Loading...
Plans (379) MS . `v - o ora 4y, RECEIV. D 1r-11• 1 cARAc�RIGHT FEB 0 3 20 6 U V o coa, CO CO ti CO an CO r .- AR1 CITY OF TIG RD � � U8! 1ICDViNWL,� N ASJ1 _I\! ral As,» ASJ2 I■I � �1 0 ASJ2 1111Wi Al KV .••.1:44_ 022111111111111111111111W11111111 1111r I I I r . r• I I 4 I - - I 4 �A1 (4) . awnNI 10 • 4 6:12 6:12 .1, •• Bd '.. e . . . - -ir- mr 1111111- I� - _- I--Baa—� _ - _.6:12 ' � 1 . . I/ flip h 6.12 4 , Prt? Z? 4 I, I ® CONFORMS TO DESIGN CO EST to T Ia _ , � ❑ CONFORMS TO DESIGN CONC „■■■E I_11 REVISIONS AS SHOWN ©CONFORMS TO DESIGN,••NCEPT pr ❑ NON-CONFORMING-REVISE A I ' 1:MIT CANFORMS TO DEM CONCEPT WITH I 8-9' 204 l SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE REVISIONS NOTED H THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE Ei NON-CONFORMING—REVISE&RESUBMIT ' FABRICATOR/VENDOR OF RESPONS4BILITY FOR CONFORMANCE WITH THE Thr,se,GRAOK:/W.Er-el F AFRED Fx eaeau ceF:RwW �� I DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY r,:n: x;Aa: xl a CM fl F DIM i,I cuir_ TIC OVER THIS SHOP DRAWING. CON RACTOR SHALL VERIFY ALL DIMENSIONS. 4I :GfCntYHL Tr!F GO ER;i1 FCR SFOEt lat OFY£.n.'6-u.C,.•: C' IG C :F:'I041 VS.:24h:ti1G'£GO Re:JSfiE WOES w'Cf NHOi ii•d 4^ f rival n!S'J:G mem.: av Alexia Fukui Dale 9/22/54By: Todd R. Eaton Date: Seotember 19. 2014 MILBRANDT ARCHITECTS CT ENGINEERI1I @IttrigightCompuTrusInc.2006 BUILDER: ISSUE DATE: ABOVE PIAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 �UTILAONS ATO ND PROJECT TITLE REVISION-I: p GINS STRUCTURAL LL PROJECT THER M ''4\ IN EN salkAllk PLAN 5-B COFFERINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD l PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE CONNECTIONS.NBUIRLDINNG �t um er 5 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL 8k TRUSS , COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS RORTOCOSTRUCTION. 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. 401-0. r' r GARAGE LEFT I 11-11 'IP,, — Eli M In 4 —, 1� ao CD O CID 470 I. -1----r—- Iii immil immi WEELMEEM IEEE=II=NI EMMELINE=MOM MI Ill I=E11=11E IIIE ElEl IN=IIIMEMEIN=M 1111=, 1-14- 0, , ,upsi ASJ1 is ASJ2 L, ilii ASJ2c..... �I / gliliiiiiiimitrAratoR,P, ill' 1111111E P: • I '`"" 1111111111111111111W' AMIE AH6 III V I I AH71 1. _ 4 - -- i �Al (4) N _ =to _ AH7 - Ni 6:12 ' 16. ■'. 6:12 I AH4 Mr - BH3 _ , zh I BH1(2) FI_ A iminimiii, lir NM MI .101111 imi SIN .IIl1 tr I ..4'r..T:.IH!II! ,1, ®i4ONFORMS TO DESIGN CONCEPT Al Ilili : a i' ❑r CJNFORMS TO DEESIGN CONCEPT WITH ---- -- REVISIONS AS SOWN �-4 U 8'9 1. I Q CONFORMS TO DESIGN CONCEPT ❑ NON-CONFORMII Z -REVISE AND RESUBMIT V 0 CONFORMSTODESIGN CONCEPT WITH W-6" � REVISIONS NOTED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 0 NON-CONFORMING-REVISE&RESUBMIT WITH THE DESIGN CONCEPT OF Y AND DOES NOT RELIEVE THE 1 na roP 1 WS e.="O BO CEERu O.MS VMS NTOI FfV-1 LG T OfF.Y Y. FON E S .1�.F.E GB FABRICATOR/VENDOR OF RESP sIBILITY FOR CONFORMANCE WITH THE �1 04%.,05.3iRCUCIGSPO Sf Y ELE a.4.14,MO WeI [��'+' 4V muarem.arc:F±axec.,;m utuaae aurs.uwrnaNr DESIGN DRAWINGS AND SPECI 'CATIONS ALL OF WHICH HAVE PRIORITY HaOF;IT a P.1H-SHOPOFiNZS OVER THIS SHOP DRAWING. 9TFeeToa cum I 11FRTFV All FITR,MRTFINS By Alenia Fukui Date 9/22/14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 ®Copyright CompuTrus Inc.2006 CT ENGINEERING INC BL �-n , oLIE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL m PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-B COFFERDESIGNER/ENGNEERO BUILDING RESPONSIBLE FOR ALL NON-TRUSS h 1`1\ -umber PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING eal - DESIGNER/ENGINEER OF RECORD TO TRUSS U S COMPANY �J / B CHECKED BY: DESIGNS PRIOR PRAM ORFUACTION. DELIVERY LOCATION: SCALE: REVISIONS: 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. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIJWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek). � C3f1 pl .t R o f or-Fszp, ,* 0 .o,1 iitt,' .A0 I"'.' ,f?.,/y0- ' lic? i ET ti 1 •,li, z4s3 '� YAG.it. `U /0//1/1, EXPIRES 6130/16 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2- 0) 42 2.10=(-958) 2635 3-10=(-318) 336 BC: 2X4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3= -3001 1231 10.11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 4= -2717) 1165 11-12=(-716 2136 4.11=(-785) 486 LOADING 4. 5=(-1912) 966 12- B=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717 ) 1165 6.12=(-120) 565 TOTAL LOAD = 42.0 PSF 7. 8=(-3001) 1231 12- 7=(-318) 336 8- 9=( 0) 42 OVERHANGS: 10.0' 10.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONSSIZE RE UI. (SPECIES)BRG M,M20HS,NI8HS,M16 = MiTek MT series THEEBOTAD TTOMAT CHORDADEAD(LOADPISIAIMINIMUMBY BC OF2102PSF. 0'- 0.0' -276/ 1775V -226/ 226H 5.50' 2.84 KDDF625 40'- 0.0' -276/ 1775V 0/ OH 5.50' 2.84 KDOF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0,--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.178' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.330' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0,001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ, LL DEFL = 0.070' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.117' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 20-00 20-00 4' Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. 12 Wind: 140 mphh=24,2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 6.00 M 4x6 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 ,h' in the plane of the truss only. s M-5x6(5) M-5x6(S) 3.t 0.25° 0.25" tl it 0 4 +1 0 M 1.5x41/ M 1.5x4 o + /\111po <o 0 0 O 0 11 12 k, O -3x8 M 3x4 0.25° M-3x4 M-3x8 O M-5x8(S) 1. y 1, J. /, 10-03-04 9-08-12 9-08-12 10-03-04 y y y y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - Al Scale: 0.1552 ��ANG N e 6% Sf02,. WARNINGS: GENERAL NOTES,unless otherwise noted: w ��� ii 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 ; �e E { and Warnings before construction commences. building component.Applicability of design parameters and proper �/' Truss: A 1 2.2x4 compression web bracing must be installed where shown u. incorporation of component Is the responsibility of the building designer. 3.Additional temporary brad to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at po ng 2'continuous and at 10'o.o.such a respectively unless braced throughout their length). `rte„ . - 4,i�" DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of sheathing such as plywood sheathing(TC)end/ordrywalleC), / , DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �l,/ CC 4.No load should be applied to any component until after at bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7 ._ lk SEQ. : 5992791 fasteners are complete and at no lime should any loads greater than 5.Design assumes t usses are to be used in a noncorrosive environment - '7,9 y OREGON {_• design loads be applied to any component and ere for'dry condition"of use. Q 1 4., P 6.Design assumes fun bearing at all supports shown.Shim or wedge if ,{'c TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary, /` R i�-` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faxes of truss,and placed so their center .. with joint center lines. 11111111111111111 Mire USA,Inc./CompuTrTPI/VWCA M SCSI,copies ofus(Software 7.6.6(1 L)E ch will be furnished upon request. 0.lines coincide size roplatetdesign values see ESR-1311,ESR-1988(MITek) ' EXPIRES:12/31/2015 IIIIII IIIIII! This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 KDDF Al&BTA SPACED 24.0' O.C. t- 2°( 0) 42 2.12=((-1420) 2608 12- 3=( 0) 291 WEBS: 2x4 KDDF STAND2- 3=(-3048) 1745 12.13=(-1422) 2605 3-13=(-547) 259 LOADING 3- 4=(•2505) 1688 13-14= -1231) 2235 13- 4=(-102) 534 TC LATERAL SUPPORT <= 12.00. MON. LL( 25.D)tDL( 7.0) ON TOP CHORD = 32.0 PSF 4. 5=( -597) 766 14.15=(-1231) 2235 13- 6=(-348) 150 BC LATERAL SUPPORT <= 12'OC. MON. DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(-1683) 1035 15.16=(-1449) 2605 16. 5=( 0) 311 TOTAL LOAD = 42.0 PSF 5- 7= 481 778 16.10=(-1447) 2608 6-15=(-348) 150 6- 8=�•1683I 1035 8-15=�-102) 534 NOTE: 2x4 BRACING AT 24'OC MON. FOR $ LL = 25 PSF Ground Snow (Pg) 7- 8= 597 766 15- 9=(-547) 259 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8- Uo(.3O05) 1688 9-i6=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0.10=(•3040 1745 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'11=1 0) 42 OVERHANGS: 10.0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0' •460/ 1775V -197/ 1976 5.50' 2.84 KDDF ( 625) Unbalanced live loads have been 40'. 0.0' -460/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) considered for this design. Connector plate prefix designators: 1COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) C,CN,CI6,CN18 (or no prefix) = Comrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L)180 M,M2OHS,MI8HS,M16 = MiTek MT series MAX LL DEFL = 0.001' 0 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'•-10.0' Allowed = 0.111' MAX LL DEFL = 0.235' @ 22'• 7.4' Allowed = 1.954' MAX TL CREEP DEFL = -0.334' @ 20'• 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.098' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.123' @ 39'• 6.5' 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES 7-03-04 6-05-04 4-00 '( NOT EXCEED 19%AT TIME OF MANUFACTURE, T 00• 4-03-03 6-05-04 7-03-04 Design conforms to main wiedforce-resisting 14-00 -03-0 f system and components and cladding criteria. ( 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 12 M 4x6 M-4x6 (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 7 5, M-3x8. 12 load duration factor=l.6, 1.� Q 6.00 Truss designed for wind loads M-4x6 in the plane of the truss only. M-4x6 M-5x6(5) M-5x6(5) v o 0.25" \ 1000.t.. of 3 0.25° en 0 , vj 1 - o o14 1 '1.1 o M-3x8 M-1.5x4 M 3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) (S) J, y y ). 1' /, ,, k 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 \c��� N3 PROP �,sj WARNINGS: GENERAL NOTES,unless otherwise noted. I R Q2 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and is for an individual 1.- Truss: AH7 and Warnings before construction commences. building component.Applicability o1 design parameters and proper =�� E17 2.2u4 compression web bracing must be Installed where shown+. Incorporation of component Is the responslbiity of the building designer. S DES. BY: B S 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheething(TC)and/or drywellle0. �,,40000,,097_ ,„ ®� g 0.2x Impact bridging or lateral bracing required where shown t a • Cr 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. : 5992792 fasteners are complete and al no time should any bads greeter than 5.Design assumes trusses are to be used Inc non-corroslve environment, �` A-OREGON k (V TRANS I D: 403334 design loads be appced to any component and are for'dry condition'of use. '7 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / 'Tk ;201 4�. necessary. 0 14, ��. fabrication,handling,shipment and Installation of components. 7Is p 6.This design is furnished subject to the imitations set forth by 8.Plates shall assumes e locategd on both ate facesof truss,and placed so their center �t`R R I�.� 1IIIII IIIiIIIIIIIIIIIIIIIIIIII II(III MTITPI/WTCA In e USA,InCJCompuTrusI,copies of lch SoftWarell be 17.6.6(1L)-E upon request. , lines coincide with joint center lines. o.Digit Indicate sizeof e gnheluessee ESR-1711,ESR-1e88(MRek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1076) 2619 12- 3=( 0) 316 291 BC: 2x4 KDDF 01ANTR SPACED 24.0' O.C. 2- 3=1-30573- 4=(-2492) 1266 13.14=1363 ( -957) 2433 13.078) 2616 14=(-267) 708 WEBS: 2x4 KDDF STAND LOADING 4- 5°) 0) 0 14-15°) -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= -2136) 1206 15.16=(-1130) 2616 14- 6=1 0) 311 BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8= -2136) 1206 16-10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8= 0 0 8-15=(-268) 708 9-10=(-3057) 1363 15- 9=(-534) 530j 316 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 10-11°)- 70)) 42 1 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HOflZ BRG REQUIRED BRG AREA OVERHANGS: 10,0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -319/ 1775V -1581 156H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -319/ 1775V 0/ OH 5,50' 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for nett-5 osfl uplift at 24 'on spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'-•10.0' Allowed = 0.111' MAX LL DEFL = 0.209' @ 26'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.358' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.083' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 TT Wind: 140 mph, h=23.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 7-03-04 6-05-04 2-03-0S 4-00-05. 4-00-05 S-03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 'f T 5 7 f 12 M-4x6 M-3x8 .11,1 %-4x6 d 6.00 M-5x8(S) 6.00 - M-5x8(5) v 0.25" 0.25" 0 3 + + ON M o cm o i is t : L%r%:%,1 .1c.i; 13 104.25" M 3X8 M -11 65x4 M-3x8 0 o M 3x8 M-1.5x4 M-3x8 M-5x6(S) y ). y y y y 1, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y J, y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH6 ��� xAGPN� VSs/0 Scale: 0.1547 WARNINGS: GENERAL NOTES,unless otherwise noted: �/ �G� 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 - o E 1' T r u s s: AH 6 end 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 bracingto Insure stabil duringconstruction 2.Design assumes the top and bottom chords to be lateraly braced at ®�„ po y 2'0.0.and at 10'o.e.respectively unless braced throughout their length by `�s�, DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andiordrywan C). / ,.S �. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be appied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. SEQ. : 5992793 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 V 1� '` design loads be applied to any component. and are for"dry condition"of use. <Q '9y 14. 20 A 6.Design assumes full bearing at all supports shown.Shim or wedge If Mt (�S TRANS I D: 403334 S.CompuTrus sign loads be no control over and component. assumes no responsibility for the necessary. R R�L�' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center , ished upon IIIIII VIII IIID IN VIII VIII VIII IIII IIII MITekpUSA,lncCA In JCompuT s I,copies of (ch will be Software 7n6.6(IL)-E request. 1nter Roes. g0.Digits a indicate platlines coincide with joint e deg incvalues see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC:M 2x4 KDDF C1TIOR TRUSS SPAN 40'- 0.0' BC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0. O.C. 1- 2= 0 42 2.10=(-931 2619 13- 0 291 2- 3=f-3057) 1165 10.11=(-933 ) 2616 3-3-11= -534)368 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3- 4-(-2492) 1038 11.121-698) 2433 11- 4=(-241) 708 BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2136) 1015 12.13=(•698 2433 11- 5=(-527) 203 DL ON BOTTOM CHORD = 10.0 PSF 6. 7= -2492 1015 14-14= •957 2616 15. 3= 0) 2013 TOTAL LOAD = 42.0 PSF 6- 7.(-2492) 1038114- 8= •955 2619 5-13.(-527) 708 NOTE: 2x4 BRACING AT 24'OC UON. FOR 7- 8=(•3057) 1164 7-14=(-240) 7081 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 8. 9=( O) 42 13- 7=(-534) 368 7-14=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 10.0' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0' •247/ 1775V -155/ 155H 5.50' 2.84 KDDF Connector plate prefix designators: . -247/ 1775V C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc0/ OH 5.50' 2.84 NODE ( 625625) 40'• 00' M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.179' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.358' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.076' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5' 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=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 13-11-11 12-00-10 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), ( 13-11-11 load duration factor=1.8, 7-03-04 6-08-07 6-00-05 6-00-05 Truss designed for wind loads ( 6-08-07 7-03-04 I in the plane of the truss only. 12 T f T 6.00 D M-4x6 12 e M-5x8 M-4x6 4 6.00 M-5x8(S) M-5x8(S) 0.25" 0 3 0.25" tea. + + ''n Y SS 0 of- loot- o ' nl2 ,\ ; Zi t t1013 ao M-3x8 M-1.5x4 M-3x8 . 5" M-3x8 M-1.5x4 M-3x8 0 J. M-5�(S) J. y J. J. J. ; 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 0-10 40-00 y y o-io JOB NAME : POLYGON PLAN 5-B NH - AH5 �1vo PROF Scale: 0.1547 �\cDN GINE �`S'',/‘-'11- '1,- WARNINGS: GENERAL NOTES,unless otherwise noted: ��;, E. T r u s S: AH 5 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual L- 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 responsibiity of the building designer. S DES`, BY: BS 3.Additional temporary bracing to insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x impPuous sheathing such as plywood required ing(TC)and/or drywall(eC. ` �� 4.No load should be appied to any component until after all bracing and 4.Installation tallatinact bof truss s thor e lateralbracing responsibility f te espective contractor. „..0.44.1... ,!! SEQ. : 5992794 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, • TRANS I D: 403334 design loads be applied to any component. and are for'dry condition-of use. �G OREGON b (lj 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 '9f 14, ,rZQ�P.