 1 21-4' T-2" i_ 14' I 2T-6" 34'-0' m Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 10/28/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL 1♦ , PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER 3413-A POLYGON NWDESIGNER/ENGINFORMATION.NEER OFBUILDRECORD RESPONSIBLE FOR ALL NON-TRUSS , er PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3413-A / A-NI-1 CHECKED BY: DESIGNER/ENGINEERREOVE RECORD TO COMPANY' DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. - �' ' 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 ❑ CONFORMS TO DESIGN CONCEPT WITH 34, REVISIONS NOTED I ❑ NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAW DRAWING HAS BEEN RE^VEWED FOR GENERAL CONFORMAIICE �.. WITH DESIGN CONCEPT ONLY AHG DOES NOT REUEVT THE FABRIC.ATORM1ENDOR OF RESPONSlBEUTY FOR CONFORMANCE WITH LESION 1�y N DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE 61-0 = PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/28/14 MILBRANDT ARCHITECTS ® CONFORM 3 TO DESIGN CONCEPT I �� I, IT- ❑ CONFORM 3 TO DESIGN CONCEPT W ��r I ' REVISION i AS SHOWN 0 NON-.ONI ORMING-REVISE AND RES 1BMIT ,� THIS SHOP DPA MG 'AS BEEN REVIEWED FOR GENERAL GOVERNANCE II.N WITH THE DESCO-CEPT ONLY AND ODES NOT RELIEVE LHEIDOR FABRICATORIYE .F RESPONSIBILITY FOR CONFORILLI E WITH THE � / DESIGN DRARIUS AN:SPECIFICATIONS ALL OF WHICH!WE PRIU.TITY OVER THIS SHG'DRA ISA. CONTRACTOR SHALL VERIFY A.L DIMENSIONS. •1 By: Todd R.Eat n Date:October 30,2014 CT ENG NEERING INC A. N N i 4 ‘11- Siv tk.5: 10.' •12 '0 12 191.12 �D D� `� ,:12 A 8 GARAGE <• is-r - • /14'.61 I 7'-2' I 12'-4' k34'.0' 2T AN Copyright..mpuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/28/14 TRUSS PLACEMENTCOUL no SAID° ENGINEERED STRUCTURAL ill _.... PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER _ 3413-A POLYGON NWDESIGNERIENGNEEROFI"RECORo ' RESPONSIBLE FOR ALL NON-TRUSS �'' PLAN: DRAWN BY': REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3413-A / A-NH CHECKED BY. DESIGNER/ENGINEERRIAROOVE EOF COROL To T�D C O.M P 1#N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. --- ■ .` ,',c. 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. IIIIIIIII IIII 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 KDDF 8166TR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 2x6 KDDF 816BTR T1 SPACED 24.0. O.C. BC: 2x4 KDDF 816BTR9-2- 4=( 0) 0 8- 9=(-387) 534 9=(-284) 490 WEBS: 2x4 KDDF STAND LOADING 3. 4=(-545) 308 9- 6=(•185) 448 9- 5=(-164) 138 4- 5=(-566) 370 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6. 6=(-716) TC LATERAL SUPPORT <= 12'0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 355 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 6' 7=1 O) 76 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL SLOPED TOP CHORD 2AREAS4OC 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' 0/ 318V 0/ OH 153.50' 0.51 KDDF ( 625) OVERHANGS: 0.0' 12.0' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 27'- 6.0' -269/ 778V 0/ OH 5,50' 1.24 KDDF ( 625) M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Design checked for net(-5 psfl uplift at 24 'eC spacing.) vertical members (non). 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,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.007' @ 27'- 0.5' MAX HORIZ. TL DEFL = 0.009' @ 27'- 0.5' 1-00 27-06 'f 'f f contendoes ,r14-09 2-06-05 3-07-11 3-08-09 3-10-07 notEexceedn19% atas timeire ofumanufacture. 12 M-4x6+ f T f 12 T Design conforms to main windforce-resisting system and components and cladding criteria. :` 10.90 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=1.6, -5X6+ Truss designed for wind loads in the plane of the truss only. 14M0M-4X6 Gable end truss on continuous bearing wall UON. M-5x6+ M-1x2 or equal typical at stud verticals. cn A 1 complefer te spComecificationse end detail for co0 r, .M-1.5x3 111/1 ci Ailiiik AIL LID M-3x5+ M-31590.25" M-3x4 y M-5x12(S) y 3' y y 19-11 7-07 y y 1-00 27-06 1-00 _ �0 PROF JOB NAME : 3413-A POLYGON NW - 61 Scale: 0.1670 �Gj��GNGIN Fps/O WARNINGS: GENERAL NOTES,unless otherv4se noted: LLC? v iO/�I 2,,.� 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 7'9210 P E r' Truss: B1 and Warnings before construction commences, building component.Applicability of design parameters and proper / 2.2x4 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 of /� DES. B Y: 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 4� DATE: 10/23/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), `resp,,,. Po b B 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. .OREGON SEQ. : 6095205 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, � /� design bads be applied to any component and are for'dry condition"of use. TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge If ...%Q y 14 2� A'!- fabrication,handling,shipment and Installation of components. Dnecessary. ,r_� 'Co' fabrication, This design Is furnished subject to the limitations set forth 7.Design assumes adequateatedonboth drainage sof provided. a '(' R R`L I 111111 11 11111 El MI 11111 11111 El II B.Platesshallbelocatedenbothloosea wss,andpiacodaetheircenter 7PIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 190.Pun basDigits icicate size connectorplate design ate In values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0' ICOND. 2: Design checked for net(-5 asfl uplift at 24 'oc snacing.l TC: 2x4 KDDF 9158TR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF H166TR SPACED 24.0' 0.0. 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), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Connector plate prefix designators: Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. 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. 20-0120-01 T '( i' 13-04-09 6-08-07 6-08-07 13-04-09 12 IIM-4x4 12 s- 7,50 7. 3 Q 7,50 111M-3X5(S) M-3x5(S +r O N O 4 co co O o M-3x5(5) M-3x5(5) O f- M-3x4 M-3x4 ), y 15-11 y 8-04 y 15-11 y 2-00 y 40-02 ��Q,`,4DCPROFe. JOB NAME: 3413-A POLYGON NW - Cl Scale: 0.2013 �5 NGIN 6:0%tel_ WARNINGS: GENERAL NOTES,unless otherwise noted: ‘151. v/0/P -v9 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based onlyupon the parameters shown and Is for an Individual t' ..!92•OP E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C 1 incorporation of component Is the responsibility of the building designer. 2.2z4 compression web bradng 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 constructionby DES. BY: EE Is the responsibility2'o.c.and at 10'o s.respeetivey unless braced throughout their length of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2*Impact bridging or lateral bracing required where shown*+ • sr 4.No load should be opened to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A OREGON: b ' S E Q. : 6095206 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /" 7, N design loads be appied to any component. and ere for"dry condition"of use. '}' 2 "1" necessary. TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tun bearing at an supports shown.Shim or wedge if Q R1310- 6. 1 4 (� fabrication,handing,shipment and installation of components. necessary. ' ' R 1�,' ' 9 P po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be locatedpon both faces of truss,and placed so their center s IIII I I I I III I VIII I I I III III I 1111 1111 MTPI/WrCA in BCSI,copies of iTo USA.Inc./CompuTrusISoftware 7.6.6(1 L)E ch will be furnished upon request. 10.Folinr basic co nectorde with oplateint e nter lines. 9.Digitsdesign values see ESR-1311,ESR-1988(MiTek) Indicate size of late In Inches. EXPIRES:12/31/2015 IIII 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 O1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 120 2-10=(-710) 2343 3-10=(-296) 328 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2- 3=(-2653) 1012 10.11=(-484) 1960 10- 4=(-242) 566 WEBS: 2x4 KDDF STAND 3- 4=(-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 <= 12.0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-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 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 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 net(-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' @ -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' 20-01 20-01 MAX HORIZ, TL DEFL = 0.096' @ 39'- 8.5' f T T NOTE:Design assumes moisture content does 6-11-13 6-06-10 6-06-10 6-06-10f 6-06-10 6-11-13 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 7.50Q 7.50 4.0" Wind: 140 mph h=25.5ft, TCDL=4.2,BCOL=6.0, ASCE 7.10 5 .ff (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), !)� load duration factor=1.6, M 5X6( . S)" 0M-5X6(S) Truss designed for wind loads in the plane of the truss only. 025 .25" r o M-1.5x3 M-1.5x3 v ..4111A \ / /16111\ 0 ' 10 1 't� 13 t\. o 0/..%4-3x6 M-3x4 b.25" 0.25 M-3x4 M-3x6 0 M-5x6(S) M-5x6(S) ,, y 8-03-08 7-07-08 8-04 7-07-08 8-03-08 , , 2-00 40-02 1-00 JOB NAME: 3413-A POLYGON NW - C2 Scale: 0.1360 �<° /07 N �FFon WARNINGS: GENERAL NOTES,unless otherwise noted: <(y /0707 -'9 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end Is for an Individual C' ^nJ2 1 0 PE 1.- Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. B Y: EE 2'o.c,end at 10'o.c.respectively unless braced throughout their length by �® Is the responsibility ty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�1/n;;- DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ I Q 4.No load should be tippled to any component until after all bracing and 4.installation of truss In the responsibility of the respective contractor. OREGON SEQ. : 6095207fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, G /� 1k TRANS ID: 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 8.Design assumes Poll bearing at a8 supports shown.Shim or wedge If % I' 14 2Q A fabrication,handing,shipment and installation of components. 