�� fabrication,handling,shipment and Installation of components. necessary. /1'/ ` 6.This design Is furnished subject to the GMtatlos set forth 7•Design assumes adequate drainage Is provided.s,and `n R I1.%- III 11111 III III VIII VIII 11111 MIN TPIMWTCA In BCSI,copies of which will be furnished upon quest. 8.Ines coincide with join)enter Ones9.Digs of truss, placed so their center late In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(7L)-E 10.Forrlts basic conindicatnector plse ofate design values see ESR-131 1,ESR-1988(MITek) EXPIRES:12/31/2015 This designUMBprER-BCepared from computer input by II'IIIIIIII'�I TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134) 2587 3.14=(-135) 235 1414 3183 14- 899 BC: 2x4 KDDF g1 BC: 2x4 KDDF #1&BTR&8TR SPACED 24.0' O.C. 2. 3=(-3022) 1314 14.16=(-1211) 3398 14. 4=(-2961 443 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6.15=1 -32) 304 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(•197) 130 BC LATERAL SUPPORT <= 12'OC. UON. 6- 7=(-3285) 1508 7-16= •197) 130 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(-3285 1508 16. 8= -32) 304 TOTAL LOAD = 42.0 PSF 8.10=(-2455) 1236 8.17= •976) 443 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-17=(-296) 899 19.10=(-3.2810 1314 10-17=(-295) 235 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12= 022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=) 0) 42 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators:CoLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C M,M20HS,M18HS (16 no MiTek prefix) = riesuTrus, Inc 0'. 0.0' -304/ 1775V -1111 11 18 5.50' 2.84 KDDF 5.50' 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MT series 40'- 0.0' -304/ 1775V 0/ [COND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'-•10,0' Allowed = 0.111' MAX LL DEFL = 0.273' @ 20'- 0.0' Allowed = 1.954' MAX TLMAX CREEP IL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.094' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.146' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 f f '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 T 4-07 2-10-09f 5-01-12 5-01-12 T-10-09 4-07 5-01-08 load'ffTrusduration fforowind6loads -03-0 -03-0 in the plane of the truss only. 10-00 10-00 T ,( 1' f 6,00 p M-4x6 5 M 6x4 M-5x6(S) M-3x4 9 0-4x6 12 6.00 y B M-1.5x4 v M-1.5x4 0 3 1 CO co O c l_ 14 1} T 1 1,p 17 13 0 o M-3x8 M-3x8 c.25" 0.25 M-3x8 M-3x8 0 M-5x6(S) M-5�(S) y y y /, y J, y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 to JOB NAME: POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 ��,NGPR e tS�p2 WARNINGS: GENERAL NOTES,unless otherwise noted: ,(/{I, ' f-, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Cc •y L®® . E 9 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss AH 4 2.2x4 compression web bracing must be installed where shown a Incorporation of component Is the m siWBly of the building designer. • 3.Additional temporary bracing to Insure stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'n.e.and at 10'o.c.respectively unless braced throughout their length by f aro- ®® DES. BY: BS is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood shealWnBlrC)and/or drywal eC), the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •17 OREGON a �lj DATE: 7/11/2014 4.No load should be applied to any component until after all bracing and 4.Installation of tons Is the responsibility of the respective contractor. A_ SEQ. : 5992795 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 4. q y 1 4, ZQ\ '�` design loads be applied to anycomponent and are for'dry condition"of use. A g PP 6.Design assumes hill bearing at an supports shown.Shim or wedge If V TRANS ID: 403334 S.CompuTrus has no control over and assumes no responsibility for the necessary. MRR{14C fabrication,handeng,shipment and Installation of components. 7.Design umes adequate drainage Is provided. 6.This design Is furnished subject to the Collations set forth by 8.Plates shall be located on both faces of truss,and placed so their center -. Ones coincide with joint center Ones. 1 111111 11111 VIII 111 11111 11111 11111 1111 111 MiTek USA,mncCA In iCompuTrus I,codes of (ch will be furnished upon Software 7.6 6(1 L)-E request. 10.Digit sic connector size of plate plate design values see ESR-131 1,ESR-1988(Welt) EXPIRES:12/31/2015 111111 1111111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' TC: 2x4 KDDF R188TA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WRJD3-13x(1,00 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C, 1. 2= 0) 42 2-13=(•1012) 2587 3-13=(•136) 307 WEBS: 2x4 KDDF STAND 2- 3= -3022 1237 13-14= 974 3183 13- 4=(.275) 899 LOADING 3. 4= •2812) 1094 14.15=(-1050 3398 13- 5=)-976) 397 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2455) 1044 15.16=(-1012) 3183 5-14=( -43) 304 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 6=(•3285) 1278 16.11=(-1044) 2587 14. 6=(•192) 143 TOTAL LOAD = 42.0 PSF 6- 7.1•3285) 1285 6-15=1-192) 133 7- 9=(-2455) 1061 15. 7=( -35) 304 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground8- Oa( 0) 0 7.16=(-976) 389 Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED9-10= •2812) 1112 9.16=(•269) 899 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.11= •3022 1247 16.10+1.136) 293 11"12= 0) 42 REQUIREMENTS OF IBC 2012 AND INC2012 NOT BEING MET. OVERHANGS: 10.0' 10.0' Connector plate designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connect8,CN18 (or prefixno prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,(orM16 = Mprek MT series 0'- 0.0' -241/ 1775V •111/ 111H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -245/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 gsfl uplift at 24 'oc sp -Inn I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ O'--10.0' Allowed = 0.111' MAX LL DEFL = -0.246' @ 20'• 0.0' Allowed = 1.954' MAX TL CREEP DEFL = •0.495' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.088' @ 39'. 6.5' MAX HORIZ. TL DEFL = 0.146' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1991 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0-06-08 system and components and cladding criteria. 9-11-11 19-09-05 .101 Wind: 140 mphh=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, T 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 4-07 5-01-08 Truss designed for wind loads T f f f f f f f in the plane of the truss only. 10-00 12 M-4x6 M-5x6 S 12 6.00 p M- x4 6 y0.25" M-� 9x4 a M-4x6 a 6.00 .x M-1.5x4. o o Ig-1.5x4 to co coo o f f- o�` 19 gg ( �i} .. 2 co o M-3x8 M-3x8 b.25" 0.25'' M-3x8 M-3x8E c M-5�(S) M-5x6(S) y y 9-06-12 7-00-01 6-10-05 y 7-00-01 y 9-06-12 y 0 10 40-00 y 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 ,a0a PROPe Scale: 0.1481 45/ hi ,tkGINEE s41 WARN1.Builder GENERAL NOTES,unless only up otherwise noted: - /�s• E 1.9ullder and erection contractor should be advised of all General Notes 1.ThIs design is based upon the parameters shown and Is for an Individual g( •}7 Truss: BH3 and Warnings before consUucnon 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. DES. BY: BS 3.Additional temporary bracing to insure stability construction2.Design assumes the top end bottom chords to be laterally braced at // Is the responsibility of the erector.Additional permanent bracing of 2'o.e,and at 10'o.e,respecsvely unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as ply:god required sheathing(TC)shown+drywol eC). !� A/A� 3.fn Impact bridging or lateral bracing where ++ 4.No load should be appped to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. tr SEQ. : 5992796 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 OREGON b �(/' TRANS I D• 403334 design loads be applied to any component. and are for"dry condition"of use. L. 2J� 1 ` 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q Y r4, 20fabdcaUon,handling,shipment and Installation of components. necessary. p ,Ti.,t 6.This design is furnished subject to the limitations set loch 7.Design assumes adequate drainage Is provided. )R R ILt.- S. ..1^NO' eir center BCSI,copies of which III II II II VIII VIII IIID III'IIID)III)III MTe SAnlnC./CompuTrus Software 7.6.6(1 L)E�requestl be furnished upon 70.Port indOnes ica ne sn connector of plate te design in8.Plates shall be located on both th joint center helves s gee ESR-1311,truss,end 1ESRd so'19a9(MRaiO EXP I RES:12/31/2015 111111111111111111111111111111111ThiPACsIFdesign BER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1214) 2654 3-13=( -13) 272 2x6 KDDF #16BTR T2 SPACED 24.0' 0.C. 2- 3= -3102 1424 13-14=(-2120) 5340 13- 4=( -309 975 BC: 2x6 KDDF#1&BTR 3- 4=1-3143 1441 14-15=(-2516; 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND 4- 5=( 0I LOADING 0 15.16=(•2516) 6278 6-14=( •51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=0392 2262 17-18=(-1207) 2684 15- 7=( 0) 2588 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-5741) 2555 18-11=)-1204) 2686 7-16=I -596 200 8- 9=(-2744) 1321 16- 8= -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748))) 1332 8-17=(-3796) 1672 SPATIAL NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11=(•3111) 1425 17- 9=( -913) 2127 LIMITED STORAGE DOES NOT APPLY DUE TO THE 11-12= 0 42 17-10=` -354) 293 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0) 180 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -289/ 1775V -118/ 118H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -250/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 M,M2OHS,MI8HS,M16 = MiTek MT series )COND. 2: Design checked for net)-5 psi) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 MAX LL DEFL = 0.001' @ 0'-•10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.001' it 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.536' @ 19'- 6.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.975' @ 19'- 6.0' Allowed = 2.606' MAX LL DEFL = 0.001' 0 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'• 10.0' Allowed = 0.111' MAX HORIZ. LL OEFL = -0.097' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.148' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. 7-11-11 16-10-0810-03 41013 10 03 Wind: 140 mpht h=21.7ft, TCDL=4 .2,BCDL=6.0, ASCE 7-101 f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 3-00-12 05-0 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, � T T T T T T Truss designed for wind loads -05-1 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00 6.00 4.0" 6.00 9 „X /- s ,�- „` '' 5 M-3x4 c M 5x6 M 3x8 M 3x8 M 5x16 1-2-----7� M 1.5x4 �r O �� �1111\ O / + 1` N f- ,- o ---- 13 i4 15 1,6 17 18 o M-3x8 M-4x12 0.25" M-1.5x4 0.25 M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) (S) y =M-8x18(S) y y y y 5-04-12 y 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 J' J• J, y 40-00 0-10 �R�p PR OFFS 0-10 JOB NAME: POLYGON PLAN 5-B NH - BH2 Scale: 0.1481 �5‹ G/(1NE'r � `Slp�l_ WARNINGS: GENERAL NOTES,unless othendse noted: t-ty +,(J,I E _vq� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual y LLL®a BH2 and Warnings before construction commences. building component Applicability of design parameters and proper Truss E{112 2.2u4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsldaty of the building designer. �, " 3.Additional temporary bracing to Insure stabli during construction 2.Design assumes at 10'the top and bottom unless chords co belaterallybraced at po ryb T o.c.and et 10'c.c.respectively braced throughout their lerr��th by ®.� DES. BY' BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryvreu(6C). „7,,,, �•`" �:('r DATE: 7/11/2014 the overall sW sure is the responsiMBty of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* .� 'wi 4.Na load should be applied to any component until after all bracing and 4.Installation of Wss is the responsibility of the respective contractor. SEQ. : 5992797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L4 q y OREGON design loads be applied to any component and are for"dry condition"of use. Q 14,, 6.Design assumes full bearing at all supports shown.Shim or wedge If �iP TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. M`A F3 L4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter .. ., ch WA be furnished upon IIIIII II II II II VIII VIII VIII VIII(III(IIIlate In inches. MiiTPekUSA,Inc./CompuTrus(Software 7.6.6(1L)-E request 10.lines ncide with joint center lines. FFarrlas c connector plate design values see ESR-1311,ESR-1988(MITek) Digts EXPIRES:12/31/2015 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12.00.00 TO 19.00.00 TC: 2x4 KDDF #18BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/ODF)) 7660 2x6 KDDF #18BTR 72 1- 2=( 0) 42 2-12=( •958) 5580 3-12=( •120) 766 9.17=(0) 138 BC: 2x6 KDDF #1&BTR LOADING 2 3= 6484 1158 12.13= •2356 12824 12. 4= 390) 2390 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (P9) 4-3 4=( •6788; 1218 13.15n)-2778) 15096 12. 5=5-7308) 1432 TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'• 0.0' TO 40'- 0.0' V5=( -6064) 1108 14-15=(-2778) 15096 5.13=( -330) 2050 TC LATERAL SUPPORT <= 12.00. UON. BC UNIF LL 0.0 +DL 20.0). 20.0 PLF 0'• 0.0' TO 12'- 0.0' V 5- 6=(-13056) 2488 15.16= -2114) 12140 13- 6=(-2176) 410 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 50.0 +DL( 54.0)= 104.0 PLF 12'- 0.0' TO 19'- 0.0' V 7- 78=y -5222 2946 17.10=� -752) 4772 16.15=�-3278) 1800 BC UNIF LL( 0.0�+DL( 20.0)= 20.0 PLF 19'• 0.0' TO 40'. 0.0' V 8- 9=1 -5218) 952 15- 6 -258) 1390 9.10= -5482) 926 u( NOTE: 2x4 BRACING AT 24'0C UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0' ( 6.18=(•-750) 41348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0' 10.11=( 0) 42 16- 8=( -750) 4348 16- 9=( -300) 928 OVERHANGS: 10.0' 10.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, 0'- 0.0' -629/ 3446V -118/ 118H 5.50' 5.51 KDDF P(C625)) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR SPAC LIOE LOAD. TOP 40'- 0.0' -507/ 2917V 0/ OH 5.50' 4.67 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1r. 2 ) complete trusses required. !COND. 2: Design checked for net(-5 osf) uplift at 24 'pc spacin. .l ** HANGER BY OTHERS TO APPLY CONC, Join together 2 ply with 16d Common nails staggered at LOAD(S)ANGEREQUALLY TO ALL MEMBERS. 9' Sc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L)240, TL=L/180 9' oc in 2 rows throughout 2x6 top chords, MAX LL DEFL = 0.000' @ 0'•-10.0' Allowed = 0.083' + Laterallybrace to roof diaphragm. 9' oc in 2 row s; throughout 2x6 bottom chords, MAX TL CREEP DEFL = •0.000' @ 0'-•10.0' Allowed = 0.111' 9' oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.401' @ 19'- 6.0' Allowed = 1.954' MAX TL CREEP DEFL = -1.255' @ 19'- 6,0' Allowed = 2,606' MAX LL DEFL = 0.000• @ 40'- 10.0' Allowed 0.083' MAX TL CREEP DEFL = •0.000' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.070' @ 39'. 6.5' MAX HORIZ. TL DEFL = 0.166' @ 39'- 6.5' 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11.11 18-10-08 4-10-13 10-03 load duration factor=1.6, Truss designed for wind loads f3-00-122-10-15f 6-03-15 7-02-06 T 5-07-11 4-07-05 4-07-06 5-07-10 in the plane of the truss only. 1212 12 6.00[7. 6.00 M-4x6 Q 6.00 4.0" 6 o M-5x6 10 M 3 10 f M-5x1 6! loo.' M-3x4 ^ M-35 o d• M-1.5x4 r• to 0 M + + + C7 O mem _ M 3x6 0 s- c /" 1 z '' `rte 14 T 6 I, 1 4 O M-3x8 M-5x12 130.25" M-3x6 0.25"15 M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 11,841# f1384# yy ). J, i' ). i' yy 9-19 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 9-19 JOB NAME :°•POLYGON PLAN 5-B NH - BH1 40-00 0.10 V�pPROFF Scale: 0.1481 �\C ' NGIN sjO WARNINGS: GENERAL NOTES,unless otherwise noted: / 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 Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ® E 9�' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to d laterally braced at // Is the responsibisty of the erector.Additional permanent bracing of 2'c.c.and at 10'ex.respectively unless braced throughout their length by DATE: 7/11/2014 the overall sWcture Is the responsibility of the buiMln designer. continuous sheathing such as plywood sheathing(TC)andfor drywall(BC. `t-"• 44 be9 0 3.in Impactobridgingoor trelpracingity ofthe where shown la -40 CC 4.Na load should m applied to any component until all bracing and 4.Design of truss is the t responsibility Ithe respective contractor. . SEQ. : 5992798 fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, yL ,l_OREGON W TRANS I D• 403334 design loads be applied to any component and are for"dry condition'of use. 77 D S.CompuTrus has no control over and assumes no responsibility for the 6.Design asumes full bearing at all supports shown.Shim or wedge If <Q '9Y y.4 2.° -4� fabrication,handling,shipment and Installation of components. necessary. 0P. 6.This design Is furnished subject to the Itrsations set forth 76..Plates shall be assumes adequate on drainage faces Isprovided.runs,and 'MR ARA..L�- I III I III III I III1 11111 III 11111 IIII IIII MITeker TpUSACA,rin0./Co Inc./CompuTrus which SoftWafe 7.6.6(114-Eill be furnished upon request. lines It 0.Digits ibesadic ca a sl coe with nnector plate plate ia destipn values see ESR-13117,ESRaced so-1988 n88(Meir tReW EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(•1678) 3991 15- 3=(-353 977 12-23=(0) 242 TC: 2x4 KDDF 41ANDR 1&8TR SPACED 24.0' O.C. 2- 3= •4625 1974 15.16=(-1549 3653 3-16=(-721) 416 BC: 2x4 KDDF F 3- 4=-3338) 1493 16.17=(-1176) 2930 16. 4=( -19 ) 289 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4.17=(-519) 279 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=( 0) 0 17- 5=(-400) 969 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2481 1295 18-20= -1045 2776 17- 7=(-640) 312 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=-2785) 1416 20-21=-1031) 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21.22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.11=(-2288) 1229 22-23=(-1136) 2635 20- 8=(•665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED10.11=( 0) 0 23.13=(-1134) 2838 8-21°) -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2643) 1300 21- 9=) 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=`-3077 1361 9-22=(-710 315 13-14=( 0) 42 11.22=(-284) 807 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA C,M2OHS,MIBHS (or no iTefiM) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'• 0.0' -308/ 1775V -133/ 133H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -309/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 1060 Desig d for nett 5. pot) uplift at 24 'ac soecina I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' 0 0'-•10,0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.260' @ 16'- 6.2' Allowed = 1.954' MAX TL CREEP DEFL = -0.466' @ 16'- 6.2' Allowed = 2.606' 0-011( MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL= •0.122' @ 39'- 6.5' 1' ( T 2-09 T 4-05-12 4-05-12 -05-04 6-01-04 2:03-03 f 6-03-04 MAX HORIZ, TL DEFL = 0.188' @ 39'- 6.5' �3-04-13 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 03-0 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12-00 "( Design conforms to main windforce-resisting 12 M ex4 10 12 system and components and cladding criteria. 6.00 M 4x6 M_ggx8 M- x4 6.00 Wind: 140 mph! h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 5 8 1M-4x6 Q All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ._ load duration factor=l,6, M-3X4, 1 3X4 Truss designed for wind loads v. in the plane of the truss only. O + r:- :M-4x43 ` M 3x8 a� o N o M 3X8 !_ a v �_ 0 2: o - ' '15 16 17 18 ''" 22 23 `' C M 5x8 M-3x4 M-3x8 M-x6 20 5 0.26' M-3x8 M-1.5x4 0 c M-3x4+ M-4x10 M-3x4+ 1.89M 5x6(S) - 2.75 12 y 2 > y f-09- 12. y y J. y J. J. 2-05-00 4-05-12 4-07-08 1T-08-O2 6-03-06 6-01-04 5-05-04 6-01-08 ,, y 0-1y0 2-05-08 11-11 y2-00 23-07-08 0-10 J. 14-04-08 25-07-08 J. y0-10 0-10 40-00 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 ��"�C1GIN , WARNINGS: GENERAL NOTES,unless otherwise noted: d 11 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and Is for an individual •S. E and Warnings before construction commences. building component.Applicability of design parameters and proper //////// 1--- Truss: AH5C 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 stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ®�, stability 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). / ' •- (r DATE' 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ n OREGON b ��,C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. AA__ ... SEQ. : 5992799 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 4. "�qY N design loads be applied to any component. and are for"dry condition'of use. Q 14, P 6.Design assumes full bearing at all supports shown.Shim or wedge If 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. MSARIL-. C;11 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center upon Ones coincide with joint center lines. IIIIII IIII VIII VIII VIII VIII VIII IIII IIIIMiTTekUSA,Inc./CompuTrusbIn SCSI,copies of earing a7.6.6ch will be (1 L) -E request. 10.Digits cote size roplete design values see EBR-1311,ESR-1986(MfTep f late In EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF Il168TA SPACED 24.0' O.C. 2. 3=(-4625 1712 13-14= -1329 3653 3.14= •721 386 20-10= -387 302 WEBS: 2x4 KDDF STAND 3. 4=(•333 1292 14.15=I.1028{ 2930 14. 4=) -14{ 269 10.21={ 0{ 242 TC LATERAL SUPPORT<= 12'OC. UON. LOADING 4- 5=(-2840 1155 15-16= -815) 2757 4-15=(-519) 342 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6- BC LATERAL SUPPORT <= 12'OC. UDN. DL ON BOTTOM CHORD = 10.0 PSF ( 2481 1098 17.18=i 0) 0 15- 5=(•337) 969 TOTAL LOAD = 42.0 PSF 6. ;:1177911 n•2795) 1177 16.18= 812) 2776 15. 6=(-161) 244 7. 8= •2797) 1159 18.19= -802) 2727 6.16-`-161 492 NOTE: 2x4 BRACING AT 24'OC VON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-2288) 1038 19-20= -834) 2794 16- 7=(-104) 312 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-2643) 1076 20.21= -972) 2635 18- 7=(•665) 253 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.11-1.3077{ 1172 21.11=( -970) 2638 7.19=( -55) 136 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12 0 42 19- 8= 0) 216 OVERHANGS: 10.0' 10.0' 8.20=(•710) 275 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connect8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M,M20HS,M18HS,(or MiTekprMT series 0'- 0.0' -242/ 1775V -133/ 133H 5.50' 2.84 KDDF ( 625) 40'• 0.0' -242/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl ualift at 24 'oc soacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'•-10.0' Allowed = 0.111' MAX LL DEFL = 0.232' @ 16'- 6.2' Allowed = 1.954' MAX TL CREEP DEFL = -0.466' @ 16'• 6.2' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'• 10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.112' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.188' @ 39'• 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 -05-0 12 Wind: 140 mph h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 6.00 M-4x6 M- x4 Mx8 M- x4 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5g Q 6.00 load duration factor=l.6, Tr ss d or ind ads M-3x4 inuthedplaneeoffthewtrussoonly. ..:r 4 0 M 3x4 `O %M-4x4 3 0o c' M-3x8 CV J �_ _ tn f-8 0 I 1M-5x8 M 3x4 M-3x8 1617 BT 119 zo z1 q��2 o M-3x4+ M-5x6 M-4x10 0'25 M-3x8 M-1.5x4 M-3x8 0 M-3x4+ a 2.75 1.89r, M-5x6(S) �2-09-12' 12 y y y2 :I., 12 y y y y , 2-05-05, 4-05-12 4-07-08 1,08-0 6-03-06 6-01-04 5-05-04 6-01-08 , , 0-1jJ 2-05-08 11-11 ,2-00 23-07-08 0-10 0 y 14-04-08 25-07-08 10 40-00 y y 0-10 JOB NAME: POLYGON PLAN WARNING5-B NH - AH4C GENERAL NOTES,unlessScale: 0.1499 ' G�NGIN��tF�ssro' otherwise noted: / . 'T 4 1.Builder and erection contractor should be advised Oen General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,,(�/ 'r Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper "`JJJ , 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibilityof the buildingdesigner. continuous sheathing such as plywood sheething(rC)and/or drywal C). - B 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. c. SEQ. : 5992800 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses areto be used In anon-corrosive environment, - �,OREGONN, A TRANS I D: 403334 design loads be applied to any component, and are for'dry condition'of use. L -! S 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If ' '(/), Q 14, 2 0 QT fabrication,handling,shipment and Installation of components. Design ass M� 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequatboth faces e drainage Is truss,and. R R I L ced so their center (III I IIID 1111111 III VIII 111111111 IIII MTe SA,tInc./CompuTflls I.copies of ich will be Software 7.6.6(1L)E1ty upon request. U.DiFingits8.Plates shall w to jith oint`entIn ernch e design lues ESR-73111,ESR 19a8(MRek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2.17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF R168TR SPACED 24.0' O.C. 2- 3=(-4158 1779 17-18=(-1262) 3045 17- 4= -186) 353 G WEBS: 2x4 KDDF STAND 3- 4=�-3725 1660 18.19=(-1439) 3656 4. 18=( -191) 182 LOADIN4- 5=(-3215 1467 20.21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( 0) 0 19.21=(-1501) 4109 18. 7=(-1196) 523 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-2846 1359 21-22=(-1559) 4171 7-19= -269) 907 TOTAL LOAD = 42.0 PSF 7- 6=(-4266) 1837 22-23=)-1449) 3686 8-19=( -85 46 8- 9=(-4282) 1836 23.15=(-1108) 2440 19- 9.1 -253) 596 NOTE: 2x4 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019 1727 21- 9=( -822) 404 SPATIAL ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3994) 1670 21-10")1 -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE 11.13={-2515 1227 10.22=) -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 0 222-11= -80) 536 13.14=(-2863) 1308 11-23=(-1427) 578 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13.23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50' 2.84 KDDF 625 40'- 0.0' -301/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 ICOND. 2: Design checked for net(-5 osf1 uplift at 24 'oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001' @ 0'--10,0' Allowed = 0.111' 9-11-11 T MAX LL DEFL = 0.381' @ 21'- 6.8" Allowed = 1.954' T MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606' 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' 1 1( MAX TL CREEP DEFL = -0,001' @ 40'- 10,0' Allowed = 0.111' T 01-1f2 12-10-041 2 10 04' 0-u- 05 2f01-1f2 T 5-04-05 T 2-0I T 3-10-08 1' MAX HORIZ. LL DEFL = -0.131' 8 39'- 6.5' MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5' 8-001' 6-00 DESIGN ASSUMES MOISTURE CONTENT DOES ( NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-5x6(S) 12 6.0017 -3x4 M-3x4 12 Q 6,00 Design conforms to main windforce-resisting system and components and cladding criteria. ,+ M-5x6 =M-141x4 M-4x6 M 1 5x4 0.�5° Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / 7 9 9 k;, (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3X4 M-1.5x4 load duration factor=l,6, v 4 + 4 Truss designed for wind loads o r;, M 1.5x43 in the plane of the truss only. o m M-3x8 , / O N O 18 11• __ __-`.. 6 rn 0 0 o 1 i- 18 20`21 23 1 0 M-5x10 M-3x8 M-6x10 0.25V M-3x8 M 3x8 0 M-3x4+ M M-3x4+ 4x12 a 2.75 1.89 - MM -5x8(S) 12 y J' y J' y y y y 2-00 5-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 y yy y y 0-10 2-00 11-11 ,2-00 24-01 0-10 13-11 26-01 y y y y 0-10 40-00 0-10 V PROk, Scale: 0.1400 ����NGN ' s/p� JOB NAME : POLYGON PLAN 5-B NH - AH3 / ! WARNINGS: GENERAL NOTES,unless othenNse noted: 44 - ,(L/ '? 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 !.. 41$`-J-LLL E r and Warnings before construction commences. building component.Applicablity of design parameters and proper Truss: AH3 2.2x4 compression web bredng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto Insure stebig duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at po ry ty2'o.e.and at 10'o.0.respectively unless braced throughout their length by ®d!�" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywali C). / '�-- //'�'� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON w' Cr 4.Na load should be applied to any component until after a8 bracing and 4.Installation of tons Is the responsibility of the respective contractor. SEQ. : 5 992 8 01 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �f/__ '1 design loads be applied to any component and are for*dry condition"of use. 9L�"7,�y 14, 2d�� 6.Design assumes fug bearing at all supports shown.Shim or wedge if /I� 0� TRANS I D: 403334 5.CompuTnn has no control over and assumes no responsibility for the necessary. ME j�R�L� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ndde with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII III) MTe SA,rInC./ComlpuTrus which Softwar6 7^6.6(1 L) n request. ines lae In inches. O.IFForr basic connector platetdesign values see ESR-1311,ESR-1988(MITek) 9.Digits EXPIRES:12/31(2015 I IIIIIIIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4Wfl/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15c(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2- 3=�-4158) 1554 15-16={-1096 3045 15- 4= -173) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1463 16.17=(•1145) 3656 4.16 =) -192 258 TC LATERAL SUPPORT<= 12.00. UON. LOADING 4- 5=(-3215) 1216 18-19=) 0) 0 16- 5=( -358) 1134 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(•1245) 4109 16- 6=(-1196) 451 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6-17- 275) 907 TOTAL LOAD = 42.0 PSF 7- 8=j-4282) 1558 20-21=(-1162) 3686 7 .17=) -85) 56 NOTE: 2x4 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(•4019) 1481 21.13=1 •978) 2440 17. 8=( -184) 596 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3994) 1421 19- 8=( -822) 337 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 11.11=(-2515) 1026 19- 9=( -182) 104 12= -2863 1085 9.20= -310) 224 OVERHANGS: 10,0' 10.0' AEOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.2.13=�•2908j 1176 20-10=f •84 536 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13.14=( 0) 42 11-21={-1427) 518 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-21=( -286) 918 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner = 2.00' 0'- 0.0' -235/ 1775V •89/ 89H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -236/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICONO 2' Design checked for net( psf) uplift at 24 oc s a inn I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.354' @ 21'• 6.8' Allowed = 1.954' MAX TL CREEP DEFL = •0.712' @ 21'- 6.8' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'• 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.124' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207' @ 39'• 6.5' 7-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES 24-00-10 7.11.11 NOT EXCEED 19'k AT TIME OF MANUFACTURE. 2-01-12 L3-01-07 1,3- 01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 Design conforms to main dicladdingrcriterig 2-08-08 2-08-05 -o1-1 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDIe6.O, ASCE 7-101212 M-3x4 M-5x6(S) dra ' dr1at,2, Exp.B, MWFRS(D �r),6.00 p M-5x6M1)0 M-1 5x4 ova" =M-4x4 M-4x6 Q 6.00 (All dutionfaEnclosed, te .,5 8 M-3x4 g Y. 10 ` Truss designed for wind loads in the plane of the truss only. c 4161 + M-1.5x4 M-1.5x4 Nr M M 3x8 3 0 C 0 may`' -44111111116.. n IX&kikk // ;1 4 o f-o c c 1 M-3x4+ -5x10 M 13x8 1718 19 21 0 M-3x4+ M-6x10 0.25 M-3x8 1 lig M-4x12 M-5x8(S) M-3x8 0 - 2.75 12 ), ) 12 y ), J' y y ), J ,2-00 , 5-06-12 6-04-04 1 y00-12y 9-03-04 8-02-04 7-06-12 0-1A 0-10 2-00 11-11 .2-00 24-01 j y y) 13-11 26-01 J y 0-10 40-00 y ),0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 �`��N�PR()ice WARNINGS: GENERAL NOTES,unless otherwise noted: 'T 2. 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: AH2 and Warnings before construction ommences, building component.Applicability of design parameters and proper �� 7-..g23. E �' InorporaOon of component is the responsibility of the building designer. 2.2x4 compression web bredng must be Installed where shown*. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'c.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall shucture is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(6C. /�f� -Ail '�� P ty 6 3.2x Impact bridging or lateral bracing required where shown++ A 4.No load should be appcomplete oned to any component until after all bracing and 4.DesignInstallation of truss Is theresponsibilityare of the respective contractor. -3•_ OREGON 1 ��ft SEQ. : 5992802 fasteners are omplete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. '1 TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4, 2 �j,t�. fabrication,handling,shipment and Installation of components. necessary. AfV` 6.This design Is furnished subject to the imitations set forth 7.DesignPlatesassumeslocatedeon drainage a Isf trussa. � R �� VIII VIII IIID II 11111111111 VIII 1111111I TPIMrrCA In BCSI,copies of which will be furnished upon request. 8. es coincide l be toint centerboth tlines$of truss,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.F9. or Digitsindicate plate des design In values see ESR-1311,ESR-1688(MiTek) EXPI RES:12/31/2015 This design prepared from computer input by 11E11111111This LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 42 2.14=(-3052 8834 14- 3=( •652) 2126 10-20=(-562) 1884 TC: 2x6 KDDF #168TR; 2- 3=(-10036) 3504 14-15=(-2800 8048 3.15=( •842 308 20.11=(-288) 726 2x6 KDDF #1&BTR T2, T3 LOADING 3. 4=( •7926) 2942 15-16=(-4330 11250 15- 4=( -860 2530 BC: 2x6 KDDF S1NDA LL= 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16.17=(-5512) 14076 15- 5=(•4662 1980 WEBS: 2x4 KDDF STAND TC UNIF LL( 50.0)+DL( 14.0 - 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6=(-11444) 4480 17.18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0 +DL 28.0 = 128.0 PLF 6'- 0.0' TO 34'- 0.0' V 6- 7=(-14240) 5666 18-19=(-5020 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL50.0;+D ( 14.0 = 64 .0 PLF 34'- 0.0' TO 40'- 0.0' V 7- 8=(-12464) 5012 19-20 =(-4110) 10414 6-17= ( -414 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 40'- 0.0' V B- 9=(•11704) 4500 20-12=(•1868) 5362 17- 7=(•2946) 2576 9-100( -5842) 2162 ) 1180 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 250.0)+0L( 70.0)0 320.0 LBS @ 6'- 0.0' 10.11= -6516) 2378 18.1- 8=( 1144) 122 22 ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL250.0;+DL( 70,0;= 320.0 LBS @ 34'- 0.0' 1 -13=) •6230 2234 19- 9=( -392) 1702 12-13°) 0) 429-20=(•4962 2222 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 10.0' 10.