7.necessary. provided.Is - `- 6.This design Is furnished subject to the imitations set forth by 8.PlatesnsF all be locategd on both te drainage of truss,and placed so their center � R R I L� 113 VIII 1111111111111111 VIII IIII IIII TPI/WTCA In SCSI,copies of which will be furnished upon request. Ones coincideindicatwith joint center Ines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2075 IIIIIIIIIIIIII 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 r#1&8TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 120 2.12=) -708) 2287 3-12=( -296) 328 8.17=( -17) 367 BC: 2x4 KDDF pt&BTR SPACED 24.0' 0.C. 2- 3e(-2616) 1012 12-13=( -482) 1903 12- 4=( -243) 566 17- 9e(-835) 497 WEBS: 2x4 KDDF STAND 3- 4=(-2474) 1127 13-14=( -181) 1382 4.13e) -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 <= 12'0C. 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 BOG REQUIRED BOG 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) 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -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' MAX TL CREEP DEFL = -0.003' @ 41'- 2.0' Allowed = 0.133' 12 M-4x6 '12 MAX HORIZ. LL DEFL = 0.096' @ 39'- 8.5' 7,50 7.50 MAX HORIZ. TL DEFL = 0.161' @ 39'- 8.5' 4.0" 5 ,6. NOTE:Design assumes moisture content does i r\ not exceed 19k at time of manufacture. k Design conforms to main windforce-resisting /7 k1-3x5 system and components and cladding criteria. M-5x6(S) 0.25" 0.25" M 5X6(S) Wind: 140 mph, he25,5ft, TCDL=4.2,BCDLe6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads M 3X4 in the plane of the truss only. c M-1.5x3 III v M-3x5 L/Allio. M-3x8 op. _ ' . 616 1 17 2XWEDGE 1:T , . t 1,7,.,- 4 tz i',---- ------4 t5 M 3x4 M-5x6 c /I'M-3x6 M-3x4 0.25" M-4x10 c M-1.5x4+ c M-1.5x3 M-1.5x4+ M-5x6(S) M-5x8 3.751 . 12 J., y J. J. ), J, ), y * y 8-03-08 7-07-08 8-05-12 2-04 y 5-06-12 5-05 Q-05-0y y2-00* 26-10-08 10-10 2-05-08 * 2-00 40-02 1-00 JOB NAME: 3413-A POLYGON NW - C3 Scale: 0.1338 ��NGPN7fiRDF�s`r/p WARNINGS: GENERAL NOTES,unless otherwise noted: 10I47l17 *-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 .;92.0PE ti' Truss: C3 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. //' i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: EE Is the responsibility dills 2'o.c,and at 10'0.0.respectively unless braced throughout their length by e erector.Additional pemranenl bracing of continuous sheathing such as plywood sheathing(TC)and/or drywelt(BC). ,.....r. DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ '0 Q 4.No load should be applied to any component until after alt bracing and 4.Installation of truss Is the responsibility of the respective contractor. -57 A_OREGON 10 SEQ. : 6095208 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment, L "� - Nts A., design loads be applied to any component end are for"dry condition-of use. . 1' ZQ ..t,. TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If Q 14,n �4 fabrication,handing,shipment and Installation of components. Designeassumes. - 6.This design Is furnished subject to the imitations set forth byT. lates adequate one otfc drainage is ftrus,provided. 'SR R VL.L (111111 I111 11111 11 111 III III 1 11111 1111 I11I g 1 8.Plates shall be located both laces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. noes coincide with joint center lines. 9.Digits indicate size of plate in inches. Wok 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 VIII IIIIII 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=( •306) 399 15- 7=(•622) 351 BC: 2x4 KDDF N1&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- 501.1942) 1171 13.14=1 -26) 62 12- 4=( -473) 1052 8-17=(-372) 1133 TC LATERAL SUPPORT <= 12.00. 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'OC. 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=( 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 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 M,M20HS,M18HS, or = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0' -265/ 1687V -309/ 302H 5.50' 2.70 UDE ( 625) II 40'- 2.0' -310/ 1804V 0/ OH 5.50' 2.89 KDDF ( 625) (GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.201' @ 26'- 8.5' Allowed = 1.962' 20-01 20-01 MAX TL CREEP DEFL = -0.354' @ 26'- 8.5' Allowed = 2.617' MAX LL DEFL = -0.002' @ 41'- 2.0' Allowed = 0.100' 6-11-13 6-06-10 6-06-10 4-05-08 2-02-0 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 M-4x6 ';]7.5012 MAX HORIZ. TL DEFL = 0.161' @ 39'• 8.5' 7.50 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 4 .hr !\ S Design conforms to main windforce•resisting M-5x6(S) M•3x5 ( ) system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" M-5X625" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, te Truss designed for wind loads in the plane of the truss only, 0 M-3x4 M M-1,5x3 M-3x5 0 �` i� M-3x8 0. .\ c 110 ��15 n 16 2XWEDGE luiiimi . 0 d 0 1** i12 13 14 c M-3x4 M-5x6 0 M-3x6 M-3x4 0.25° M-4x10 0 (3 M-1.5x3 M-1.5x4+M-1.5x4+ M-5x6(S) M-5x8 3.75 t . 12 1, ), 1, 1, y 1, ), 3' y 8-03-08 7-07-08 8-05-12 2-04 y 5-06-12 5-05 2-05-08 J• 26-10-08 10-10 2-05-0Q 40-02 1-00 ,R\03 RJOB NAME : 3413-A POLYGON NW - C4 Scale: 0.1429 �<c• GPN'pOF�6C9 WARNINGS: GENERAL NOTES,unless otherwise noted: �� IdLzi -ff -. C4 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 '1921,017)E 1- Truss: C4 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' EE2'exc.end at 10'o.c.respectively unless braced throughout their length by 41.2111111111.' --- Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). `!/a!+' DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11 (,r 4.No load should be rippled to any component unfit alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '9 OREGON- to SEQ. : 6095209 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 -�7 ONa design loads be applied to any component, and era for-dry condition"of one. •7 Z _L. TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, fib. nfabrication,handing,shipment and Installation of components. Design assumesessary. MFli R V L.�- 6.This design Is furnished subject to the imitations set forth e.Plates adequatedoboth is of truss,a I IIIIII VIII VIII VIII Hill VIII)III)III g 1 by 8.Digits shall be located on both laces of truss,and placed so their center TPIAMiCA In BC51,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 H18BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1090 1- 9=(-765) 2361 2- 9=(-303) 399 BC: 2x4 KDDF g18BTR 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. UON. 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 BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ConnectorCpla (or no prefix) = CompuTrus, 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,C18,0N18 )or n MiTek 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: Desian checked for net(-5 osfl uplift at 24 "oc spacing.) 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% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.50 M-4X6 Q 7 50 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 \ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Trads M 5x6(S) M 5X6(S) inuthess dplaneeofned ftheor wtrussind oonly. 0.25" 0,25" v 0 m 0 M-1.5x3 M-1,5x3 co / co 0 0 12 /o M-3x6 M-3x4 0.25" 0,25 M-3x4 M-3x6 0 M-5x6(S) M-5x6(S) b y 1, 1, 3, 3. y 8-03-08 7-07-08 8-04 7-07-08 8-03-08 ,, y 40-02 1-00 0 R JOB NAME: 3413-A POLYGON NW - C5 Scale: 0.,604 ��,� PN � �ssio WARNINGS: GENERAL NOTES,unless otherwise noted: 4�� (92. 2"7 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 O P E C5 and Warnings before construction commences. building component.Applicability of design parameters and proper - Truss: 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,,/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at - 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4�® DES. BY: E E Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheething(TC)and/or drywall(BC). -,./..a'111110.- DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ II Q 4.No load should be applied to any component until after alt brecing and 4.Installation of truss is the responsibility of the respective contractor. 7 A OREGON �[!J.-" SEQ. : 6095210 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, �. NtA design loads be applied to any component end are for"dry condition.'of use. ///�� -7).- Z� TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If -i- .0 i 4, P fabrication,handing,shipment and Installation of components. Dnesessary. .. 41$. R`.f \�. gt" 7.Design assumes adequate drainage is provided. C 1.. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA EICSI,copies of h will be int center lines. 1111 (I'll/III I III I 111111 11111111111 MiTB SA,tInciCornpuT S Software 7.6.6(1 L)E request.e10.For basic connector lines coincide with jo onectoroplate design values see ESR-1311,ESR-1988(MITek) 9.Digits Indicate size of late in Inches. EXPIRES:12/31/2015 • II III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0' IBC 2012 MAX MEMBER FORCES 2.3=a((-445) 137 6.4=4WR/DDF/C -1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15q BC: 2x4 KDDF //ABTABTA SPACED 24.0' O.C. .3 0) 34 2-6=(•214) 387 6-4a(•146) 116 WEBS: 2x4 KDDF STAND; 2 (•146) 116 2x4 DF STAND A LOADING 4.5=( -91) 81 4.5=( -77) 3 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12.00, UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing,) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF 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' Cnnec 8,CN16 (or no prefix) = ors: rus, Inc MAX LL DEFL = •0.028' @ 0'- 0.0' Allowed = 0.100' M,M2OHS,M18HS,M16 = MiTek MT series 5-03-14 4-02-06 0-03-12 MAX TL CREEP DEFL = -0.017' @ 0'- 0.0' Allowed = 0.133' MAX LL DEFL = -0,032' @ 5'- 3,3' Allowed = 0.396' JT 2: Heel to plate corner = 5.25' T T 1' T MAX BC PANEL TL DEFL = •0.106' @ 5'• 11.3' Allowed = 0.500' 12 4.00 v M-1.5x3 MAX HORIZ. LL DEFL = -0.003' @ 9'. 4.5' f- 5 MAX HOAIZ. TL DEFL 0.004' @ 9'- 4.5' NOTE:Design assumes moisture content does III not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. M-1.5x3 3 Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r� ^ load duration factor=l.6, o Truss designed for wind loads r' M in the plane of the truss only. in _em�muI/�' o1 -...0...... 