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR DSPAC LIVE LOAD. TOP 0'- 0.0' -1152/ 3391V -65/ 65H 5.50' 5.43 KDDF ( 625) C,M2OHS,MI8HS (or no eprefix) = riepuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 40'- 0.0' -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) M,M20HS,MiBHS,M16 = MiTek MT series Je_ ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at )CONT. 2: Design checked for net(-5 Psi) uplift at 24 'oc spacing.) 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 v / l 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000' @ 0'•-10.0' Allowed = 0.083' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ 0'-•10.0' Allowed = 0.111' MAX LL DEFL= 0.565' @ 16'- 4.5' Allowed = 1.954' + Laterally brace to roof diaphragm. MAX TLMAXELL DEFL = 0.000' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.000' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.137' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.220' 8 39'- 6.5' 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=20.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 28-00-10 load duration factor=1.6, T T Truss designed for wind loads 2-09 �3-02-11� 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 2-10-15 3-00-12 in the plane of the truss only. r320# T T 320# 12 12 M 7x8(S) Q 6.00 6.00 M-4x10 M 3x10 M-5x6 M 3x8 =M �x4=M- x4 0.�5" y o y5 �, _ y _ M 1.5x4 %M-4x4 appipplopp--= +v 3 / 23 qo c M-3x10 i-.�.�_ -�rolor � � 'I '''' %3 4 c X-c c 1�! 14 15 =M,4x4 17 18 20 M-6x8 M-4x10 =M-10x10 M18HS 7x14 0.25V M-4x10 M-3x8 0 0 o M-3x4+ ..2.75 M-3x4+ =M-8x8(S) M-3x4+ 12 2.75 o M-3x4+ >2 2-11-041, y 12 y y y y y ,, y-05-0 4-06-12 4-05 y2-0 9-02-04 9-00-08 5-04-12 y y q-1Q 2-05-08 11-11 2-00 23-07-08 1 0-10y 40-00 0-10 scale: 0.1548 ���: G N 6 6'R SO2 JOB NAME: POLYGON PLAN 5-B NH - AH1 P WARNINGS: GENERAL NOTES,unless otherwise noted: ,(J,I �1,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual yy ,L O E and Warnings before construction commences. building component.Applicability of design parameters end proper /d/ Truss: AH 1 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bradng to Insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at stability 2'cc.and at 10'o.c.respectively unless braced throughout their length by ® DES. BY: B S is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). / e- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OEN b ��C/' it 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A� S E Q. : 5992803 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7 ' design loads be applied to any component. and are for"dry condition"of use. 4-e).' 13:61::::°- 6.Design assumes full bearing at all supports shown.Shim or wedge If 5 TRANS ID: 403334 5.compvms has no control over and assumes no responsibility for the necessary. it/e 1I-`' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII III) MTITpewill be fuupon k USA InISoftware 7m6.6(1 L)-E request. orcoincide ith joint r lines. 0Foasreboepla plate values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 10111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'. 6.0' TC: 2x4 KDDF 11168TH LOAD DURATION INCREASE = 1.15 (GOND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing.I BC: 2x4 KDDF 9168TR SPACED 24.0. O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12'OC. UON. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12'0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C Connector sla (or prefixno prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,Mor = MiTekprMT series Wind: 140 mph, h=20,4ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 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. ef Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. 12 I 6.00 17 12 Q 6,00 IIM-4x4 A— 3 I I • 0 0 N co of 4 co f' o/- i - d O 0 M-3x4 M-3x4 y y 0-10 9-06 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl ��) PR°Ee Scale: 0.6187 � �� N�, spa �� WARNINGS: GENERAL NOTES,unless otherwise noted:Cl /'IN 1% 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown end Is for an Individual Truss: C and Warnings before construction commences• building component.Applicability of design parameters and proper � E t' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be tateraly braced at // 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: 7/11/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). r ,- -OP 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. it SEQ. : 5 992804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 9� OREGON t, [(j TRANS I D• 403334 design loads be applied to any component. end are for-dry condition'of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 7O '9 y r.4 ,2.01 47 fabrication,handling,shipment and Installation of components. 7necessary. L VP 6.This design is furnished subject to the limitations set forth e.Design assumes adequate drainage Is provided. 'I A R I L� V 111111 II II II II VIII VIII II I VIII III IIII TPIANTCA in SCSI,copies of which will be furnished upon quest. 8 tincts coincide with Joinon t center lInes.f9. a of truss,end placed so their center MITek USA,11c.lCORIpUTrus Software 7.6.6(1L)-E 10.For Digits asicconncate ectoe rplate design valte In ues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111 PACIFIC LUMBER-BC TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq'1.00 LUMBERSPECIFICATIONSKDD818BTRLOAD DURATION INCREASE = 1.15 1. 2- 0) 42 2- 7.1-252) 1166 3- 7' -283) 205 TC: 2x4 KDDF 81&BTR SPACED 24.0. O.C. 2- 3= -1392) 328 7- 8' 95) 772 7. 4= -101) 446 BC: 2x4 KDDF S1ANDR 3. 4'�-1216) 326 8- 6=(-246) 1169 4. 8= -101) 450 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6'(-1395) 339 TC LATERAL SUPPORT <' 12'OC. VON. BC LATERAL SUPPORT<= DL ON BOTTOM CHORD = 10.0 PSF 12'OC. VON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 10,0' 0.0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) 0'• 0,0' -143/ 961V -921 98H 5.50' 1.54 KDDF ( 625 ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ 860V 0/ OH 5.50' 1.38 ODE ( 625) Co Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CM,M2OHS, CN1818HS (or16 no iTek prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 osfl uolift at 24 'oc spacing.) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TLCREEP 1 MAX LL DEFL= -0.037' @ 13'- 5.8' Allowed = 0.979' MAX TL CREEP DEFL = -0.075' @ 13'- 5.8' Allowed = 1.306' MAX HORIZ. LL DEFL ' 0.016' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.026' @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19's AT TIME OF MANUFACTURE. 10-03 10-03 T Design conforms to main windforce-resisting 5-03-14 system and components and cladding criteria. 5-03-14 4'11'02 4-11-02 T 1' Wind: 140 mphh=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10 T 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12 M-4x6 '736.00 load duration factor=1.6, Truss designed for wind loads 6.00 4.0' in the plane of the truss only. 4 .f-,( s- M-1,5x40 ' ' : M-1,5x4 u; 0 U, M O 0 We �A1 '` 0 10 7 Ei 0.25' M-3x4 M-3x4 0 M 3x4 M-5x6(S) J, y y 6-05-11 b 7-00-03 7-00-03 y y y 20-06 0-10 ��4tip PR�FFun JOB NAME: POLYGON PLAN 5-B NH - D2 Bala: Q.2933 �� t4 GINEf/9 /029 WARNINGS: GENERAL NOTES,unless otherwise noted: .r//a E1.Builder and erection contractor should be advised of all General Notes 1.This design is based onlyupnthe of d a ters shown otnand Ispffoor an Individual 7LLLL end Warnings before we bradng bIncorpgoration component.foApplicabilitype ,ice Truss: D2 z,zx4 compression web must be installed where shown+. Design assumes e the top Is the mspo chords l o e the building edsitner. 3.Additional temporary bracing to Insure stabie during construction 2.Design and ame the top pec bottom srbr tc belaterallybraced at y T o.c,and et 10,o.c.respectively unless braced throughout their length by ��,,, DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywaf(BC). • DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -ell tr y OREGON �C!' 4.No load should be appned to any component until after en bracing and 4.D t lla on ofassutruss Is the erespo ns used f the resnon-corrosivepee ccontractor. Z SEQ. : 5 992805 fasteners are complete and aloe time should any loads greater than end ere for"dry conditl s a of use. L� qY 1`4., �\A�y design loads be ennead to any component 6.Design assumes full bearing at all supports shown.Shim or wedge If V` TRANS ID' 403334 5.CompuTrashaanoeoMroloverandassumesnoresponaiWayforthe necessary. ��AR�LL fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.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 - 11113111111111111 M Tei SA,lncJC Mies of which iS will bee rnishe1L d upon E request. Iorbslccelwith joint center Ines. aFof nvdorpledslgaluea see ESR-1311,ESR-1988(MITek) TPICA I,copies EXPIRES:12/31/2015 IIIIIIIIIIIII This FIC design LUMBER-BCre ared from computer input by • PACI PP LUMBER SPECIFICATIONS LU: 2x4 KDDF CATION; TRUSS SPAN 21'- 4.0' 2x6 KDDF H1&BIR Ti LOAD DURATION INCREASE = 1.15 IBC 2012 MAX) MEMBER .1-125 22A/3-Se(0) 214 BC: 2x6 KDDF N16BTR SPACED 24.0' 0.C. 2.3= -520 168 5-4= -127 422 3-5=(0) 214 WEBS: 2x4 KDDF STAND 2-3= 0� 0 5.4= •123; 424 LOADING 3.4= -539) 187 TC LATERAL SUPPORT<= 12.00, CON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF BC LATERAL SUPPORT<= 12'OC. ION. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED WIG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -382/ 424V -32/ 34H 137.50' 0.68 KDDFPF ( IES 625 20'- 6.0' -68/ 417V 0/ OH 5.50' 0.67 KDDF 625LIMITED ) REQUIREMENTSAOF GE IBCS2012 ANDT OIRCU2012 NOT BEINGE TO THE AMET. ICOND, 2: Design checked for net(-5psfl sy unit at 24 'oc acing,1 M-1.5x4 or equal at non-structural MAX XTILAL DEFLEC0ION LIMITS: LL=0.240, llowed80' vertical members (uon). ANDT80TTOMRCHORDCLIVEFLOADSPSF ACTLNON-CLOAD. TOPONCUARENTLV. MAX TLCREEPDEFL = 0.000' @ 11'• 0.0' Allowed = 00;069' 111' Connector plate prefix designators: TL C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc MAXMAX TC PANELELL DEFL = 0.007'EP @ 13'- 2.0' Allowed = 0.291' M,M20HS,M18HS,M16 = MiTek MT series Refer to CompuTrus standard gable end detail for complete MAX HORIZ, LL DEFL = 0.003' @ 20'- 0.5' specifications. MAX HORIZ. TL DEFL = 0.005' @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19rs AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 10 03 system and components and cladding criteria. T , 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 14-03 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1-06 4-09 Toad duration factor=l.s, 12 =M-4x4+ Truss designed for wind loads in the plane of the truss only. 6.00 12 d 6.00 x 0 M-4x6- in 0 m M-3x4+ 0 0 1 o CO 1=1 Q a o 0 M 3x6 5 - o J• M 3x6(S) M-1.5x4 M-3x4 0 y 11-05-08 y y y 15-09 y 4-09 y 0-10 y 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 10 PRINS : 0.2992 ��,c_%- Scale GINE 'sj WARNINGS: GENERAL NOTES,unlessupon otherwise noted: .��;0 E. Truss: D 1 1•Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,,_ 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 responsidity of the building designer. f DES. BY: BS 3.AddiUonal temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 4011111111°,/- 2. / 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: 7/11/2014 the overall structure is the responsiWAty of the building designer. contiIn�uous sheathing such as plywood air sheathing(TC)s and/or drywallC, SEQ. : 5992806 4.No load should be applied to any component until atter all bracing end 4.Installation act bof tru9 is the responsiridging or lateral bility of the respective ontractor. `r fasteners are complete and at no Ume should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 9G OREGON (V� TRANS I D• 403334 design loads be applied to any component. and are for-dry condition'of use. 2.°10,1� 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it /Q �y 14, i.- tabdcaUon,handling,shipment and Installation of components. necessary. P IIIIII VIII VIII VIII VIII VIII VIII ILII ILII 6.This design is famished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. MSR I 1a TPIMRCA in BCSI,copies of which will be famished upon 6.Plates shall be located on both faces of truss,and placed so their center po request. lines cdndde with Joint center Ines. ches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-Z 90,Forrlbats sic cone sfor e plate desiin gn values see ESR-1311,ESR-1886(MiTek) EXPIRES:12/31/2015 This FIC LUMdesign BER-BC prepared from computer input by IIIIIIIIIII��� TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 LUMBERO: SPECIFICATIONSKDD111BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF M1&BTR SPACED 24.0' 0.0. 2.3= •574 113 5-4=(-40) 429 BC: 2x4 KDDF STAND 3.4= •573) 124 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -96/ 594V -501 57H 5.50' 0.95 KDDF 625 OVERHANGS: 10.0' 0.0' LL = 25 PSF Ground Snow (Pg) 11'- 8.0' -58/ 489V 0/ OH 5.50' 0.78 KDDF ) 625) •" For hanger specs. • See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net1-5 osfl uplift at 24 'oc soacing.l Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,0118 M(or1S no eprefix) = CompuTrus, Inc MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PAC LIVE LOAD. REP MAX TL CREEP DEFL = -0.001' 0 0'.-10.0' Allowed = 0.111' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.026' @ 8'- 6.3' Allowed = 0.383' MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3' Allowed = 0.575' MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5' 5-10 5-10 MAX HORIZ. TL DEFL = 0.006' 0 11'- 2.5' DESIGN 12 NOT EXCEED U19`e ATITIME EOFOMANUFACTURE. 12 Q 6.00 6.00(7- IIM-4x4 Design conforms to main windforce•resisting 4.0° system and components and cladding criteria. 3 Wind: 140 mph h=20.6ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 .� (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ��\ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. oo o r:o 0 v, o v I 4-1� o F o 1 5 .. o M-3x4 M-1.5x4 M-3x4 y y 5-10 y 5-10 y y y 0-10 11-08 JOB NAME: POLYGON PLAN 5-B NH - E2 Scale: 0.4999 \CJ ) PRope ��'��GI Sip WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual tt. �� ® E 2r. and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 2 2.2x4 compression web bracing must be Installed where shown+. Design assumes eof the topopent Is the respo chordsdto elate laterally braceding designer. / 3.Additional temporary bracingto Insure stabil during construction 2.Design andsames the and bottomunless c d throughout at ��. ty 2'o.c. at 10'o.o.respectively braced their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC). ! ' - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 111 OREGON . � 4.No load should be spied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .. S E Q. : 5992807 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� '�iq y Zoe `E" and are for"dry condition'of use. ) 14., 1�:. design loads hasbe no controloto any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 403334 5.CompuTrus no over and assumes no responsibility for the necessary. FR R ltA- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This in BCSI,copies of which win be ions furnished forth up n r quest. a fies Plates shallcoinda with joint n both una.faces of truss,and placed so their center 11111111111111111 MiTek USA,Inc./CompuTrus Software rnishe1 L)-E 10.Foilbasic connector pletetdesign values see ESR-1311,ESR-1988(diTek) EXP)RES:12/31 X2015 IIIIIIIIIIIII This FIC designLUMBER-BC prepared from computer input by • PACI LUMBER SPECIFICATIONS TC: 2x4 KDDF /MUIR916BTA TRUSS SPAN 11REQ- 8.0'1. ICOND. 2: DesiOn checked for net(•5 psfl uplift at 24 'oc spacin0.� BC: 2x4 KDDF LOAD DURATION INCREASE = 1.15 - SPACED 24.0. O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12'0C. UON. LOADING NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connec 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,Mor = Mprek MT series Wind: 140 mph, h=20,6ft, TCDL=4.2,BCOL=8,0, ASCE 7.10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in thedplane offf the truss only.s REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in plane the truss BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. 5-10 to CompuTrus gable end detail for T 5-10 complete specifications. 12 6.00 t 12 IIM-4x4 a 6.00 3 I I CO 0 0 c; CO O 4 4 c 0 1 ////////////////////////////////////////////////////////////////////////////1////////////I// 5 M-3x4 0 M•3x4 y y 0-10 11-08 y y o-to JOB NAME : POLYGON PLAN 5-B NH - El .(0,,t. PR°FFs Scale: 0.5949 � NINE s'/q WARNINGS: GENERAL NOTES,unless otherwise noted: / Truss: E 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �/ Q{/ and Warnings before construction commences. building component.Applicability of design parameters and proper �. .. 17.�/0 E. 