1 0 7► WM-46 M-3x8 M-3x6 M-3x4 y 3, i' 9-04-08 0-05-08 k 3, i, 1-00 8-10 3- J' y 1-00 9-10 JOB NAME: 3413-A POLYGON NW - D1 Scale: 0,4727 �j� �‘AG PN oFFon WARNINGS: GENERAL NOTES,unless otherwise noted: 4„� 1(�I J -9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC. 0 921 OP E Truss: D1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 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 end bottom chords to be laterally braced at D ES. BY: EEis the responsibility of the erector.Additional permanent bracing of 2'ac,and at 10'o,o.such es unless braced throughout their length by +_a DATE: 10/23/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such es plywood required where s andlar drywail(BC). +a! po ty e 3.2x impact bridging or lateral bracing required where shown*u O I 4.No load should be applied to any component until y after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6095212 fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G / design loads be applied to any component and are for"dry condition"of use. ! /4 1\'' & TRANS I D: 4109 90 5.CompuTus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4nfabrication,handing,shipment and Installation of components. 7.Desessary. ded. �6.This design is furnished subject tothe imitations set forth by 8.Plates shall be locaten assumes gdon both facate es of tuIs ss,and placed so their center rl Il 1111111113311111111 MITe USA,InCIANTCA in SCompuT 5 I,copies of Software 7,6.6(1 -E h will be furnished upon request. 10.For balines assic connector incide with oint center lines. plate design values see ESR-1311,ESR-1988(Wok) 9 Digits Indicate size of plate 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 91&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 34 2.6=(•214) 388 3.6=(-428) 192 BC: 2x4 KDDF 91&BTR SPACED 24.0' O.C. 2.3=(-446) 138 6.4=(-145) 113 WEBS: 2x4 KDOF STAND; LOADING 3-4=( 84) 79 9 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING 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/ 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 IAC 2012 NOT BEING MET. )COND. 2: Design checked for net(•5 Intl uplift at 24 'oc spacing.) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL4/180 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 0-0 3-12 MAX BC PANEL TL DEFL = -0.106' @ 5'- 11.3' Allowed = 0.500' 12 MAX HORIZ. LL DEFL = -0.003' @ 9'- 4.5' 4.00E:,'" M-1.5x3 MAX HORIZ. TL DEFL = 0.004' @ 9'. 4.5' /- '11 -/ NOTE:Design assumes moisture content does i not exceed 19% at time of manufacture. >< Design conforms to main windforce•resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), 0 load duration factor=1.6, .� r Truss designed for wind loads in the plane of the truss only. C,, m LC) a0_.I.I/: o0 7=� ....m.6 f M-3x8 M-3x6 M-3x4 1, y b 9-04-08 0-05-08 1-00 8-10 y 1-00 y y 9-10 WEDGE REQUIRED AT HEEL(S). scale: 0,464D �5,c(.. PRO��6:0. JOB NAME : 3413-A POLYGON NW - D2 GIN` /}p�7'Q WARNINGS: GENERAL NOTES,unless otherwise noted: tG 10��I]]]2ff+ -vim.. 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 - k. v9 .P E end Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: D2incorporation of component Is the responsibitty of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bosom chords to be laterally braced at - 3.Additional temporary bracing to Insure stability during construction 2�0.e,and at 10'o.c.respectively unless braced throughout their length by `r 411001"`'� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)end/ordrywali(BC). , DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown+* G OREGON 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. SEQ. : 6095213 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Inc non-corrosIve environment, design loads be applied to any component and ere for*dry condition'of use. / '�}' 2��v"� TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge If Q 14 essary. fabrication,handing,shipment and Installation of components. Design ass g P Po 7.Design assumes adequate drainage Is provided. SFR R`.L.k 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locatedtruss,both faces of and placed so their center TPIASPCA in BCSI,copies of which will be furnished upon Anes IIII 11111111111111111 M e USA,Ino/CofnpUTrus Software 7 6 6(1 L)E request. 10.For basic con ectorde with oplate design values see ESR-1311,ESR-1988(Wok)int center lines. 9.Digits Indicate size ofplate In inches. EXPIRES:12/31/2015 II II I IIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 34 2.5=(-69) 70 3-5=(•187) 132 BC: 2x4 KDDF R18BTR SPACED 24.0' O.C. WEBS: 2x4 OF STAND; 2.3=(•117) 63 2x4 KDDF STAND A LOADING 3-4=( •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 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT (a12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 1'- 0.0' -52/ 500V -27/ 80H 5.50' 0.75 KDDF ( 625) 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. 1COND, 2: Design checked for net(-5 psfl uplift at 24 'oc spacine.I 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 = 0.133' M,M2OHS,M18HS,M16 = MiTek MT series 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'- 0.0' Allowed = 0.100' JT 2: Heel to plate corner = 5.25• ( ( MAXMTO PANELEEP LL DEFL = 0.029' @ 3'- 11.2' Allowed = 0.370' 12 MAX BC PANEL TL DEFL = -0.050' @ 4'- 2.0' Allowed = 0.339' 4.00 v MAX HORIZ. LL DEFL = -0.001' @ 6'- 8.2' MAX HORIZ. TL DEFL = 0.000' @ 6'• 8.2' M-3x4 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 1.0 (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 N o[ oilrev.l11lPIIIGIGIIIIa _ 0 6 . ►-4 5 -, '` M-3x8 M-3x6 M-1.5x3 J. 1, y 6-08-04 0-03-12 y y y 1-00 6-00 1, J, y 1-00 7-00 r. JOB NAME: 3413-A POLYGON NW - D3 Scale: 0.5352 �5��G GPN OkF,-t9(•r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �Gr� ,�/�Il 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$41PE �C.- Truss: D3 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 Sesigner, DES. B Y: EE 3.Additional temporary bracing to insure stability during construction 2.Design at the top and bottom chords to d laterally their atAlex 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 DATE: 10/23/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). NO.... 4g� g g 3.2(Impact bridging or lateral bracing required where shown++ * Q SEQ. : 60952144.No load should be'app4ed to any component until after all bracing and 4.Installation of W ss is the responsibility of the respective contractor. �, fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, " ,_ 4,OREGON /.4/ TRANS I D: 410990design bads be applied to any component and are for"dry condition"of sae. 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 */}'-•1 4 20 .4- fabdcatlon,handling,shipment and Installation of components, necessary. _�P 6.This design Is famished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. MFR R{�..�^ TPI design In BCSI,copies of which will be furnished upon request. 8.Ines coincide locawith ointt centetr trees of truss,and placed so their center 1111111111111111111111111111111111111111 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MiTek USA,Inc./CompuTrus9 Digits Indicate size of late In Inches. EXPIRES:12/31/2015 111111111111 This design prepared from computer input by Il PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 34 2.5=(-69) 70 3.5=(-187) 132 BC: 2x4 KDDF 81&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 <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. 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) M•1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desion checked for net(-5 psi) uplift at 24 'oc spacins,I vertical members (con). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.015' @ 0'- 0.0' Allowed = 0.100' Connector plate prefix designators: MAX TL CREEP DEFL = -0.007' @ 0'• 0.0' Allowed = 0.133' C,CN,CI8,CN18 (or no prefix) =series rus, Inc 6 08-04 0.3.2 MAX TC PANEL LL DEFL = 0.029' @ 3'- 11.2' Allowed = 0.370' M,M2OHS,M18HS,M16 = MiTek MT T MAX BC PANEL TL DEFL = -0.050' @ 4'- 2.0' Allowed = 0.339' 12 JT 2: Heel to plate corner = 5.25' 4,00f7 MAX HOflIZ, LL DEFL = •0.001' @ 6'- 8.2' MAX HORIZ. TL DEFL = 0.000' @ 6'- 8.2' M-3X4 NOTE:Design assumes moisture content does 4 ' not exceed 199s at time of manufacture. Design conforms to main windforce-resisting Um system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, i-. Truss designed for wind loads • c in the plane of the truss only. N N kam .' in W ' 8 8,1,_ --alli4 6=� 110- 15 f- M-3x8 M-3x6 M-1.5x3 L. y y 6-08-04 0-03-12 ; k k 1-00 6-00 ),_________J. y 1-00 7-00 �.i\tO PROp26>0 JOB NAME: 3413-A POLYGON NW - D4 GIN 6> Scale: 0,5295 �5 ! Q WARNINGS: GENERAL NOTES,unless otherwise noted: � /07//7'��ff _v9 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 O P E r and Warnings before construction commences. building component.Applicability of design parameters and proper , Truss: D4incorporation of component is the responsibility of the building designer. 2.2x4 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 lenggth by DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 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++ QREGON' 4'�" 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'f7 �,_ 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, �� ,, y OA design loads be applied to any component and are for"dry condition'of use. 2 ��'�- TRANS I D: 410990 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge If Q 14 fabrication,handling,shipment and Installation of components. necessary. MF 9 P Pd 7.Design assumes adequate drainage Is provided. C{i R l 6.This design is furnished subject to the irritations set forth by 8.Plates shag be locatedtruss,on both faces of and placed so their center - - - CA In BCSI,copies of which will be furnished upon lines coincide with j 111111 11111 II II VIII III IIII VIII 1111 ill MiTSk USA,lnc./Compulrus Software 7.6.6(1 L)E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MITek) int center Ines. 9.Digits indicate size of late In inches. EXPIRES:12/31/2015 111 111 III 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 1.2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0. O.C. 2.3=(•37) 11 TC LATERAL SUPPORT <= 12.00. 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 BAG 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 plate prefix designators: 1'• 9.2' -27/ 23V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,C18 CN18 (or no prefixLL 25 PSF Ground Snow (Pg) 2'• 0.0' -18/ 43V 0/ OH 1.50 0.07 KDDF ( 625) ) = ormpuTrus, Inc 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. ICOND, 2; Design checked for net(-5 psf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ' MAX TL CREEP DEFL •0.003' @ •i'- 0.0' Allowed = 0.13333' 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, r Truss designed for wind loads r '' in the plane of the truss only. o; it) ,� c T o T 0 It� to 211111111 4'�' .- M-3x4 ; y y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME : 3413-A POLYGON NW - El Scale: 0.8191 �S- (.5?'N �FFssip WARNINGS: GENERAL NOTES,unless otherwise noted: t, ' /d/RIP -1 1.Builder end 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•S P E 1.-- Truss: El end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designee f DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c,respectively unless braced throughout their length by �N. DATE: 10/23/2014 the overall structure Is the res nslWtl of the building designer. continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). !r p° ly 0 g 3.2x impact bridging or lateral bracing required where shown++ Q SEQ. : 60952164.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibigly of the respective contractor. �. �fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, L ,�OREGON\� A.. TRANS I D• 410990design bads be applied to any component end are for"dry condition'of use. 5.CompuTrus has no control over end assumes no responsibilityfor the 6.Design assumes Poll bearing at all supports shown.Shim or wedge It O y.1 4 20 -'� fabrication,handling,shipment and installation of components. necessary. 11 �t1y, 6.This design is furnished subject to the limitations set forth 78.Plates shall be.Design assumes adequate one both faces drainage is f provided.and R R;b-`' heir center IIIIII VIII VIII IIIA VIII VIII VIII III MiTekTPIAAfTCA SA,rInC./CompuTrus SCSI,copies of which 7,6.6(1 L)E�request. 10.a.For ibasiciccoonnectoropla a des gnn vetoes see ESR-1311,ESRt19a6(MITek) EXPIRES:12/31/2015 Mak 11111111101111 LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.5' IOC 2012 MAX MEMBER FORCES 4WAIDDFICq=1.00 IC: 204 KDDF 411,OTR LOAD DURATION INCREASE= 1,15 1. 2= -2598).1107 1. 8=(-780) 2268 2- 8=(-300) 388 BC: 2x4 KDDF e1813TR SPACED 24.0' O.C. 2. 3. .2350)':1107 8. 9=(-512) 1871 8- 3=(.184 581 WEBS: 2x4 KDDF STAND 3- 4= .1664);;940 9.10=(-507) 1733 3. 9=(-757 516 LOADING 4. 5=(.1664) 941 10. 7-(.789) 2072 9. 4=1.668 1354 TC LATERAL SUPPORT<= 12'0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5. 8e(.2350)`.1110 9. 5=(-757 516 BC LATERAL SUPPORT<= 12'0C. DON. DL ON 601TOM CHORD = 10.0 PSF 8. 7=(.2596)'1111 5-10=(.187) 582 TOTAL LOAD= 42.D PSF IO. 6.(-300) 392 Connector plate prefix designators; BEARING MAX VERT MAX HDRZ BRB REQUIRED BRG AREA C,CN,CI5,CN18 (or no prefix) =Conpulrus, Inc LL = 25 PSF Ground Snow (Pg) LBEARINGS, REACTIONS REACTIONSHORZ986E RE I, (SPECIES)BRGAA M,Y20HS,YiBHS,M18=NSTek Y series BOTTOM CHORD CHECKED FOR A 20 FIE LIYIISTORAGE 0'+. 0.0' -266/ 1687V -2861 298H 5.50' 2.70 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40`- 0.5' -2651 1677V 01 DH 4.00' 2.68 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOSD. Dtalf.Leree.ktr:fist n. .1:i_8julf) uows at 2__*i 502 s.l VERTICAL DEFLECTION LIMITS: LL-L/240, TL=LI1B0 MAX LL DEFL = 0.141' @ 20'• 1.0' Allowed = 1.982' MAX TL CREEP DEFL = .0.252' @ 20'• 1.0' Allowed = 2.617' MAX H08IZ. LL DEFL= 0.060' @ 30'•: 8.5' MAX HORIZ. TL DEFL= 0.098' @ 39'. 8.5' NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19%moisture content. Design conforms to main windforce-resisting 20-01 19-11-08 system and components and cladding criteria. 11-07-04 8-05-12 { 8-05-12 11-05-12 Wind: 140 mphh=25.51t, TCOL=4,2,BCOL=6.0, ASCE 7.10 All Heights), Enclosed, Cat.2, Exp,B, YWFRS(DIr) , 6-11-13 6-06.-1� 6-06-10 1 ._6-06-10 6 06-10 6-10-05 load duration factor=i.s, ( _lTruss designed for wind loads 12 in the plane of the truss only. 12 M-4x6 7,50 Q 7.50 4.0' M 3x 4 3x4 M-3x5(S) } M-3x5(S) M-1.513. /�'f' 4-1,5x3 1 M-3x6 M•3%4 Ll-3X8 M-3x 4 M-3x6 17 , M-3x5(S) M18HS-3x18(S) 'SI' GiNe ,si• 10-03-02 9-09-14 ; 9-69-14 10-01-10 " /0/7/ 1 -,- a rar�OPE r- 12-00 12-00 16-00-08 ` r 40-00-08 JOB NAME: 3413-A POLYGON NW - C6 Scale: 118 '7, 2r°�EGON� '`A WARNINGS: GENERAL NOTES unless otherwise noted: ©AA 1 4.:.- >�.. 1,Delldef Sod erection conlrador should be advised of all General Notes 1 This 4003n is based es•45 Wien the patawr4la snows and re for an mdtv+dual r1" 1Ir� and Warnings before construction commences bbdal�4+dtmp,?M:,'A orAb.eiry of LtGf-t paeahn itfo 4n3 PROW F Truss: C6 2.2x4 compression web bracing must be Installed where shown•, ln0lnbfa40 of component is the rafpw.f4ay of$n4 a titq derenet, 3 Addtienal temporary bracing to Insure da Dally during eenstrudion 2.Darts asWmit Ifni Sop and Worn charts w eeyx!e telrSvaael at DES. BY: dDugm mthe tnaenvvlriyIINWallet.AddhenalrAnmanemWaangm YHA and.idIrds,rczpectirrlyunless Voted tmmR,iendthdrtiNnalby comnercemoaicoo rnarplywood sat-teams/a)e arerywae d) EXPIRES:12/31/2015 E'. DATE' 10/24/2014 the weng 16 n is the respnrtidllly of the bui:d'na desirner. 3,It yvad bridging nil:letat roar*required where Ansel ( 4 440.1674 ahoixd i.eLS Wed be anycemponvni urea ahs as fowl er srxi 4 irotahinimi of ht:048m faspau:tA6tia the respective rnnhredor, SEQ. : C 6 ! f+s4her•ne'een,plow 4,4 at'no time should any bads Amsler than 5 Design eaumes I/ossa$am 141o4sed M a nen.arrestvo environment. design loads be applied to any component, :::::77"""*". rel'we Int"drycorwWeil of One. TRANS I D: 5 CompuTrus has no control over and assumes no responsibstlyfor the m•Ond000AohrmiK fur fhalhp at supports answer.after or wedge F fetvtcaeon.handling,shipment and instellaMwr of components. necessary, 7.Ff5140 01hn3asted a ndeffnagnistfttrtiMd.. 8,This design b furnished subbed to IN IGnilanrxts sat fon by e;talst44,sMNl+rMelf<d en Mil races 4ftN3£a(raI placed in their center IIIIIIII IIIf 1111111 TPIMTCA in SCSI,copies of IOW:yell be furnished upon request. RnosWlnCir4 rith)ofm[antet lined. - t JI 111 lif a.CAelte Mt tasite citlxstd laIma . Wok USA,Inc/COnlp.JTN3 Software 7.6,6(1 LK a. roe bode mooedor polo daztgn%%tens sea E5R-1311,ESR-1908(MITek) 1 Ill 1[11111 I IIII LUMBER SPECIFICATIONS DURAS SPAN RE'- 0.5' 1402 ?LQfaDkn th4�Y�; Tor 1 K o. y sc TC: 2x4 KDDF I1a0TB LOAD DURATION INCREASE= 1.15 GIII*S PL etas,l:Li:-�i.,?s_; 2E102J BC: 2x4 KDOF II&BTR SPACED 24.0' 0.1. NOTE: Design assures 'Dry Doug. Fir Lusher' used throughout. Not to exceed 184 moisture content, TC LATERAL SUPPORT <= 12'0C. UON. LOADING OC LATERAL SUPPORT co 12'0C. UON. LL( 25.0)+Dl( 7.0) ON TOP CHORD.. 32.0 PSf Design conforms to vain windforoe-resisting Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSI system and components and cladding criteria. considered for this aeric.. TOTAL LOAD= 42.0 PSF Wind: 140 epph h=25.5ft, 7COLa4.2,DCDt=6.0, ASCE 7.10 Connector plate designators: LL: 25 PSF Ground Snow (Pg) (All Hn1ghts), Enclosed, Cet.2, Ezp.O, MWFRS(D�r), CunnectB,CNttl (or prefix prefix)) = ors: mus, Inc load duration factor:l.6 M,Y20HS,M1NHS,Y16=Mifek UT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind �oads REOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOITOM CHORD CHECKED FOR 1011F LIVE LOAD, TOP a;0 t and cula'on continuous bearing wall HUH '- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Rater or equal typical at stud tail for )Refer to CoapuTrus gable end detail for ;obsolete"Specifications. 20-01 18-11-08 11-07-04 z.__ 8-05-12 8-05-12 11.05-12 12 I IM-4x4 7.50 2 12 y✓ "c] 7.50 M-3x5(S))....-'' ="' '` M-3x5(S) ii , I `� r' W Ot .(� p/'- .v rx rrrir— ( i 5 ..- ._. .. -.s.i ....,.: ...�..! '. 1 .( I'i' :'(. 0i 1 e mater3�'^..vmonn .Lrr�:.,.... .•r...:..G•`. .f4fl :xt.:.s'.o.,=�i-. .....f«_...:..rsa»i -..o _=.__.—�Cr--....y....,.:::�...:.�i.: O C M-3x4 M-3x5(S)..:... M-3x5(S) c M-3x4 12-00 ° 12-00 16-00-08 40-00-08 ��` D (?(lUFE ( ,}1Q(t`IS' JOB NAME; 3413-A POLYGON NW - C7 Scale: /o/ �'�; ' :v, Scale: 3116 ` c C•,12C OPr WARNINGS: GENERAL NOTES,linea amemice noted: � 1.Solider and erection contract«should be advised el as General Notes 1.1I'lt datIgo It wpm only toms the lurametet snoop and Is tat an patvk!uai Truss: C7 ani Watptegs berm torbtriiitia�ti iaarimer�ca: p�,IO%n0 uunponerl,set,4ez-.;tc of detian NOM*"and pro{:er 2.2x4 comprescicn web bracing must bo fontanel where sham.. IntuRxtratun of r Nnpenrr!is hit tatpuns:talay o:the.$lona Ues4ret.: -a, , - DES. BY: doU m S.Additional temporary Waring to Insure stabtIydudrp CdntlNabn 2.Delon atwrpns ilia tenor%000rrl rnehdt to Ott Istets'iy brute at 9 Is the responsibility of the erector.Addgionai permanent bracing of la,aenaaneensr,rsumas iewedsspatdwuuOrauY lhNrknplhf. 7 _;.OREGON t V DATE: 10/24/2014 the overall su„r=sae N the responsibility of u»w'eling designer. `Cc I,two's sh'Q sum I I viewed sraatppp��(r.r,ahem,ee ibr arynantucl, L. x .Na love ahold be. led lea mm 3.2iitmost;bekzy-..or swami bootleg enquired N(tere h . i0 rte) 1 4, l'�y .