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. � 3.Additional DES. BY: BS Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. continuouct s sheathing such as plywood sheathing(TC)and/or drywan BC. 4 4.No load should be applied to any component until alter all bracing and 4.Installation of bridginguIs the responor lateral sibility of the whereuired pect ve contractor. `r! SEQ. : 5992808 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, ' TRANS I D: 403334 design loads be applied to any component. and are for'dry Condition'of use. �L il:OREGON b Co 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if �Q '9y 14 rLQ�tn, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is necessary, provided. t� shall be eir center IIIIII II II 1111 III I VIII VIII II III III 6.TPIIVYrCA in BCSThis design Is I gpuT s which Softwa a 7.6.6(1 L)-Ehed subject to the irritations set forth�ll be furnished upon Quest 1Dig t snFor d caa n�iz fof placenter tplate e in inn on both eloes s ea ESR-7truss,and 1118ESRd so�1 88(MITeW ���n'�� MITek USA,Inc./CompuTrus 9.Digits indicate size of plate In Inness. EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LUMBER 4PEOIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=( 10)) 5 -125) 101 1-4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF StANDR LOADING 2.3= WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) IC UNIF LL{ 50.0 BC UN +DL( 14.0 = 64.0 PLF 0'- 0.0' TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AR EA TC LATERAL SUPPORT <= 12'0C. UON. IF LL( 231.2)+DL( 177.2)= 408 .5 PLF 0'- 0.0' TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12'0C. UON. 0'- 0.0' -304/ 1451V -41/ 104H 5.50' 2.32 KDDF ( 625 ) Single member easd shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' •302/ 1384V 0/ OH 5.50' 2.21 KDDF ( 625 Hangers attached to tri bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQOND. 2: Design checked for net(-5 osfl uplift at 24 'ox spacing.) will have t,5' max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' Connector plate prefix efixgnators: MAX TO PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0 3 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2'2 MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2' DESIGN ASSUMES MOISTURE CONTENT DOES 12 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M•1.5X4 3 system and components and cladding criteria. Wind: 140 mph, h=20,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, g load Heights),duration Enclosed, Cat.2, Exp.B, MWFRS(Dir), I Truss designed for wind loads in the plane of the truss only. co0 0 lIl aidioo.....••••• 4 0 8 el0Ill i WOEll 0 ►' IIII .. 4 M-5x16 M-3x10 5-08-04 0-03-12 J, ), 6-00 �0q PROFES JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD Scale: 0.5462 \�'<_ N(/G//P gs,OAA_� WARNINGS: GENERAL NOTES,unless otherwise noted: �4. ,r(ry 0 e � 'v„� 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upont of parameters shwand and for an Individual 77 GGGG r { and Warnings before construction commences. building component.Applicability9 parametersproper �. // Truss' Fl -GIRD p,2x4 compression web bradnp must be Installed where shown+. InDesign assumes e the top component is the remspo dto of the buildingllybraced designer. 3.Additional temporary bracing to Insure stall during construction 2.Design assumes the top and bottom chords to be laterally braced at stability DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral-badng required where shown++ <C 4.No load should be applied to any component until after all bracing end 4.Design ion of truss trusses teepo be usedlf the h respective contractor. ti S E Q. : 5992809 fasteners are complete and at no time should any loads greater than and are assumes condition'are to b - . 14.,OREGON2S1 Q . design loads be applied to any component. 6.Design assumes lull bearing at all supports shown.Shim or wedge If //L TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary, C R'{fl�>r� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center Ill be furnished upon 111111 11111 11111 11111 VIII VIII VIII IIII IIIIMTek SA,lncI/WTCA In .//CompuTruS which Software 7.6.6(1L)-E request. 10.lines coincide with joint center Ines. For asic connector Digits aplplate te design values see ESR-1311,ESR-1988(Web) EXPIRES:17J31/2015 I IIIIIIIIIIIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 #1TA &B 2-3s) 125) 101 1-4=(•54) 72 2.4=(•187) 169 BC: 2x8 HOOF WEBS: 2x4 KDDF STAND LOADING 2-3=( 10 5 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0 +DL( 14 5 PSFF Ground 0'- 0.0' TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT<= 12'0C. UON. BC UNIF LL( 120.8)+DL( 102.2) = 223.0 PLF 0'- 0.0' TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' •170/ 881V -41/ 1048 5.50' 1.41 KDDF 625 Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'• 0.0' 175/ 841V 0/ OH 5,50' 1.35 KDDF 625I will have 1,5' max, nail penetration. .. For hanger specs. See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design aa checd for ng_t( Dafl Lplift at 24 'oc soidatL l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX IC PANEL TL DEFL = •0.097' @ 3'- 0.5' Allowed = 0.484' M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 T f 1 MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2' 12 CONTENT DOES 6.00 D NOTIGN EXCEEDUMES 19%ATITIMEEOF MANUFACTURE. M-1.5X4 3 Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 Z 'All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), Iload duration factor=1.6, Truss designed for wind loads in the plane of the truss only, co 411 0 v 0 M 41 '® lil 4 M-5x16 M-3x10 .. 5-08-04 0-03-12 J• y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD REDPROpFs Scale: 0.5462 �5;\ N�jIN R tS> WARNiNGS: G.This GENERAL NOTES,unless only upon noted: ��� • I�i E 2. 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 �Jj '9 Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 0 f 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. / DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by - DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as ptywood sheathing(TC)and/ordrywall(BC). d' 1/P be p tY 0 3.2x Impact Impact No load scomponent until allbracing4. 47 of truss is the responsibility of the respective contractor. 7 SEQ. : 5992810 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment, a TRANS I D: 403334 design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at en supports shown.Shim or wedge if /Q 14, 2h-� fabrication,handling,shipment and installation of components. necessary. M n V`_ 6.This design is furnished subject to the limitations set forth 78..Designlates shall be assumes adequate on both drainageces Istrus,provided.nd �R rl I�.�-' 111111eir center 11111 VIII IIII VIII VIII VIII IIII IIII MiTek SAnIncJCompuTtus SOfI,copies of which tWarO 7.6.6(1L)-E ll be furnished upon request. t ceMer Ines. 9.10,Digits indicate lines coincide siteroth f plate plate 1 Int values see ESR-131i7 ESRaced so�19e8(MITeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 8.9' ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.! TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. NOT EXCEED 19's AT TIME OF MANUFACTURE. TO 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 Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph h=15ft, TCOL=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,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, 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 1OPSF 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 4-04-07 complete specifications. 4-04-08 1' 1' 1212 6.00)7 Q 6.00 IIM-4x4 3 • fI I 0 0 (c o N 4 M 0 o 10 — o 1 ////////////////////////////////////////////////////////////////////ro o M-3x4 M-3x4 y ), J. 0-10 8-08-15 scale: 0.6079 �5�c.#3 N R 6l0 . JOB NAME: POLYGON PLAN 5-B NH - G1 1 WARNINGS: GENERAL NOTES,unless otherwise noted: - 4t/ / "9 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 en individual 4 '�Z e e I�E :r Truss: G 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where show+• Incorporation of component Is the responslbiity of the building designer. /. 3.Additional temporary bracingto Insure stabli during constructor 2.Design assumes the top and bottom chords to be laterally braced at '4 N 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). ®" ., yy. DATE: 7/11/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1(! 4.No load should be appied to any component until alter all bracing end 4.Installation of truss Is the responsibility of the respective contractor. Ti q,OREGON.�,�{� SEQ. : 5 992811 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, 7 "hq 20\ T design loads be applied to any component and are for'dry condition"of use. Q k 14 P 6.Design assumes full bearing at all supports shown.Shim or wedge If [f TRANS I D: 403334 S.CompuTrus has no control over and assumes no responsibility for the necessary. MFR I ` fabrication,handling,shipment end Installation of components. 7.Design umes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _.. ll be furnished upon IpIIi II II VIII VIII VIII VIII VIII IIII IIIIMTITPe USA,IncI/WICA In ./CompuTrus S lSoI,copies of whch ftftware 7.6.6(1L)-E request 9. lndde with joint center Ones. Dor b sicc connector plf ate design vallate in ues see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 3.0' TC: 2x4 HOOF k1&BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WAJDDF/Cq=1,00 BC: 2x4 KDDF g18BTA SPACED 24.0' O.C. 2.3c( 0) 42 2-4=(0) 0 TC LATERAL SUPPORT <= 12'0C. UON. 2.3=(-63 29 BC LATERAL SUPPORT<= 12.0C, UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 14.2' p,p• DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -77/ 404V 0/ 66H 5.50' 0.65 KDDF ( 625 Connector plate prefix designators: 5'- 0.2' 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 3,0' -58/ 140V 0/ OH 1.50' 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND 2 Design che�kod for net/ o fl plift at 24 9c s9ac_• „_,I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.005' @ -1,- 2.2' Allowed = 0.119' MAX TL CREEP DEFL = -0.005' @ -1'• 2,2' Allowed = 0.158' MAX TC PANEL LL DEFL = 0.037' @ 3'- 2.1' Allowed = 0.303' MAX TC PANEL TL DEFL = -0.046' @ 3'- 0.0' Allowed = 0.454' 12 MAX HORIZ. LL DEFL = -0.000' @ 5'- 2.2' MAX HORIZ. TL DEFL = -0.000' @ 5'- 2.2' 4.0017' 3 -,, DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. AI Wind: 140 mph h=20ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, u7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,, Truss designed for wind loads 0 in the plane of the truss only. M-3x4 cm r/- co 0 en 1 2 �a� 4.,>-< �' y k y 1-02-04 [PROVIDE FUll BFAAING;Jts:2,4,31 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 �EaPROFF Scale: 0.7536 �� • r1O(N t),/' WARNINGS: GENERAL NOTES,unless otherwise noted: / �. 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters end proper •_� E 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to bo laterally braced at Alli Is the responsibility of the erector.Additional permanent bracing of 2'ac.and at 10•o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. 2ucoImpact sheathing suchr l bracing a cured where s own.drywall(BC). /y_e /'/- 4.No load should be opened to anycomponent 9 3.2z Impact bof or lateral bracing required where shown + . � PP until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. SEQ. : 5992812 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` A_OREGON a ((� TRANS I D• 403334 design loads be applied to any component. and are for-dry condition"of use. '7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 0-.'9Y 14 .201 4�. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage necessary. s F eP. IIIIII VIII III I II I VIII VIII VIII IIII IIII 6.TPIONTCA in BCSThis design is [copieshed bject to the ofwhich will bet furnishedns set forth by upo r quest. 8,Ines sCoincide with Joint ceneines faces provided. placed so their center ���R I Irk MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 0.Forr9. lts basicicate size connectorplate date esign values see ESR-1311.ESR-1988(MITek) EXPI RES:12/31/2015 This design prepared from computer input by IInnII PACIFIC LUMBER-BC TRUSS SPAN 5'- 3.0' ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.] LUMBER 4PECIFICATIORS LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 111&BTA SPACED 24.0' O.C, NOT EXCEED 195s AT TIME OF MANUFACTURE. BC: 2x4 KDDF 111&BTR TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12.00. 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=15ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REOUTAEMENTS 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 11-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. cRefer to omplete ConpaTrus gable end detail for specifica12 4.00 v 3 ./ in 0 _.....aiiiiiiiiilli 0 N dilNIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 0 of 1 ��//////////////////// % 4 M-3x4 y y ,I- 1-02-04 1-02-04 5-03 POLYGON PLAN 5-B NH - G2 Scale: 0.7728 eco GINE , `r/p JOB NAME: (/ WARNINGS: GENERAL NOTES,unless otherwise noted: , E ?q�.. 1.Builder and erection contractor should be advised of all General Notes 1.Tills design Is based only upon the parameters shown and is for an Individual 77 LLL s A and Warnings before constructlon commences, building component.Applicability of design parameters and proper Truss G2 2.2x4 compression web bracing must be Installed where shown+. Design Incorporation assumesf the topopent is the responsibility to of the ally bralIng e atner. S • D 2.Design the and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.s.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall shucture is the responsibility of the building designer. 3.2x Imlpact bridging or lateral bracing required where shown++ y 41 OREGON!/' 4.Na load should be applied to any component until after aft bracing and 5.4.Inst)n asumation of russ is the erre responsibility o n i usedlof the hrespcive non-corrosive environment,r. Xi SEQ. : 5992813 fasteners are complete and at no time should any loads greater thanand are for'dry condition'of use. � �' 14, 2° p`�- design loads be applied to any component. 6.Design assumes lull beating at all supports shown.Shim or wedge If rrcc�� fb TRANS ID: 403334 5.f b�atlo,shansdlinp control tand assumes no and Installation of component for the T Design assumes adequate drainage Is provided. `?A I`'` 6 TThis design Is PIIWTCA in SCSI,furnishedsubject of which will be furnished forth up nbrequest. B. Mates shall be s coincide with joint ceon nter Ines of truss,and placed so their center - .. , I11111111110111111111111111111111$1II�I MITek USA,ISC,/CompuTfus Software rnishe1L)-E 10.For basic connector platedesign values see ESR-1311,ESN-lana(MiTek) EXPIRES:12/31/2015 I 111111 1111111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=)•94) 79 1-4e(.44) 58 2.4=(•233) 166 BC: 2x4 KDDF R16BTR SPACED 24.0' O.C.WEBS: 2x4 KDDF STAND 2.3= -10 4 LOADING TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector pNNlate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ 80H 4.00' 0.47 KDDF 625) C,CN,C18l,C81818,(orr nollprefix) series CompoTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'• 1.5' 37/ 307V 0/ OH 5.50' 0.49 KDDF 625) MLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(•5 WI uplift at 24 'no spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TO PANEL LL DEFL = 0.152' @ 3'• 5.5' Allowed = 0.408' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.202' @ 3'- 5.7' Allowed = 0.612' 6-07-12 �05 T MAX HORIZ, LL DEFL = 0.000' @ 6'- 7.7' MAX HOAR. Ti DEFL = 0.000' @ 6'- 7.7' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 3 Wind: 140 mphh=15ft, TCOL=4.2,BCOL=6,0, ASCE 7-10, -/ )All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads i in the plane of the truss only. Lo co 0 N n co C 1r 0 1►� 111.=-9114 -s M-3x4 M-1.5x4 y ), ), 6-07-12 0-05-12 ), y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 S���NGN A6 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 end is for an Individual ���\ l(�; E O Truss: G4 and Warnings before construe ion commences. building component.Applicability of design parameters and proper LLL 1' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibiity of the building designer. 3.Addltlonal temporary bracing to insure stabiity during construction 2.Design assumes the top end bosom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). f'j-p, DATE: 7/11/2014 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 appled to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5 992814 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, �G V p • design loads be applied to any component. and are for-dry condition'of use. 1 '` TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If ,O q y 14, 20 t�4- febrieation,handling, necessary. Q!, shipment and installation of components. 7.Design assumes adequate drainage Is provided. MFR A I L`•' 1 II 111f11111111111I111I1111I11I�1 6.This design n famished opss of wi the imitations het forth r 8.finesPlates e with join on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForrib sits c connecttor plte slze of ate des design vin alues see ESR-1311.ESR-1968(Weir) EXPIRES:1 2/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' TC: 2x4 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. NOT EXCEED 19t0 AT TIME OF MANUFACTURE. TC 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 mphh=15ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) oad duration factor=l.8, 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. 