-i- 4SEQ. : C7 complete any ponaot unto atter en bracing and 4 InsiMlwo of=mews Nibe re,y.,nwet4y nl m6 fetpecthre roniramor, �,; has Ion n are and of no time should any toads creator than 5 Geshie(on drds tnlsses are to 66 Gstd In a WOCOrtaIN4'-aaVka.na^t, .7 � TRANS ID: design Mode be aoc ntto any component. eo we tor-dry I,,00.n•g oa. '`1(' RILk' v s Compurnu has no mmrol...r em1 estumos no rosporolbphy forme 0.Design a'''cme=we xenng arae suppads zhurm.Shbn orwodce Is (obdcaffee.Winging,shipment and inslnlN0an of components. necessary. b.This design N furnished su ct to pmkatkro sal moron b 7.Design assumes adnnuate draMoge is provided I�II�II III 1111111 1° r 0.Ptessaha.eeIeiM onDomracesmmus anequadsomehwrnH EXPIRES:12/31/2015 ei Ws de ig IniBCSL copies fe t to the Ar be home s t upon requnsL lion wool.Kim dui<eent.r ifec s 0.DIgks hid ate tire of pian M t.loth MTek USA,IncInciCompuhus Software 7.6.6(1L)-E 10.For basic connector plate de,hn v.I:05 see ESR-131 I,ESR.i090(MITek) a 1E111111 LUMBER SPECIFICATIONS TRUSS SPAN 15'. 8.5' (CORD 2 Design checked for netl•5 p<f) uolift at 24 'ac soacinm.l TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE= 1.15 NOTE: Design assumes Try Doug. Fir Lumber' used BC: 2x4 KODF kt&BTR SPACED 24.0' D.C. throughout. Not to exceed 19%moisture content. TC LATERAL SUPPORT <= 12'0C. 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=22.8ft, 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), LL =25 PSF Ground Snow (Pg) M,M26HS,M18HS ,M16 = MiTek MT series load duration factor=1.� Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. 7-10-04 7-10-04 12 IM-4x412 10.90V 3 .1 10,90 LO 0 41111I —'il O M-3x4 M-3x4 , J, )• )- 1-00 15-08-08 1-00 JOB NAME: 3413-A POLYGON NW - G GE Scale: 1/4' WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: G GE 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 construction2•Design assumes the top and bottom chords to be laterally braced at DES. BY: do u g m is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'0.0.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(Bc). DATE: 10/28/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : G GE 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, design loads be applied to any component. and are for'dry condition.'of use. TRANS I D: 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 ncesary. fabrication,handling,shipment and installation of components. 7.Design assumes umes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center 1111111111111111011 TPIANTCA In BCSI,copies of which will furnished upon request. Digit coincide withizjointaIn nche. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ®® mit MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-3 60_U P 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <3 NGIN .F dy0 87 2PE r 7 T a �'o> OREGON nJiti yQO AMBER A , . OSA HER�P 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 B 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:55:55 2014 Page 1 ID:zs2ygYHMYlt1_Z1 p9y12tlyAg??-mZ(luZnJfB2priNIdD17D5HWoxE9pBZYsO91 DnHyR6o2 I 1-0-o 1 1 1-1-14 I I 1-4-0 110-811 1-7-0 1 1-2-0 ii 1-9-0 1 1-9-0 I I 1-2-0 1 1-9-0 1 Scale=1:34.7 • 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 34 FP= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 o / a o • o _ a / \� i/ \ / N 1 4� � 6\e/ N / 'N, a /�\a N 15; � e e e l a - 4.1 32 31 30 29 28 27 26 25 24 23 22 21 3x4= 4x6= 3x5= 3x5=3x6 FP= 3x5= 3x4= 3x5 = 3x5= 4x6= 3x4= 34 SP= 12-0-14 10-10-14 l f-5-1 I 20+12 I 10-10-14 o-7-0 a7-0 8-3-14 Plate Offsets(X,Y)— [12:0-1-S,Edge),[26:0-1-S,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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(T1) 0.08 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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=-3728/0, 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=-952/0, 17-23=0/794,1423=-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/IPI 1. � PR O 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 � F be attached to walls at their outer ends or restrained by other means. ��.F.Nc3I N --.'6) LOAD CASE(S) Standard 870 2PE 29 AJ OREGO.� (f,)Q/ .Ors• MgE'R \. Q • SA. HERS' EXPIRES:06/30/2015 October 22,2014 r ®F5'RAk h6.VertydesignparameinrsandREADNOTESON7NISANDINCitktEDHITEKREFERENYEAGENIL7473retJ/29/2o146EeORE!ISE Design valid for use only with Mifek connectors.This design is based only upon parameters shown.and Is for an individual budding 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 responsibility of the M iTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,detvery.erection and bracing,consul! ANSI/TPI1 Quality Wade,055.89 and SCSI 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)lumber is specked,the design values arerhace effective 06/01/2013 byAtSC Job Truss Truss Type Qty Ply 3413 BD 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:z52ygYHMYlt1_Z1 p9y12t 1 yAltg??-EI IhSunxQUAgP WJnnOeSdV3xMdSHw020dpmmJjyR6o1 t 4 0 I 1 1-1-10 II 1-2-0 i t 7-211 1-2-0 1 1-2-0 i 1 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 �� \ e / \a/ Na/ Ne/�Na/+Ne \ 7 .\ / eae \ 1::41 • . � It.. 30 29 28 27 26 25 24 23 22 21 1 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4 = 14-2-2 I 13-0-213-7-2 I 19-11-4 13-0-2 0-7-0 7-0 5-9-2 Plate Offsets(XX)— (14:0-1-8,Edgel,[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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 Inc( 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) 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=0/1042,429=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18.20=-1271/0,18-21=0/1096,16-21=91910, 16-22=0/716,15-22=-31/252,1422=-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 DIF' LOAD CASE(S) Standard NGINE. -,� CV �-7 870 2PE y N�'$,.OREGO., /ei 11. 90 ccM$ERA• R9 „O-A. Her. EXPIRES:06/30/2015 October 22,2014 e / ®tt'ARMIAG-Verf-fydesignpaianlen:3;ndREAD IVIES ONTHIS AND IIKIIRI£DMITERREFt.REMEPAGE 1/11.7473re¢1/19/2028BE47.4£IJSE Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for on individual budding component. �' Applicata-My 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 stabil ty during construction is the resporssibaiy of the A'Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regard fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 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 He'hts, If Southern Pine tin)lumber is specified,the design values urethrae effective 06/01/2013 byALtC rig CA,95810 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 Od 21 15:55:58 2014 Page 1 ID:zs2ygYHMYIII_Z1 p9y12t1 yAg7?-ABQRWapBy6QOegTEuRhwiw8HbR780uDJ47FlOcyR6o? 1 1-10-8 1 P-64 i 1-1-0 1 11-7-0 I -I Scale=1:38.2 3x4= 3x6=4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 I�/ ,��=moi � miwieeiriwt • !,• • ! _/ !e,�no\lirio7Ao".... �=-�I�� o o A N ,m` B 9 c1 w 1� 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 4x6= 3x4= 3x5 SP= 3x8= 14-0-14 1f-5-t 22-4-12 I i 2-1-B 1 t1o9.64 b 1 I 2-14 7-0 8-3-14 0-7-0 Plate Offsets(XX)— 111:0-1-8,Edge),112:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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[nor 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 2400E 2.OE(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(Ib)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=-1435/0,19-22=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. _to P.R 0F� 3)Refer to girder(s)for truss to truss connections. Q� ^ s 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)33. CJ"\� O,IN ..n 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �. �N R 02 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. .87022PE r. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 7�A);:OREGO ti�Q[U '"P O 'ccM$E,R 4s's • 4s �P A. REQ EXPIRES:06/30/2015 October 22,2014 it $ � ®WARNIM3-Verify design parameters and READ NJIESCPI THIS AND MIMED M77EK REFERENCE PAGE 1411 7473 ree 1/75/2016BEFCAEUSF' Design valid for use only with Mick connectors.This design is based only upon parameters shown.and is for an individual building component. Ifi l, Applicabtity 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 theM'Tek" erector.Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane,sate 109 IfaSouther Pine(SP)lumber isospec�ed Plate design values arethtere effective 06/01/2038 byAtSC 22314. Citrus Heights,CA,95610 I Job Truss Truss Type Qty Ply 3413 BD R43072340 PL14-360_UP F04 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 15:55:59 2014 Page 1 ID:zs2ygYHMYlt1 Z1p9y12t1yAg??eK_pkwgpjPYFG_1QS8C9F7hUgrab7JASJn?Qv2yR6o I 1-4-0 1 1-4-0 I I 1-7-6 110-00 I 1 1-7-0 I p-10.101 1-2-0 11 1-2-0 1 1-2-0 II 1-7-0 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 ,,i,_ . ilie " 1 AiLvw - ad, . c. Int ta'9 32 31 30 29 28 27 26 25 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 3x5= 3x5 = 3x4= 3x5= 3x5= 3x4= 4x6= I 2-11-0 I 21-3-0 2-11-0 180 Plate Offsets(X,Y)— 112:0-1-8,Edge),124:0-1-8,Edge),(32:Edge,0-1-81 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!nor 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 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 Upliift32=913(LC 4) Max Grav21=656(LC 4),31=2027(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2546,3.4=0/2546,45=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=0/1125,431=1399/0,19-21=-937/0, 19-22=0/764,17-22=-589/0,17-23=0/433,1423=281/0,1424=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. t',EO PR AFF 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 s be attached to walls at their outer ends or restrained by other means. Gj� GINE s/0 6)CAUTION,Do not erect truss backwards. . �N 2 LOAD CASE(S) Standard 87022P� . " 7 N -7 �Aj,.OR GON tip 40 "51 r,/ �� P�4 S A. HeCk EXPIRES:06/30/2015 October 22,2014 t ! 14'Ak111973-Veer design N,ameten sod RFAJ)ID IFS OW MIS AND IIAIIIPED MITEKREFfitera PAGE 1471.7473 rec.7/25/2024 BECAME , 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 1 is for lateral support of individual web members onty.Additional temporary bracing to Insure stability during construction is the responsibillity of the p erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !y!(Tek• fabrication,quality control.storage.delivery.erection and bracing.consult ANSI/TPIt Qualify Werra,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus He' If Southern Pine1511 lumber is specified,she design values are-these effective 06f01/2013 byAiSCghte CA.95610 Job Truss Truss Type Qty Ply 3413 BD R43072341 PU 4360_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 Page� 1 ID:zs2ygYHMYItI_Z1 p9y12t1yAg??-bj5a9cr3F1 pyVIBpZZEdKYmI?e9PbGXIm5UXzxyR6ny 1 1-0-0 11_1'�dl 1{"°I 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= 3x8 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 4 ?�-\ a / N /N / N?/ N-/ N Alk \ y`\ I2' e 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 14-11-1 1 21-4-0 144-14 -0 z o 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),127:0-1-8,Edgel LOADING(psf) 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 Incl 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=X1727/0,11-12=-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=0/1130,434=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 ANSIfTPI 1. ��E) P.ROp 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 �c'�. I N ssl• attached to walls at their outer ends or restrained by other means. �!�O 'Q O C'» . �'S_Lid LOAD CASE(S) Standard Gt- 87022PE / CO (1/ 7 0A,,,:OREG•N% , e �// O' SA. HES. EXPIRES:06/30/2015 October 22,2014 1 A WNW 4EtSE 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 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 theM ITek' 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/TPII Quark,Criteria,056-89 and SCSI Building Component nn 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 spec"Med,the design values are those effective 06/01/2013 by/MSC Job Truss Truss Type Qty Ply 341380 R43072342 PL14-360 UP F06 Floor 3 1 Job Reference(optional) Pacific Lumber 6 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:56:02 2014 Page 1 ID:zs2ygYHMYItI Z1p9y12t1yAg??-3vfyMysi?Kxp7Rm?7HIstmIxT2VVZKe2u7ID4WNyR6nx 1 1-10-8 10I 780 I F-1'2 -1111-11° Glq Scale=1:38.5 3x6 FP= 4x5= 5x16= 3x4= 3x4= 3x5= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 �� t�- 1 .t 22 21 20 19 18 17 16 15 14 5x6= 4x6= 34= 3x6= 3x4 = 44= 3x4= 3x6 FP= gt 14-0-14 I z-1 8 20_141 1-8 12,10-14 o i 14 1 7-0 1 15-6-2a e 222---0 0-7-0 Plate Offsets(X,Y)— 17:0-1-8,Edge),110:0-2-0,Edge),116:0.1-8,Edge),122:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 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 Ince YES WB 0.91 Horz(TL) -0.01 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:106 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(ftat) 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 Uplift14=350(LC 6),22=-1061(LC 6) Max Gray 14=15(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=-1384/0,8-9=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. R�� PR°FE 5)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement ‹.j‘'. LS'�1 at the bearings.Building designer must provide for uplift reactions indicated. �NGINr�F� /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 ?i be attached to walls at their outer ends or restrained by other means. 4t* .87022 P E 7)CAUTION,Do not erect truss backwards. / LOAD CASE(S) Standard N cv , 7 Ilk .... (t, IL S A. '\ B EXPIRES:06/30/2015 October 22,2014 4 NI 4 ®WAP.817 3-Vedtydesign parameters and READ AA7ES C//?WAND7/EELUDED Ml TERREFEREN E PAGE MU 7 473 rex 1/25/201&WORE USE • Design valid for use only with Mgek 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 responsibility of the M1Te�. erector.Additional permanent bracing of the overall structure is the responsibility of the bolding designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/041 Quality Criteria,051-89 and BCS!Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Hei hts, If Sauthern Pine LSP)lumber is speed,the design values are those effective 06/01,20131syALSC g CA,95610 specified, Job Truss Truss Type Qty Ply 3413 BD R43072343 PL14-360_UP F07 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Od 21 15:56:03 2014 Page 1 ID:zs2ygYHMYIt1 Z1p9y1211yAg??-X5DKZItKme3glbLBh_G5Pzr7ASrY3Bf2EPze2pyR6nw 1 1.24) I I '-I 1 1-2-0 110-7-21 Scale=1:34.3 4x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4=3x6 FP=3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 www—....wii ® 1:2� 1 . 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 1f-9.1410. 1 20-2-0 1 13-7-14 7-0 7-0 5-9-7 Plate Offsets(X,Y)— 112:0-1-8,Edge),113:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (lac) Udell 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 Incr YES WB 0.56 Horz(rL) 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) 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=-3103/0,1415=-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, 2425=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/IP!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 ��E� P.R OF� be attached to walls at their outer ends or restrained by other means. s 3 eINt dam. LOAD CASE(S) Standard �N FR o. 870 2PE 9 - (% OBEFtREGO.1�/ . � , OS A. HER EXPIRES:06/30/2015 October 22,2014 f ®10J1N1/0-Ved/ydesigD NM ES parameters and REAES CN MS AND MUDS MITEKREFEREME ma NM 7473 mt 1/23/2014BETRE(JSE Emma 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 ,... erector.Additional permanent bracing of the overall structure is the responsbliy of the building designer.For general guidance regarding fabrication.quality control storage,delivery.erection and bracing,consult ANSI/TP11 Quality Clleda,DS8-89 and SCSI Bulling 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 PineISP)lumber is specified,the design values arethese effective 06/03/2013 by MSC Job Truss Truss Type Qty Ply 341360 R43072344 PL14360_UP FOB 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:zs2ygYHMYItL_Z1 p9y12t1 yAg??-7HnineuyXyBXMlwOEhoKyBOLSsFRoXPBS21BaFyR6nv 1 1-10-17 I P-1a1411 1-0-0 I 1 1-2-0 11 1-4-10 11-3-0 II 1-3-0 1 1-3-0 I I 1-11-8 I Scale=1:37.0 3x4= 4x12= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 eel- ItilMI -r.--r-MP7 wir Mr! .. Off to Z 32 31 30 29 28 27 26 25 24 23 22 21 20 4x6= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x6= 3x6= 3x5= 3x5= 14-1-2 I 2-1-12 i 12-11-2 )3-6-211 1 19-7-4 I 21-9-12 1 7-1-17 10-9{ 7-0 7-0 5.6-7 7-7-8 Plate Offsets(X,Y)- (12:0-1-8,Edge),(18:0-3-0,Edge),123:0-1-8,Edge),(32:Edge,0.1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/deb Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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 puffins, 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),21e1497(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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 buss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (5c,D PR Ors 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 s be attached to walls at their outer ends or restrained by other means. ,,_, 0,\GI NE� lQ2 5)CAUTION,Do not erect truss backwards. �� 87022PE -Y LOAD CASE(S) Standard / (Z‘� 1 ^3x.OREG•N (1' 14 '0Occj8E11 \N PDQ SA. HVik EXPIRES:06/30/2015 October 22,2014 t 1 A IMAM-Ved/rdesign parameters andREAD70IE5ON7NISAND171(IDEOMITERREFERENEPAGE141L7473rec1/19/2O1€BLr03EUSE -"' Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and is 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-respomibillity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/TPIl Oua61y CrIeria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Height,CA.95610 If Southern PineISP)lumber it specked,the design values arethose elattar*06/01/2013 try MSC • Job Truss Truss Type Qty Ply 3413 BD R43072345 PL14-360 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:zs2ygYHMYIlL_Z1 p9y12tlyAggfl-xgvTCJvC3ZRFc34mM6golcTdXfsdFXyUwMBIf8yR6nt 1 1-0-0 1 1 1-0-10 11 1-2-0 1 f I I 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 Scale=1:35.8 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 34 FP= 4x5= 1 2 3 4 '�\ 55 6 \ 77 8\\ 99 10�\ 1111 / 12 13 14 15 16 17 18 \ 1199 / 20 21 N _/&� �� \�/ 11 ��./ O `_' e& mow' ••W y\�11.' \/ OA I r °gam 34 33 32 31 30 29 28 27 26 25 24 23 J. 3x4 = 4x6= 356 FP= 3x5= 3x5= 3x5= 3x6= 3x5= 4x6= 3x4 = 1.5x4 SP 7-- 3x6 3x6= 15.2-10 1 14-0-10 1�7-tf 1 20-11-12 I 14-0-10 7-0 7-0 5-9-7 Plate Offsets(X,Y)— 114:0-1-8,Edgel,[15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. In (loc) 1/deft Lid 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 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=-4395/0, 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=-316/0,15-25=0/423,2-34=124610,2-33=0/1107,4-33=-968/0,4-32=0/842, 6-32=-702/0,6-30=0/576,8.30=438/0,8-29=0/312,13-27=-257/0,14-27=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 of- 4;< be attached to walls at their outer ends or restrained by other means. .�Nf x(N E�,Q ./ LOAD CASE(S) StandardJ �✓ 870 2PE < 5. � ~ "3„OREG N ct� U < 0 c�MBE"R 1. N-- . OS CP. A. H5 EXPI RES:06/30/2015 October 22,2014 s a If ARNIM-Vest;r detign parameters and RE4.0 N31ES 011 MIS AND INaltDED KINK REFERSNaAAGEKIT 7473rce1/29/20148B0PEf/SE NI Design valid for use only with Mgek connectors.Thio design is based only upon parameters shown,and h for an individual bulding 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 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/D.11 Qualtiy Cdteda,D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(5P)lumber isspecified,the design values arethese effective 06/01/201.3 byAtSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/a Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury rE�= Dimensions are in ft-in-sixteenths. •4 Apply plates to both sides of truss and fully embed teeth. i 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0.1/7 6 2. Truss bracing must be designed by an engineer.For wide trussi rsparcainig,individual laterabraces themselves 4 bracirn q hou d benconsidlereddalive Tior I g ill-Aor 1611k11111Air A � 3. Never exceed the design loading shown and never °a: stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7.e C6-7 C5-6 designer,erection supervisor,property owner and plates 0-14d' 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 1111. 