12 2 4.00 v d 0 Millilligil Lc) N 1 0, Is' MlldIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 3 M-3x4 y .1- 5-01-08 5-01-08 JOB NAME: POLYGON PLAN 5-B NH - G5Scale: 0.8258 S�� NAelNE. 6,/o WARNINGS: GENERAL NOTES,unless otherwise noted: . / 4. '9 1.Builder and erection contredor should be advised of all General Notes 1.Ns design Is based only upon the parameters shown and Is for an Individual ?I'2.1 E r Truss: G5 and Warnings before construction commences. building component Appscabirdy 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. /A 3.Additional temporary bracingto Insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at mpo rY DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ip'o.o.respectively unless braced throughout their length by continuous sheathing such as plywood sheatNng(TC)and/or drywall BC). DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON C t14.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. A_ co S E Q. 5992815 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �� '� -design loads be applied to any component and are for"dry full bearing of use. �Q �;✓ 14. `- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if necessary. 15o fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. MR.R��`' 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center ch wit be furnished upon nes ndde with joint center Ines. 11111111111111111111 MITe SA TrIANTCA nBCSI,copies of Ina(CompuTrus iSoltware 7.6.9(1 L)-Z request. 190.Four btsasic connector dicate size of plate designte values see ESR-1311.ESR-1958(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This FIC designLUMBER-BC prepared from computer input by • PACI LUMBER SPECIFICATIONS TC: 2x4 KDDF iTIOR TRUSS SPAN 19'- 10.9' TC: 2x4 KDDF k1&BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-2u( FORCES 2.8o(0)/Cq=1.00 • SPACED 24.0' O.C. 2.3=( 0) 501 2.8=(0) 0 TC LATERAL SUPPORT <= 12.0C. UON. 4-5=(-389) 185 BC LATERAL SUPPORT <= 12'OC. UON. LOADING 3-4=(-259) 116 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-189) 85 OVERHANGS: 12.0' O.o' DL ON BOTTOM CHORD = 10.0 PSF 6-7=(•-42) 55 TOTAL LOAD = 42.0 PSF 6.7=( -42) 19 Connector plate prefix designators: Connector p8 (or no prefix) = orspuTrus, Inc LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA IES M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS 3/ACTI77S 8EACTI40H SIZE 0 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2' -23/ 367V -78/ 34 OH 5.50' 0.60KDDFP(C625) 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) 5'- BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2' -118/ 231V 0OH 1.50' 0.30 KDDF 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2' -134/ 272V 0/ OH 1.50' 0.35 KDDF 1625) 17'- 11.2' -107/ 214V 0/ OH 1.50' 0.27 KDDF ( 625) 19'- 10.9' -16/ 33V 0/ OH 1.50' 0.05 KDOF ( 625) ICOND. 2: Design checked for net(-5 nsfl uplift at 24 '0c spacing.' 7-09-12 ( T 12-01-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 i MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.031' @ 2'• 11.9' Allowed = 0.397' 6 MAX TC PANEL TL DEFL = •0.051' @ 2'- 11.9' Allowed = 0.596' (, MAX HORIZ. LL DEFL = -0.007' @ 19'- 10.2' MAX HORIZ. TL DEFL = -0.007' @ 19'- 10.2' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 5 6.0017 Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 0 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, t7 Truss designed for wind loads M-3X6(S) 0 in the plane of the truss only. PP o 3 t1 M O v ,3 O 1 O M-3x4 e J, 0-10 6-00 13-10-15 y IPRDVTnF Fil I AFARTur•Itc• a e e a a 7) JOB NAME : POLYGON PLAN 5-B NH - J10 do PROF Scale: 0.2e14 4���R GINE- s>f/P 0 WARNINGS: G.This GENERAL NOTES, ess otherwise noted: .7�0 II E Truss: J 10 1•Builder and erection contractor should be of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 2 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. DES. BY: BS 3.Additional temporary bracing to Insure stablaty during construction 2.Design assumes the top end bottom chords to be laterally braced Cl Is the responsibility of the erector.Additional permanent bracing of 2'e•e•and at 10'o.c.respectively unless braced throughout their le ih by DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheetNng(TC)and/or drywalllC). 41 4.No load should be applied to any component until aver all bracing and 4.In tallaUoactbridging of trtnns Is thor te responsieral bility of the respective ontractor.ired where shown++ fT•� SEQ. : 5992816 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, Cr TRANS I D: 403334 design loads be applied to any component. end are for"dry condition"of use. �G OREGQN1� �� 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 /Q -47), 14, Q ••�„ fabrication,handling,shipment and Installation of components. necessary. �� I IIIIII II II IIID VIII VIII IIID VIII IIII IIII 6.This design furnished subject to the limitations set forth T•Design assumes adequate drainage is rand. TPI/WTCA In SCSI,copies of which will be furnished upon r quest. 8.Onesecoindde be located joint on centter faces of truss, placed so their center ��R R I L� MJTek USA,Inc.lCompuTrus Software 7.6.6(114-E 10.Psrite b sicindicontenecSiZor platete design values see ESR-1311,ESR-1988(Weld EXPIRES:12/31/2015 This IFdICesLUMBEign pR-BrepaCred from Computer input by I�IIIIIIIIIIII TRUSS SPAN 17'- 11.7' IBC 2012 MAX MEMBER FOORCES) 42 4WRODF/Cp-1.00 LUMBER: SPECIFICATIONS1.8TRLOAD DURATION INCREASE = 1.15 1-2-2=)•320) 162 TC: 2x4 KDDF H1&BTfl SPACED 24.0' O.C. 3.4=((-220 97 BC: 2x4 KDDF If16BTR 4-5=t-154) 70 LOADING 4-5=( 154) 32 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA REACTIONS REACTIONS SIZE SD.IN, (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) O'• O LOCATIONS -23/ 352V 6R1 301H 5.50'IS0.I0.56 KDDF 625) , ( no iTek prefix) = riesuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = M1Tek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'• 11.2' -168/ 347V 0/ OH 1.50' 0.44 KDDF ( 625) 9'- 11.2' •113/ 224V 0/ OH 1.50' 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13.- 11.2• -144/4 295V 95V 0/ OH 1.50' 0.38 KDDF 8 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'•-10,0' Allowed = 0.083' MAX 7-09-12 MAX TL CREEP DEFL = -0.001' @ 0'.-10.0' Allowed = 0.111' 7 09 12 TC PANEL LL DEFL = 0.030' @ 3'- 7.4' Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051' @ 2'• 11.9• Allowed = 0.596' s' MAX HORIZ. LL DEFL = -0.005' @ 17'- 10.9' MAX HORIZ. TL DEFL = -0.005' @ 17'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 5 Design conforms to main windforce•resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=23.7ft, TOOL=4.2,BCDL=6,0, ASCE 7.10 (All Hig ),fEnclosed,, Cat.2, Exp.B, MWFRS(Dir), All duration 1.6, Truss designed for wind loads a0 in the plane of the truss only. M-3x6(S) ` of P4' 3 i' c+) o v 0 1 - c M-3x4 0-10 6-00 11-11-11 )PROVIDE FULL BEARINC'its•2,7,'+ 4 5 6I ��,��G N 0 PR FF66, JOB NAME: POLYGON PLAN 5-B NH - J9 Spate: 0.3077 .5 ,� WARNINGS: GENERAL NOTES,unless otherwise noted: ���. N(��®9 E O2-7 1.Builder and erection contractor should be advised of all General Notes 1.This design co�n edt only upoonthe H of parametersdesiparameters shown and I for an proper Individual 77 Truss: J 9 and4 Warnings before bracing commsnces• incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability dudng construction 2'o.a.and at 10'o.o.respectively unless braced throughout their len�tin by ®;- DES. BY' BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalg6C). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y` OREGON�p jtr 4.Na load should be applied to any component until after as bracing and 4.Design Installation on omeutruss s Is the redo ns useEof the h res act ve eemirooment, SEQ. : 5992817 fasteners are complete and at no time should an loads greater than Dedrasrme trussesaofuse. .Q 14., 2� `r�' design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D. 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFA R I�.v fabdcation,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. 6.'hiiI�CA Ins Cnis ed subject es of which the li betationisseset forth orthn request 6 N ates sh It bee loc Toldt n b ot9aces of Wss,and placed so their center 1111111311111111 MiTek USA,IBCJCOmpsTrus Software furnished O.For basicconnecto�pletetdesign values see ESR-1311,ESR-1966(MITek) EXP)RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'• 11.7' TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-7o(0FJCq=1,00 BC: 2x4 KDDF q1&BTfl 1-2=( 0) 42 2-7=(0) 0 • SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. UON. 2-3=(-287) 142 BC LATERAL SUPPORT<= 12.0C. UON. LOADING 3-4=(•184 79 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(•108) 58 OVERHANGS: 10.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF 5.6=( -44) 20 plate TOTAL LOAD = 42.0 PSF C,CN,,CConnec18,0N18t(orrrnoiprefix) = ors: CompuTrus, Inc (pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA LL = 25 PSF Ground Snow LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -23/ 353V -61/ 265H 5.50' 0.56 KDOFPEC625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 111.2' -162/ 343V 0/ OH 1.50' 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -108/ 226V 0/ OH 1.50' 0.29 KDDF ( 6625 25 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7' -15/ 32V 0/ OH 1.50' 0.05 KDDF ) 625) ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'•-10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.001' @ 0'--10.0. Allowed = 0.111' 6 -- MAX TC PANEL IL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596' %I MAX HORIZ. LL DEFL = -0.004' @ 15'- 10.9' 5 MAX HORIZ. TL DEFL = -0.004' @ 15'- 10.9' y DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6,00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23,2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.S, Truss designed for wind loads c in the plane of the truss only. co 3 0 0 4 1 ��_ M-3x4 7- y ), y 0-10 6-00 9-11-11 [PROVIDE Felt REARIN •Its• 7 'l 4 c BI JOB NAME: POLYGON PLAN 5-B NH - J8 • E0 PROF Scale: 0.3315 \C GINS ,4 ' WARNINGS: GENERAL NOTES,unless otherwise noted: •��I J8 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4. 4 .� -7Truss: J 8 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. X. DES. BY: B S stability during construction2.Design assumes the top and bottom chords to be laterally braced at AgOOP 3.Additional temporary bracing to Insure stability 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: 7/11/2014 the overall structure Is the responsibility of the building designer. contiinmnppact uous sheathing such as plywood requiredshoewhen C)and/or drywall C. IZ 4.Na load should be applied to any component until seer all bracing and 3.nstalation of truss Is the responsibility f the respective contractor. 41`r�ill rr '� SEQ. : 5992818 or lateral fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to use.of used In anon-eorrosNa environment, �` 5.CompuTrus has no control over and assumes no responsibi OREGON1 /,44,TRANS I D: 403334 design loads be applied to any component and are far"dry condition'responsibility for the 6.Design assumes full bearing at all supports shown•Shim or wedge if .0. '9 y 14,; Q�A�.., fabrication,handling,shipment and installation of components. necessary. Mf 6.This design Is furnished subject to the Irritations set forth 7•Plates aslumes adequate drainage Is prrsss,a FRAW' eir center 111111111111111 MITTe SAIWTCA nIDc./CompuTrus Software 7.6.8(1 L)-E�SCSI,copies of which will be furnished upon Quest. O lines ndisic caa^with foot platele design nch Tues sae ESR-1311,ESRaced so-1968 88(MiTek) EXPI R ES:12/31/2015 This desig LUMBER-Bn preparedC from computer input by IIIIIIIIIIIIII TRUSS SPAN 13'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1,00 LUMBER 4PECIFICATIONS DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(0) 0 TC: 2x4 KDDF H16BTA LOAD BC: 204 KDDF N16BTR SPACED 24.0' O.C. 3-4=(-248) 12212 (-2 2-3= 46) 4.5=( -67) 31 TC LATERAL SUPPORT <= 12'0C. VON. ON TOP CHORD = 32.0 PSF LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -24/ 353V -53/ 231H 5.50' 0.57 KDDF 625) Connector plate prefix designators: 5'- 9.2' 0/ 67V 01 OH 5.50' 0.11 KDDF ( 625 C M,M2OHS 18NS (16 no MiTek prefix) s CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -155/ 338V 0/ OH 1.50' 0.43 KDDF ( 625) M,M20HS,M18HS,M16 = MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -129/ 265V 01 OH 1.50' 0.34 KDDF ( 625) 13'- 11.7' -51/ 109V 0/ OH 1.50' 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONO 2 Design checked for nett 5 osfl uplift atspacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10,0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4' Allowed = 0.397' 5 ., MAX TO PANEL TL DEFL = -0.052' @ 2'- 11.9' Allowed = 0.596' h MAX HORIZ. TL DEFL = -0.003' @ 13'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 4 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 .I (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. 0 t; 3 co 0 c I 6III 0 M-3x4 J, y J, ), 0-10 6-00 7-11-11 I^amrtDEFLAG'Its 694.51 Scale: 0.3795 .,G G N E R s�0 JOB NAME : POLYGON PLAN 5-B NH - J7 . /ii 4. WARNINGS: GENERAL NOTES,unless othery lse noted: S 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 and Warnings before construction commences. building component.Applicability of design parameters and proper -,..- Truss: J 7 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the rem slbioty of the building designer. ,,/ bracing to Insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by . .� DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall C). DATE: 7/1 1/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON P �� 4.No load should be applied to any component until after all bracing and 5.Installation nsDetal a ion ofn truss trusse es are o responsibilitybe used if the respective crosWc contractor. environment, SE0. : 5992819 completeand erefor"drycondition"of use. �L�Q 9y 41.t.1 2.1 P} design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if to TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary, /PIER R, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,end placed so their center , 1111111111111111111111 TPIANTCA In SA,Inc./CompuTrus which Soft will ware 7.6.6(1L)-E request. 0, e with joint center Ines. lines Indicatecoconnector plate design es see ESR-1311,ESR-1888(MITeW size of EXPIRES:12/31/2015 JIIIIIIIIIIII This design prepared from cora uter PACIFIC LUMBER-BC p input by • LUMBER SPECIFICATIONS TC: 2x4 KDDF 1/16IOH TRUSS SPAN 11'- 11.7' BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 SPACED 24,0. O.C. 1.2=( O) 42 2-60(0) 0 IC LATERAL SUPPORT <= 12'OC. UON. 2-3=(•208) 105 BC LATERAL SUPPORT<= 12'OC. UON. LOADING 3.4=(-102) 46 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=( -38) 18 OVERHANGS: 10.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX 8082 BOG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 2R/ 352V 4R/ 198H 5.50' KDDFES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF 625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) O'• O,S' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 9'. 11.2' -92/ 187V 0/ OH 1.50' 0.24 KDDF ( 6625 25) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.7' -19/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICONO. 2: Design .h ^k •+ +or nit( 5 osf)yglift at 24 oc epaci_ne.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'•-10.0' Allowed = 0.111' 5 MAX TC PANEL LL DEFL = -0.030' @ 2'• 11.9' Allowed = 0.397' MAX TO PANEL TL DEFL = -0.050' @ 2'• 11.9' Allowed = 0.596' 11 MAX HORIZ. LL DEFL = -0.002' @ 11'- 10.9' 12 4 MAX HORIZ, Ti DEFL = •0.002' @ 11'- 10.9' 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES 0NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mphh=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load 3 Trussduration designedffor owind6loads c in the plane of the truss only. i �1 cr; M O O 0 6 . d M-3x4 ) ,l y 0-10 6-00 5-11-11 l )PROVIDE FU i jaamiutiasua I JOB NAME: POLYGON PLAN 5-B NH - J6 co PROF Scale: 0.4200 ����NGIN S'j� WARNINGS: GENERAL NOTESIsb unless othenthenoted: ���0 E. Truss: J 6 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 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 responsibmy of the building designer. DES. BY B S 3.Additional temporary bracing to Insure stebiey during construction2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,such ativ y unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. continpuous sheathing such as plywood shoe when C)andnor drywai(BC). OSP SEQ. : 5992820 4.No load should be applied to any component until alter all bracing end 4.nstallatl nact botUuss is thor te responsieral bility required the re pectiveecontractor. /jams!. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 'y4. 4.OREGO N ((11 � TRANS I D: 403334 design loads be applied to any component and are for'dry condition'of use. 7 2 �D ,I� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fun bearing at all supports shown.Shim or wedge If '�, '9 j' 4, Q `.., fabrication,handling,shipment and Installation of components. necessary. n �A 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is provided. �` R R I. % eir center IIIIII II II II II IIIA VIII VIII 11111 1111 1111 TPIIWTCA In BCSI,copies uTfus Software 7.6.6(114-E�ll be furnished upon quest. 10 linFoes connectordo8.Plates shall be f pla a denline on both helves s see ESR-77ss,and 111,ESRaced so�1988(MiTek) MITek USA.Inc./Coma lines Indicate size of plate In Inness. EXPIRES:12/31/2015 This design prepared from computer input by II�IIIIIIII�II PACIFIC LUMBER-BC TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.150) 42 2-5=(0) 0 3.4= -170) 99 SPACED 24.0' O.C. 3-4= -76) 34 BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12'0C. DON. LOADING LL( 25,0)+pL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ONTOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0' 0'- 0.0' -22/ 350V -37/ 166H 5.50' 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF ( 625) Connector plate prefix designators:) = Com5'- 11.2' -164/ 368V 0/ OH 1.50' 0.47 KDDF ( 625) C,CN HS,MCN18 (or no prefix) = riepuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' •45/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )COND. 2: Design checked for netf-5 osfl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'-•10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.001' @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.028' @ 3'- 4.9' Allowed = 0.397' MAX TO PANEL TL DEFL = -0.048' @ 2'- 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = -0.002' @ 9'- 10.9' 0MAX HORIZ. TL DEFL = •0.002' @ 9'- 10.9' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DLr), load duration factor=1,6, 1. Truss designed for wind loads ( o in the plane of the truss only. ui 03 o 0 1 5 0 �4 M-3x4 J, y 6-00 y 3-11-11 y 0-10 (PROVIDE FULL BEARING; tJ s•2,5,--A JOB NAME : POLYGON PLAN 5-BA- NH - J 5 Scale: 0.4887 �`�, GINE S�(o WARNINGS: GENERAL NOTES,unless otherwise noted: ���_ .��® fi5 '4; 1.Builder and erection contractor should be advised of a0 General Notes 1.This design Iuilding s basednt.oAnly onthe ly elpa design emparshown and Isfor an Individual 77 LLLL T r u s S: J5 and Warnings before construction on commences. er incorporation of component Is the responsibility of the building designer. /// 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at ®,�' 3.Additional temporary bracing to Insure stability during construction 2'ox.end at 10'0.0.respectively unless braced throughout their length by `,r, - DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(1C)andlordrywen(SC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ��C/ I CC 4.No load should be appled to any component until after an bracing and 5.4.DesignInstallation mfnruss iss s responsibility po ba used f the resppective roaNcern contractor. SEQ. : 5992821 fasteners are complete and at no time should any loads greater thanand e assumes for"dry condition" use. �/.... 1 4, 20 s. design loads be applied to any component. 6.andiar assumes"dryfun bearing of et all supports shown.Shim or wedge If TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. FR R I,-`' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces o1 truss,and placed so their center , III VIII VIII VIII VIII VIII ILII(III 1111 M T0K SA,Inc.SCompuTrus which will be furnished upon 7.6.6(1L)-E request. 10.IForrDigits bines coincide is connector oplate design values see ESR-1311,ESR-1888(MiTek) TPI/WTCA in EXPIRES:12/31/2015 IIIIIIIIIIIOI This FIC designLUMBER-BC prepared from computer input by ' PACI LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' TC: 2x4 NODE 41&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX M1-2ER FO 02= 0) 9 4 2 2-2-5000E/0q=1,00 BC: 2x4 KDDF q5=(0) 0 1&BTR SPACED 24.0' O.C. 2- TC LATERAL SUPPORT <o 12'OC. UON. 2-3= •126 92 BC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=) -64) 25 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 10.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. Connector plate prefix designators: (SPECIES) C,CN,C18,CN18 (or no prefix) CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -24/ 353V -29/ 135H 5.50' 0.57 KDDF ( 625) 5'- 91.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF 625)= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -142/ 33 DV 0/ OH 1.50' 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7 11.7' -13/ OV 0/ OH 1.50' 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'•-10.0' Allowed = 0.111' 12 _, MAX TC PANEL LL DEFL = 0.047' @ 2'- 9.3' Allowed = 0.397' 6.00 MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed a 0.596' A MAX HORIZ. LL DEFL = -0.001' @ 5'• 11.2' I MAX HORIZ. TL DEFL = -0,001' @ 7'- 10,9' 3 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=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 mi- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1,6, d• Truss designed for wind loads in the plane of the truss only. M O O Vii 1 s 5..--- 1� -- O M-3x4 1, yJ, J, 0-10 6-00 (PROVIDE FU I B AKIN ;It ' a 4) 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 0PROF Scale: 0,5653 ���l.��GIN kF SAO WARNINGS: GENERAL NOTES,unless othendse noted: r 2. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shovm and Is for an individual _ J/�/ Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper (�G E f 2.Dr/compression web bredng moat be Installed where shown+, incorporation of component Is the responsibmty of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability dodos construction2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)by. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or dryweli SC). �_ 4.No load should be a 0 3.2r Impact bridging or lateral bracing required where shown++ `f!l! SEQ. : 5992822 paled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. CC fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, -"yL- A OREGON Co TRANS I D: 403334 design loads be applied to any component, and are for"dry condition'of use. 7 1b �, 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 �Q '9Y 14, 2� -�.. fabrication,handling,shipment and Installation of components. necessary. A' c� to, 6.This design is furnished subject to the Irritations set forth 7.Design13. lates shall be assumes cated eduon ne drainage Is provided.and ✓/��R I L� V 1 er 11111111111111111 MITTPINVTCA e $AnlnC,/Co pUT s BCSI,copies of Ich will be Softwaf0furnished upon 7.6.6(1 L)E request. lines U.Doer isbindisic caate with joint of plate e in Inn values faces see ESR-1311,ESRd so-1956 BaB(Meir tRek) EXPIRES:12/31/2015 This design BER-BC prepared from computer input by IIIIIIIIIIIIII TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4W1/DDF/Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.4=(0) 0 BC: 2x4 (DDE #1&BTR BC: 2x4 KDDF A160Tfl SPACED 24.0' 0.C. 2-3=(-96) 68 TC LATERAL SUPPORT<= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES DL ON BOTTOM CHORD = PSF 10.0 PSF 0'• 0.0' -49/ 379V -22/ 104H 5.50' 0.61 KDDF ( OVERHANGS: 10,0' 0.0' TOTAL LOAD = 42.0625) 5.- 9.2 •0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 11.7' -69/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 inn uplift at 24 'oc soocing.! REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.079' @ 3'- 7.2' Allowed = 0.395' 5-11-11 MAX TO PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' ,r 1' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' MAX HORIZ. TL DEFL = •0.001' @ 5'- 10.9' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 177. 3 -/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting `' system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 iAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. v 0 Di m 0 o 1 4► 0 M-3x4 0-10 (PROVIDE FULL BEARING:Jts:2.4.3I 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 `c-"S" �GINE 6:. tS) WARNINGS: GENERAL NOTES,unless otherwise noted: / 1.Builder and credos contrador should be advised of at General Notes 1.TNs design Is based only upon the parameters shown and is for an Individual $®. E 1..-- Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: t)3 2.2u4 compression web bredng must be Installed where shown+. Incorporation of component Is the rem chordssldity of the building designer. i® 3.Additional temporary bracing to Insure stabiBly during construction 2.Design assumes the top end bottom to be laterally braced at po ry 2'o.c.and et 10'o.c.respectively unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). / 'a• DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �1 4.No load should be spied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. 9' A- _. ;t�. SEQ. : 5 992823 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� v.11' O'\ design loads be applied to any component. and are for-dry condition'.of use. O - 1'4., 2 P+ 6.Design assumes full bearing at all supports shown.Shim or wedge If :�i e TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary, M+ P R IL1„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ll be furnished upon 11111111111111111111 TPIIWMA In M e USA,lnc.BCS/CompuTfuswhich Software 7.6.6(1L)-E request. Ones 10.For de with joint center lines. aasicdconnectoroplate design values see ESR-1311,ESR-1988(MlTeW Indicate size late in Inches. EXPIRES:12/31/2015 hillIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 IC: 2x4 KDDF #16BTfl LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0. 0.C. 2.33=1- r(•633) 42 2.4=(0) 0 49 TC LATERAL SUPPORT <= 12'0C, UON, LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 10.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 321V •14/ 73H 5.50' 0.51 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'_ 10.9' -99/ 114V 0/ OH 1.50• 0.18 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc0,0' 0/ 57V 0/ OH 5.50' 0.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 PM uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001• @ 0'--10,0' Allowed = 0.111" MAX TL CREEP DEFL = -0,001' @ 0'--10.0' Allowed = 0,111' 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0• Allowed = 0.078' '( MAX TO PANEL LL DEFL = 0.012' @ 2'- 2.2' Allowed = 0.246' MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4' Allowed = 0.333' 12 MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4' Allowed = 0.333' 6,00 MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = .0.000' @ 3'• 10.9' 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=20,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads c in the plane of the truss only. N M O 4 O c ►� ►�4 -/ 1 0-0---74M-3x43 3, 3. y 0-10 (PROVIDE FULL BEARING t= c X41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 ��eREOPROEe ��CaGIN R -is:v/O WARNINGS: GENERAL NOTES,unless otherwise noted: / 2. 1.Bulkier and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for en Individual / Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper ��0/ E ��' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. - r • DES. B Y: BS 3.Additional temporary bracing to Insure stabifly during construction 2•Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywal BC). �t�s 3.2x Impact bridging or lateral bracing requirede where shown++ 4.No load should be applied to any component until altar all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `.7 7 OREGON SEQ. : 5992824 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a non-corrosive environment, �(/ TRANS I D' 403334 design loads be applied to any component and are for"dry condition"of use. ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If - <O y 14 yZ01.. 4�. fabrication,handling,shipment and Installation of components. necessary. n '5Q,. 6.This design Is furnished subject to the Irritations set forth 7.DesignPlatesassumes adequatedodrainage is truss,an M`r7 R I L�' I IIIIII VIII VIII VIII VIII IIID 1111 1111 III) TPWJTCA In BCSI,copies of which will be furnished upon quest. 6. coincide l bewith Joint center lines. faces of buss,end placed so their center MITek USA,lnc./CompuTru3 Software 7.6.6(1L)-E 10.Forrits basiciconnete ctoe rplf ate desige in n values see ESR-1311,ESR-1 988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KODF qt&BTO SPACED 24.0' O.C. 2-3=(-35) 40 TC LATERAL SUPPORT <= 12.00. UON. LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 10.0' 0.0' TOTAL LOAD = 4 DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -49/ 263V -7/ 43H 5.50' 0.42 KODF ( 625) 1'. 10.9' -108/ 90V 0/ OH 1.50' 0.14 KDDF (( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KODF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED E TO THE SPATIL EMENTSAOF IBCS2NOT APPY0112 ANDLIRDU2012 NOT BEINGAMET. ICOND. 2: Design checked for net(-5 ssfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.001' 0 1'- 0.0' Allowed = 0.097' T MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.005' @ 2'- 8.6' Allowed = 0.250' 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8' Allowed = 0.333' 6.0017 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -,r Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '' v in the plane of the truss only. o ,- os- v Gf 1 ���4 , M-3x4 0-10 (PROVIDE FULL BEARING:Jts:2.3.4I 6-00 scale: 0,7144 `5��"vzc3IN , `rip JOB NAME : POLYGON PLAN 5-B NH - J1 f WARNINGS: GENERAL NOTES,unless otherwise noted: 4/' ��r - `l' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 A.III""'E r Truss: J 1end Warnings before construction commences. building component Applicability of design parameters end proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto Insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at po ty length by DES. BY: BS is the responsibility of the erector.Additional permanent bredng 2'o.e.and at 10'0.0.respectively unless braced throughout their dng of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). / "!e;- 460.-- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ ! OREGON b �� 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. : 5 992825 fasteners are complete end at no time should any bads greeter than 5.Design assumes busses are to be used In a non-corrosive environment, moi' "'7 1' 1 i design loads be applied to any component. and are for"dry eonditlon"of use. �O '9 '/,4, ;2� P� 6.Design assumes full bearing at all supports shown.Shim or wedge if ^I 0 TRANS ID: 403334 S.CompuTrus has no controlovarandassumesnorespoelb8tyforthe necessary. MFRR��L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .. 11111111111111111111111111 T ( request. MITe USA,InC./CompuT s Software 7.6.6(1L)E 0lines eincide with joint center Ines. Digits s of For bcconnector plate plate eivlues see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IC: 2x4 KDDF CATION TRUSS SPAN 13'. 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF 1/16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 TC LATERAL SUPPORT <= 12.00. MON. LOADING 4. 5=(-153 105 3'9=19=1-308) 164 BC LATERAL SUPPORT <= 12'OC. MON. LL( 25,0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connect8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -29/ 351V -53/ 231H 5.50' 0.56 KDDF ( 625) M,M20HS,M18HS,Mor16 = MiTekprMT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 127V 0/ OH 5.50' 0.20 KODF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9' -120/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7' -50/ 106V 0/ OH 1.50' 0.17 KODF ( 625) 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Desion checked for net(-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10,0' Allowed = 0.083' MAX TL CREEP DEFL = -0,001' @ 0'--10.0' Allowed = 0.111' 13-11-11 MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.015' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 2 system and components and cladding criteria. ri Wind: 140 mph, h=22.7ft, TCDL=4.2,800106.0, ASCE 7-10 (All Heghts), Enclosed, Cat,2, Exp.B, MWFRS(Dxr), o load duration factor=1.6, g. O inuss thedplaneed offor thewind trussoads only. cp M-4x6 O 0-) M-3x4 �M�_ o .- of ,i3 M-3x4 9 -_ -1.0 -s c 8 N O CM M-3x4 M-1.5x4 N J• > 1, J- 2-03-12 2-10-08 0-09-12 1- J. y J. 0.10,, 2-05-08 , 11-06-03 y 6-00 7-11-11 [PROVIDE FULL BEARING:)ts:2,9.4,5.61 JOB NAME : POLYGON PLAN 5-B NH - J7C t.o PRO Scale: 0.3025 �\N NGINE.rU,/O WARNINGS: GENERAL NOTES,unless otherwise noted: �.. /� 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 Individual47 di Truss: J7C end Warnings before construction commences. buildingcomponent.ApplicabilityG)r , q� phr design parameterseand proper 2.2x4 compression web bredng must be Installed where shown+. Incorporationuof component Is the m to of the building designer. -/ DES. BY: BS 3.Additional temporarybracing to Insure stabittyduring conatrudion 2.Design assumes the top and bottom chords to be laterally braced at Is the responslbinty of the erector.Additional permanent bracing of 2'o.c.and at 10'ox.