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. 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 / Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the by text in the bracing section of the SP representsprNDS 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. 11111* Indicates location where bearings (supports)occur. Icons vary but o 16.Do not cut or alter truss member or plate without prior ■tr• reaction section indicates jointME.jiiml IIII ill O 2012 MiTek® Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. OM= 0 18.Use of green or treated lumber may pose unacceptable �" environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review ail 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: BuildingComponent SafetyInformation, ■ P ivil iek 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 t a FEB 0 3 2010 s �3 MiTek. 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. RED PROFF 4,9 c 87 2PE -p! y "C • OREGON tieNtilti -.)b /118ER 1\ 11 ‘41'.- H 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 ANSUTPI 1. llt Job Truss Truss Type Qty Ply 3413 A R43070829 PL14-359 UP F01 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:09:22 2014 Page 1 ID:zs2ygYHMYIt1 Z1p9y12tlyAg??-2ETRiXzMP196C8js5DWFOlLU_MvhHO3m87ywEgyR7Th 0-2-2 95.1? HI 14}-° I 1 1-2.0 110-8-61 Scale=1:34.8 3x6= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4 = 454= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 N -' l/-\ e -./ N Z ! /e e ! / e/ Ne/ \�/ \ a IN S ►0 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 lI 3x10= 4x5= 3x5=3x6 FP= 3x5= 3x5= 3x4= 3x5= 3x5= 4x5= 3x4= 1.5x3 SP= 0.10.4 b- )p--8-12 8-12 I I 70-4-12 19-6-8 I 0-1-a Plate Offsets(Y.Y)—_J12.0-1-8.Fdge].(27:0-1-8.Fdge] [35-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 0.28 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 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.07 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:106 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF 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. (lb)-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=0/2158,23-24=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=0/736, 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. P.R a [� 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Cc 0�`is I N ..., 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 �Co NAG 4, 0 be attached to walls at their outer ends or restrained by other means. <? % 19 Qi 6)CAUTION,Do not erect truss backwards. k -7 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 U 2PE /.� 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 75. 0,o ix. `t 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 7 .OREGON ' �C/ �il,1 rf `Q Uniform Loads(plf) � ' Vert:23.35=-8,1-22=80 �S �P Concentrated Loads(Ib) A- HSS Vert:1=-164(F) — EXPIRES:06/30/2015 October 21,2014 4 ®WARMt>5-Veal design,,aranx:a'rs and READ M US OHMS AND INCLUDED NOSY REFERENCE PAGE MU-7473 m¢1,125/2014 OFORE USE Design valid for use only with MOek 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 iTek* 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/WPl1 Quailly Criteria.DSB-89 and BCSI Building Component Solely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback ASuite 109 .95,9581100 if Southern Pine[SP)lurcher is specified,the design Values arm those effective 06/02/2013 byA15C Citrus Heights,CA, Job Truss Truss Type Qty Ply 3413 A R43070830 PL14-359_UP :. F02 Floor 10 t Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Tue Oct 21 15:09:24 2014 Page 1 ID:zs2ygYHMYIll_Z1p9y12t1yAg?7=cbB7D?cxePgSSsFDeZ)T)Qoy9Y41Hs3bRR1JYyR7Tf 1 1-0-0 1 _ _ 1 1-1-10 11 1-2-0 1 p-7-211 1-2-0 1 1-2-0 11 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 I" a o_ a_ o_ a_ a a - y 3 _, a 4 / \ / \�/ \�/ \�/ \ _\ z � / \ � c ., ee u -a 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 354= 3x5= 4s6= 3x4= 14-2-2 I 13-0-2 t3-7-21 I 19-11-4 I 13-0-2 b-7.0 0-7-0 5-9-2 Plate Offsets(X Y)— [14:0-1-8 Fdael.(24.0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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 BOLL 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 2.0E(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=0/776,6-28=-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. . ."0 P_R OFFs ci LOAD CASE(S) Standard . tkG.INER � c-vo 87022PE 29r. y �'ox.OREGO ti OAC// orM$E.R *v 'P' SA, HE. EXPIRES:06/30/2015 October 21,2014 e _ A 14AIrer N/143-Ver:fydesignparanmssodREAD?/31ESONLINE AM)INCLUDED HIEENREFEREMEPAGE MU7473let 1/29/201aBEAREUSE , Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicabitty of design parameters and proper incorporation of component is responsibility of buikling designer-not truss designer.Bracing shown is for lateral support of indridual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p p 1Te�� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding FYI fabrication.quality control storage.derrvery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BC51 Budding Component 7777 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 ate those effective 06/01/2013 byALSC N Job Truss Truss Type Qty Ply 3413A 843070831 PL14-359_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 15:09:26 2014 Page 1 ID:zs2ygYHMYIII_Z1 p9y12t1 yAg7?-w?jyYv1 sTGgXhmOdK3bBY8V98zJ6D5mL3kw8NRyR7Td 1 1-8-0 1 1-3-4 1 1 1-1-10 11-0-0 1 1 1-2-0 111'6'51 Scale=1:38.1 3x4= 4x8= 3x4 11 4x4= 3x5= 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 IS 07. \ / \e / N Z•'s. /� /N / N /• ! /+ N \ N ICIe c 3 o e! e e 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-/4 1 22-4-12 I 3-04 9-10-10 7-0 7-0 8-3-14 Plate Offsets(X.YI— [12-0-1-8.Edaej.127:0-1-8.Fdge].[35:Edge.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deb lid 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/TP12007 (Matrix) Weight:112 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=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(lb)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=-173510,30-31=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=-1070/0,4-33=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. EQ P.R OF 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. ��` �rS's 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • NC.-3NG(NE 1S1' /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 be attached to walls at their outer ends or restrained by other means. "� $7�22FE 17 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard N0 M A GREG N . SA. Hue, EXPIRES:06/30/2015 October 21,2014 t r ®WARMS-Valk design parameters and READ LINES GH INISAND INCLUDED MIEN REFERENCE PAGE MII 7473 reg.1129/20I49t?0REUSE Design valid for use only with Mifek 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 overaN structure is the responsibility of the building designer.For general guidance regarding MiTek* quality control,storage.delivery,erection and bracing,consult ANSI/TPII Qualify Cr feria,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 arethose effective 06/03/2033byAt5C I Job Truss Truss Type Qty Ply 3413 A R43070832 PL14-359 UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Tue Oct 21 15:09:28 2014 Page 1 ID:zs2ygYHMYIti_Zt p9y12t1 yAg??-sOriya27?twFw3AOSUdfdZaWOm0dh1 DeW2PFSJyR7Tb 1 1-4-0 1 1-4-0 1 1 1-7.6 1 1-0-0 1 1 1-7-0 1 p-10-101 1-2-0 II 1-2-0 1 1-2-0 I/ 1-2-n 1 1-7-0 1 Scale=1:36.1 3x4=-- 4x6 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 9r N ® /IM ` ' / N ./ N /\ / eif N , /.S • c oN.- ry' olgo Frio 32 31 30 29 28 27 26 25 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 3x5= 3x5= 3x4= 3x5= 3x5= 3x4= 4x6= I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X.YI— [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/deg Lid 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 IBC20121TP12007 (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 Upli t32=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=5899/0,17-23=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. 51, PROF 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 S be attached to walls at their outer ends or restrained by other means. , .NG[NEF-Ab.,, /a 6)CAUTION,Do not erect truss backwards. C? Qi LOAD CASE(S) Standard 87022PE �< N 44/ 'A0OMQE.R .0 •P�4 S A. HER EXPIRES:06/30/2015 October 21,2014 i ®LYA.TitNL/3-Vet:4'11s4a parameters and READNOTES ON THIS AND IMZt1DED MITER REFERENCE PAGE XII.7413 ret 1,129/2014 DEAREUE 11=1/NM Design valid for use only with Mitch connectors.This design is based only upon parameters shown,and is for an individual building component. �- Applicabity of design parameters and proper incorporation of component a 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 g '�e�• • erector.Additional permanent bracing of the overal structure is the responsibly of the building designer.For general guidance regarding M fabrication.quality control storage.delivery,erection and bracing.consult ANSI/TPI1 Qualify Cdteda,DSB-89 and BCSt 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)lumber is specified,the design values are these effective 06/01/2013 byAtSC NI. Job Truss Truss Type Oty Ply 3413A R43070833 PL14-359_UP F05 Floor 8 1 Job Reference(optional) Pacific Lumber 6 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:09:30 2014 Paged ID:zs2ygYHMY1t1 Z1p9y12tlyAg?7-pmySNG4NXUAzANKPZvf7j goLabR9 bx_MuLWCyR7TZ 1 1-0-0 i will 1-2-0 I P'7-2I 11-2-0 1 1-2-0 it 1-2-0 1 1-7-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= )c ; > ;o<t> > 5 7 8 92 1315 16 17 18>9 ;20 21 A ° e1 3x4= 4x6= 3x6=3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5 = 4x6= 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 141-11-11 1 21-4-0 I 14-4-14 7-0 b-7-0 5-9-2 Plate Offsets(X.Y)— 117:0-1-8.Edgej.127:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft 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/TPI2007 (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=-1712/0,45=-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=0/4254,20.27=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. `G ED. PR o 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. •.`Cp•. ..\ GsIr F N -5 s, LOAD CASE(S) Standard $70 2PE r" 5. (e‘ N rye IL SA. HEC EXPIRES:06/30/2015 October 21,2014 4 ®W4NNIM5-Verdydeslgn parameters and READ AGES CPI?WS AND 1NaUP'ED MEEK REFERENCE 7416E MIT-7473 res.1/29/20188EVIEIJSE • ��' Design valid for use only with Mifek connectors.This design is based only upon parameters shown and is for an individual building component. � Applicabitty 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 responsibilfity 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.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 00/01/2013 by MSC Job Truss Truss Type Qty Ply 3413 A R43070834 PL14-359 UP F06 Floor 3 1 Job Reference(optional) Pacific Lumbers Truss Co., Lake Oswego.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:09:32 2014 Page 1 ID:z52ygYHMYItl_21 p9y12t1 yAg??-194Doy5d36QhPhUnhlGboPIBVOLGdpvERgNSb4yR7TX 1 1-6-0 1 1-1-4 1 11-1-10 1 1-0-0 i 1 1-7-0 110-11-21 Scale=1:38.5 3x4= 4x8= 3x4 II 44= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4= 354= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 a s 1:,:z MOP. e 9 9 q e r 9 e , a ' O 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 1571 1 22-74 I 3-0-4 9.10-10 b-7-0 8-6-10 0-7-0 Plate Offsets(X.Y)— [12.0-1-8.Edgej.f27:0-1-8.Edge).I.35:Edge.0-1-8j LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 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 Ina' YES WB 0.94 Horz(TL) 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(ib)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=-1086/0,433=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. �0 PR Oren 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement 3' .I GI NEF�'s./0 at the bearings.Building designer must provide for uplift reactions indicated. 2 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 sr 870 2PE be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) StandardU) ,N N y Aj,.OREGON R� S A. HE. EXPIRES:06/30/2015 October 21,2014 1 1 ®WARN7M3-Veafydesign parameters and READ?WES Of/71IISAND INCLUDED MMIENREFEREM7 PAGE 1411.7473 me 1//29/2014 BEF3.4EUSE Design valid for use only with?Nick connectors.This design is based only upon parameters shown,and is for on individual bolding component. �, Applicability of design parameters and proper incorporation of component is responsibility of bolding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the responsibility of the iUiiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.defrvery.erection and bracing.consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 3I2 Alexandria,VA 22314. Citrus Heights,CA,95610 tf Southern Pine(SP)lumber isspecified.the design values arc these effective 05/01/2013 by/4(SC • 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:zs2ygYHMYIt1 Z1p9y12tlyAg77fiXCzDe7tajgPe_dAolk3tggw)Bz25pCXu_sZfzyRT1V 11-2-0 1 I .i 1 t-2-0 1(1-7-2I Scale=1:34.3 4x4= 3x4= 3x4= 3x4= 3x4 = 4x4= 3x4=3x6 FP=3x4= 4x4 = 1 2 3 4 5,'96'a\\\7 8 9 I 10 11 12 13 1415 16 17 18 19 rLa I:I1.4 � 3 30 29 28 27 26 25 24 23 22 21 IMI 354= 4x6= 3x5= 3x8 FP= 3x5= 3x5= 4x5= 3x5= 4x6= 3x4=- 1.5x4 1.5x4 SP= 14-4-14 I 13-2-14 l�-9-1 0-7-0 I 20-2-0 13-2-14 0-7-0 5-9-2 Plate Offsets(X Y).-- [12:0-1-8.Edge).[13:0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deb 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 Inc( 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) 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. ek7,0 PR oFe. LOAD CASE(S) Standard SCC NGI M J - % 870 2PE/ /kr r U) 0 H Ati4 l,:OREGON 4 1 Is'pMBE:Ft �'` 'Q�'Q . SA. HERS EXPIRES:06/30/2015 October 21,2014 6 6 ®wpm.Vedfydeesign;ammeters ami READ I MESON7NISANCIICI(I3EDHITEKREFERENiEPAGEN777473ree1,/19/2od8Bt?ti.4Ff1SE Design valid for use only with Welt connectors.This design is based only upon parameters shown.and B for an individual budding 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 responsibiaty of the ...MITek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Far general guidance regarding fabrication,quality control.storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Cdteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informaton available from Truss Plate Institute.781 N.Lee Street.Suite 312 Alexandria.VA 22314. Citrus Heights.CA,95810 If Southern PinetSP)number is specified,the design values arethase effective 06/01/2013 byAtSC • Job Truss Truss Type Qty Ply 3413 A R43070836 PL14-359_UP FOB Floor 1 1 Job Reference(optional) Pacific Lumber 6 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:09:36 2014 Page 1 ID:zs2ygYHMY1l1_Z1 p9y12t1 yAg??rvJkeJ886Kw7uInYwAmXyFwlw?k?ZdJgMlLgksyR7TT 1 1.6-0 i 1-3.8 1 1 1-1-10 11-0.0 1 1 1-2-0 II 1-4-10 1 1-2-0 II 1-2-0 1 1-9-0 II 1-9-0 1 1-9-0 1 Scale=1:37.1 3x4= 5x6= 3x4 II 4x4= 3x5= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4.-- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ' -mi�lll l � m'm l.- l ► i11.4. aire-m 12- ...... -4 .. .. MI 32 31 30 29 28 27 26 25 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 3x5= 3x5= 3x4= 3x5= 3x5= 3x4= 4x6= 14-1-2 3-0-8 12-11-2 3.6-21 21-9-12 I 3-0-8 1 1 4-10-10 b.7-0 b-7.0 7-8.10 Plate Offsets IX Yl— (12:0-1-8.EdgeL.[24:0-1-8.Edge] (32:Edge.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Incr YES WB 0.85 Horz(TL) 0.02 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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, 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=0/1162,4-31e-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/I-PI 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 ,v,03 P R OFA' be attached to walls at their outer ends or restrained by other means. ‹.3 vNGI NEAR cSjO 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard • 87022P- r" 5.v �'OT:OR GON q, Ill 'Ss° 8ER 1� P�-: S a. HERN EXPIRES:06/30/2015 October 21,2014 ®WARMS-Vecffldesign parameters and READ IJ07ES OM THIS AND IllatIGED MINK REFERENCE PAGE XII 7473 mt.1/29/2OI4BE JR£1USE 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 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 duringconstructionis the responsibility of the MiTek� erector.Additional permanent bracing of the overall structure is the responsiblity of the building designer.For general guidance regarding fabrication,qualty control storage.delivery.erection and bracing,consult ANSI/TPI1 Quality Criteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 IfaSoutInformation avaDable hern Pine(Spj lumbersspec�ed.ttheldesiign values are-these effetctive 06/01/2013 by ALSC4 Citrus Heights,CA,95610 4 Job Truss Truss Type Oty 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 MiTek Industries,Inc.Tue Oct 21 15:09:38 2014 Page 1 ID:zs2ygYHMYIti Z1p9y12tlyAg??-aJRU3?AOeyAr7ooclap?1g?A7oJN1bm6pcgmokyR7TR 1 1-0-0 1 1 1-0-10 111-2.0 l��I l 1-�-0 1 1-2-0 I 11-2-0 1 1-2-0 1 Scale=1:35.8 3x4= 4x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x4 = 3x4= 3x6 FP= 4x5=18 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 19 20 21 N irmw\lir \,./. ,� .\a/ �a/. 4\atea /_'\I I" .r . • ref o a e e .a C4 33 32 31 30 29 28 27 26 25 24 23 Y 3x4= 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x6= 3x5= 4x6= 3x4= 1.5x4 SP= 3x6= 15-2-10 14-0-10 14 010 1 7-1090-7-01 -g2 2 I Plate Offsets(X.V)- [14:0-1-8.Edge].[15:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft 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!nor 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=-4395/0, 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=-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=257/0,14-27=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 toErJ PR OF rS be attached to walls at their outer ends or restrained by other means. F LOAD CASE(S) Standard .. (GN�INE <Q ./.cS•1- 42- 87022PE r N c 7'0'3%;:ORE.GSN rye 14/x. 6A HERS EXPIRES:06/30/2015 October 21,2014 4 1 A WARM -Verity design parameters and READ 807FSONMIS AND MIMED H17EKREFERENCE PAGE MTh 7473res.I;PS/20I4BEE:MEf1SE Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and Is for an individual building component �• Appliicabiliity 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 theMITe'K 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/7PI1 Quality 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 It Southern Pine]SP)lumber is specified,the design values arethasc effective 06/01/2018 byAtSC D Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MI1Dimensions are in ft-in-sixteenths. •� 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. 1 �� 2. Truss bracing must be designed by an engineer.For 0 /16 4 wide truss spacing,Individual lateral braces themselves may require bracing,or alternative Tor I 1,) bracing should be considered. ■_� 3. Never exceed the design loading shown and never d ®� stack materials on inadequately braced trusses. O4. desigProvnde copies of er,ner,erectionisu truss design propeo rty the ownerang ndFor 4 x 2 orientation,locate cry BOTTOM CHORDSr cs ball other interested parties. p plates 0-na'from outside 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. or PLATE SIZE PRODUCT CODE APPROVALS 9. Unluseess with fire retardant,preservative ve treaten is not d,or greplicableen lumber. ICC-ES Reports: 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� Indicated b symbol shown and/or SYP represents values as published specified. �i y 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. *ILIndicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. •�N reaction section indicates joint 11111111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. X40 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with protect engineer before use. Industry Standards: ANSI/TPI l: 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. a is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013