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the botulin designer. continuous sheathing such as plywood sheething(TC)and/or drywall(eC). ` ��' 0 g 3.2x Impact bridging or lateral bracing required where shown.. / T-nil 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. : 5992826 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 7L A_OREGON TRANS I D• 403334 design loads be applied to any component and are for"dry condition'of use. '7 1b `� S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �Q j' i 4 Z� _ �, i51- fabrication,handling,shipment and Installation of components. necessary. ML�p ., ep 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is truss,and `�r�F{I L� 1111111111111111111 TPINVTCA In SCSI,copies of which will be furnished upon quest. 8.linels coincide with joint on centertAnes a of end placed so their center MiTek LISA,Inc./CompuTrus Software+7.8.6(1 L)-E 190.For ibats sic conneslctor ple of c a delate sign values see ESR-1311,ESR-1996(MITA) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2=( 0) 42 2- 8=(•102) 178 8- 7=( 0) 18 BC: 2x4 KDDF k1&BTRNDR SPACED 24.0' 0.C. 2- 3=(-245) 43 7. 9=(-165) 278 7- 3=( 0) 49 BC: 2x4 KDDF S1 3. 4=(.213 71 3- 9=(-289) 171 WEBS: 2x4 KDDF STAND LOADING 4- 5=(•101) 0-155) 77 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF 5. 6= BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 24.0' LL= 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) Connector plate prefix designators: 0'- 0.0' -27/5'- 2.3' 0/ 3 356V -39/ 215H 5.50' 0.57 KDDF ( 825 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' 130/ 122V 0/ OH625 299V 0/ OH 5 5.50' 0.20 KDDF 1.50' 0.38 KDDF ( 625 M,M2aHS,M18NS,M16 = MiTek MTseries REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 9'- 11.7' -183/ 405V 0/ OH 1.50' 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for nett-5 osf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'•-10.0' Allowed = 0.083' MAX TLCREEP 1 MAX LL DEFL = 0.009' @ 2'- 3.8" Allowed = 0.254' MAX TLCREEP LL DEFL = 0.042' @ 11'- 11. 7' Allowed = 0.200' 11-ti 11 fMAXMAX TL CREEP DEFL = -0.048' @ 11'- 11.7' Allowed = 0.267' -! MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3' c load F MAX HORIZ.duratTL DEFL = 0,009' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00E7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 c (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), ion factor=l,6 rn Truss designed for wind loads v o in the plane of the truss only. M-4x6 M-3x4 AgidlLB o v ��'� M-3x4 M-1,5x4 0 f o = N 8 8 M-3x4 y 3, 1, 1• 2-03-12 2-10-08 0-09-12 y y ,, y 0-10 1, y 2-05-08 9-06-03 k 6-00 5-11-11 (PROVIDE FULL BEARING•tts:2,9,4,i JOB NAME : POLYGON PLAN 5-6 NH - J6C Scale: 0.3429 Bey'��GP8 s,Q WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual $ E 1-- Truss: and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: J 6 C 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the respo toy of the building designer. 3.Additional temporary bracing to Insure stablI during construction 2.Design assumes the top and vely chords be laterally braced at ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��,- 'i� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(tC)and/or drywall(BC). DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.Nos load shouldb papplied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. kr SEQ. : 5992827 fasteners are complete end et no time should any beds greater than 5.Design assumes trusses ere to be used In a noncorrosive environment 2 ON and are for*dry condition'of use. �� , y 14, Otis design loads be opcon to any sand assuL 6.Design assumes full bearing et all supports shown.Shim or wedge If t� TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsibility for the necessary- M,e�Alt..`" fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. _ - 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center , IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MiTe USA,lnc../I,copies of/CompuTrua lch will be furnished Software+7.6:(1 upon E request. 1ith Joint center Ines. U lines basic Indicate s cicoo�e ecttoraplplate etdesign�values see ESR-1311,ESR-1988(MITA) EXPIRES:12/31(2015 1E1111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LU 2x4 KDDF TRUSS SPAN 9'. 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TCBC: 2x4 KDDF 91&BTO LOAD DURATION INCREASE . 1.15 1.2= 0) 42 2-7= 69 178 7-6= 0) 18 WEBS: 2x4 KDDF STAND SPACED 24,0. 0.0. 2-3=)•245) 43 6-8=(-114) 278 6-3 =( 0) 49 TO LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=) -70) 71 32 3.8=(•289) 118 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow P LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: ( g) 0'- 0.0' -27/ 347V -37/ 166H 5.50' 0.55 KDDF ( 625 C,M2OHS,r sla (or no prefix) = ries s, Inc 5'• 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF ( M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS LIMITED AOF IBC GE S2012 AND T LIRC Y U2012 NOT BEING E TO THE AMET. 9'- 111.7' -138/49 103V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for nett-5 psfl uplift at 24 'on spacingj VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.007' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.014' @ 2'- 3.8' Allowed = 0.339' 9-11-11 MAX HORIZ. LL DEFL = -0,005' @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 �1 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6,00 Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Z co russ designed for wind loads '1 c in the plane of the truss only, u; 4 M-4x6 r co 8 d o o c�i M-3x4 M-1.5x4 o 0 M-3x4 M-3x4 0 1, 1, ), ), 2-03-12 2-10-08 0-09-12 J. J. 3, 3, 0-10 , 2-05-08 7-06-03 y 6-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,8,4,5I JOB NAME : POLYGON PLAN 5-B NH - J5C F,EDPRpcF Scale: 0.3783 ��- �GINe S'/� WARNINGS: GENERAL NOTES,unless otherwise noted: •��;/ E. J5C 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual � -,- Truss: J 5 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shaw,,+. Incorporation of component Is the responsiblity of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 20 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ng(rC)and/or drywan(BC. rip. g 3.2x Impact bridging or lateral bracing where shown++ f t!a!%- 4.No load should be applied to any component until after aft bracing and 4.Installation of buss Is the responsibility of the respective contractor. SEQ. : 5992828 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, .. OREGON (4I TRANS I D• 403334 design loads be applied to any component and are for"dry condition'of use. b S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �O . 14 2�1 t-{. fabrication,handling,shipment and Installation of components, necessary. e 6.This design Is furnished subject to the Imitations set forth 7.DesignPlatesassumes adequate onne both drainage Is f trussed. MFR R I L� 111111111111111111141111111 TPIINrCA In SCSI,copies of which win be furnished uponquest. 8. ecoincidbe e with joint center Ines.of truss,and placed so their center MITek USA,Inc.lCompuTrus Software+7,8,6(1 L)-E 10.For basgits ic connesctor plate dlate esign values see ESR-1311,ESR-1888(Wok) EXP(RES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4M/00F/4=1.00TCMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -84) 228 7-6=( 0) 18 TC: 2x4 KDDF It16BTR SPACED 24.0' O.C. 2-3=(-297) 65 6-8=(-138) 358 6-3°) 0 50 BC: 2x4 KDDF S1ANDR 3.4=(-153) 82 3. 8= -372) 143 WEBS: 2x4 KDDF STAND LOADING 4.5=(•100) 0 ' TC LATERAL SUPPORT<= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 142.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA MIN.LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES OVERHANGS: 10.0' 23.7' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -35/ 328V -24/ 151H 5.50' 0.53 KDDF ( 625 5'• 2.3' 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625 Connector plate prefix designators: 5'- 12.3' 180/ 144V 0/ OH 51.50' 0.53 KDDF ( 625 C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,MI8HS,M/6 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083' MAX TL MAX LL DEFL = •0.010 ' @ 2'- 13.8' Allowed = 0.254' MAX TL MXCREEP DEFL = 0.041' @ 7'- 11.7' Allowed = 0.197' MAX TL CREEP DEFL = -0.047' @ 7'- 11.7' Allowed = 0.263' 7-11-11 MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3' -, DESIGN ASSUMES MOISTURE CONTENT DOES f- 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, 0c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, o Truss designed for wind loads in the plane of the truss only. o M-4x6 m I M 3x4 �� o -s o l 8 _e rn J� f 4-t oio M-3x4 M-1.5x4 0 M-3x4 Jr Jr J, J, 2-03-12 2-10-08 0-09-12 Jr. ). J. y 0-10 y 2-05-08 5-06-03 y Jr. 6-00 1-11-11 [PROVIDE FULL BEARING:Jts:2.8.4' t,Q PROF,- Scale: 0.4268 �°J. GINE. `rip JOB NAME: POLYGON PLAN 5-B NH - J4C /// AA•• WARNINGS: GENERAL NOTES,unless otherwise noted: , / -v9� ' 1.Builder and erection contractor should be advised of all General Notes 1.bThls uilding designcoIs basednent.only u Applicability of parameters s shownoand and isfor an Individual 77 LLL Truss: J4Cper 204 Warnings before we bracing n the Ins ces. Incorporation of component Is the responsibility of the building designer. �/ 2.Dr4 compression web bracing must be Installed where shaven+. 2.Design assumes the lop and bottom chords to be laterally braced at `/.�.." 3.Additional temporary bracing to Insure stability during construction2•e.e.and at 10'o.e,respectively unless braced throughout their length by f'r_,,- DES. BY: B S Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/orheir le C). DATE: 7/11/2D 14 the overall structure is the responsiMety of the building designer. 3.2s Imppaactbridging or lateral bracing required where shown++ ell OREGON 1b ��� 4.No load should be applied to any component until after all bracing and 4.Installation of tons Is the responsibility of the respective contractor. .. SEQ. : 5992829 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, no end are for"dry condition"of use. /O qy 14, OA design loads be applied to any component. e.Design assumes fun bearing at all supports shown.Shim or wedge IfVP TRANS ID: 403334 5.CompuTrusa ,hasno en,shiploverandnssumesno responsibility for the necessary.sig MFR R 11 L fabrication,handing,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. B.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 1I 11111 111111111111111 11111 1111111111 1E 111 oincide with joint center lines. MiTekU SA,lncCA In ./ConlpuT s Software+7 6.6(1 L)-EI,copies of which MI be furnished upon equeal 9.0Ones b indicate connector plate design values see ESR-1311,ESR 980(MiTek) size of EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF 1/188TA TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 BC: 2x4 KDDF g188TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(-135) 228 6.5=( 0) 18 • WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 2.3=(-297 65 5.7=(-218) 358 5.3=( 0) 50 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 3-4=( •553 41 3.7=(•372) 226 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector late prefix designators: 0'• 0.0' 48/ 365V 22/ 104H 5.50' 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3' 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc 5'- 11.7' -48/ 108V 0/ OH 1.50' 0.17 HOOF ( 625) M,M20HS,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• Desicn h r•4ed far n tl 5 pcf) gplift et 24 oc soaC_„_,I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0,083' MAX TL CREEP DEFL = -0.001' @ 0'-•10.0• Allowed = 0.111' MAX LL DEFL = 0.012' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.018' @ 2'- 3,8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.009' @ 5'- 2.3' 5-11-11 MAX HORIZ, TL DEFL = 0.011' @ 5'• 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6,00 Design conforms to main windforce•resisting -,r system and components and cladding criteria. Wind: 11I40 mph, h=20,7ft, TCDL=4,2,BCOL=6,0, ASCE 7-10 )�) load deights) Encloseds'Cat,2, Exp.B, MWFRS(Dir), Truss designed for wind loads c in the plane of the truss only. +4- M-4x6 c m �..D N M-3x4 ,411111111111 _ m _ _. _. _...Mi co f- 011111111111'- 111m M-3x4 M-1.5x4 0 -� 0 6 , o a M-3x4 * i• * ..1- 2-03-12 2-10-08 0-09-12 y y J, y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,7,4J JOB NAME : POLYGON PLAN 5-B NH - J3C �cktDPROfi e. Scale: 0.4902 tJGIN Sj� WARNINGS: GENERAL NOTES,unless otherwise noted: ��;,rE: �_ Truss• J 3 C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual and 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 responsibtpty of the building designer. e DES. BY: B S 3.Additional temporary bracing to insure steMpty during construction2.Design assumes the top and bottom chords to be laterally braced at Aile 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: 7/11/2014 the overall structure is the responsibility of the building designer, continuous sheathing such as bracing asheathingairedores end/or drywall 0C. ®�• Cr 4.No load should be a ped to an component3.in2Impact bridging or lateral required where shown++ �•�um.,- SEQ. . 5992830 pP Y until after all bracing and 4.Installation of truss Is the aretonsldlie of the respective contractor. -41 fasteners are complete and at no time should any loads greater than 5.Design assumes tmases to be used In a noncorrosive environment, ''y� OREGON ((� TRANS I D' 403334 design toads be applied to any component. and are for dry condition'of use. a S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if - <O.,'9y 14 2-° fabrication,handling,shipment and installation of components. necessary. t� T 7.Design assumes adequate drainage is provided. 6,This design Is famished subject to the imitations set forth MFS R 11-x- 111111111111111111 TPIAM1?CA in SCSI,copies of which will furnished uponquest. 8.lines coincibede with Joint on center neess of truss,and placed so their center MITek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 90,FForrits basiciconneecto erplf ete desiIn gn values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 111111111 PACIFIC LUMBER-BC j TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF!Cq=1.00 LUMBER 4PECIFICATIONS 01ANDfl LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF BC: 2x4 KDDF 16BTR SPACED 24.0. 0.C. 2-3=`-188) 24 5-7=`-76) 191 5.3=( 0) 48 3.4=( -22) 28 3.7=(-198) 79 WEBS: 2x4 KDDF STAND LOADING I TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BflG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES 0'- 0.0' -48/ 325V -14/ 73H 5.50' 0.52 KDDF( 625) OVERHANGS: 10.0' 0.0' LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -84/ 70V 0/ OH 1.50' 0.11 KDDF ( 625) 6'- 0.0' 0/ 98V 0/ OH 5.50' 0.16 KDDF'( 625) Connector plate prefix designators: M,U2OHS,MCNHS (or no iTek prefix) = riesuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE 2 NOT BEINIAM )GOND 2 Design checked for net(-5 osf1 uplift at 24 'ox soaciiigj M,j120HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TLCREEP 1 MAX LL DEFL = 0.005' @ 2'- 3.8' Allowed = 0.170' MAX TL CREEP DEFL = -0.010' @ 2'- 3.8' Allowed = 0.226' MAX LL DEFL = 0.000' @ 5'- 2.3' Allowed = 0.078' MAX BC PANEL TL DEFL = -0.002' @ 3'- 11.9' Allowed = 0.128' MAX HORIZ. LL DEFL = -0.004' @ 5'- 2.3' 3 11-11 1' MAX HORIZ. TL DEFL= 0.006' @ 5'- 2.3' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, i Truss designed for wind loads M-4x6 ►�) c in the plane of the truss only. CV r. M-3x4 040111 8� M 7 0 relmee ��I)♦mom � M-3x4 0 M-1.5x4 f- o ► 6 17 0 0 M-3x4 0 y y J, y 2-03-12 2-10-08 0-09-12 y y y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.71 PRop NAME : POLYGON PLAN 5-B NH - J 2C Scale: 0.5343 �S� NG N s� J O B `/ �l- WARNINGS: GENERAL NOTES,unless othernise noted: 4� ,�G/ I., 1.Builder and erection contrador should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and is for an Individual LLL 0 6 E -r end Warnings before construction commences. building component.Applicability of design parameters and proper /' Truss J 2 C 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 stabil during construction 2.Design assumes the top and bottom chords to be laterally braced atby h and at ea hin such as y unless braced throughout their length). DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall C). a1 ts 'I' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until atter all bracing and 4.Installation of truss la the responsibility of the respective contractor. SEQ. : 5 992831 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L% .7"1 ZQ1 `E" design loads be applied to any component end are for-dry condition-of use. 0 Y 14, `i.. 6.Design assumes full bearingo at all supports shown.Shim or wedge If TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the necessary. M{f�R L`• fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center - - - ll be furnished upon IIIIII VIII VIII 11111 ILII VIII 11111 IIII IIII TPINWCA in SCSI,copies of USA,lnc.lCompuTrus iSoch ftftwure+7.6.6(1 L)Eequesl. MiTek1nter Ines. U Dibasic con ecoroplatlines coindde with Joint edesign values see ESR-1311.ESR-1988(MlTelq Indicate sizeEXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTfl LOAD DURATION INCREASE = 1.15 BC: 2x4 HOOF N168TR SPACED 24.0' O.C. 1-2=( 0) 42 2-4=(0) 0 2.3=(-68) 30 TC LATERAL SUPPORT <= 12'OC, UON, LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 287V -14/ 73H 5.50' 0.46 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( O) 3'- 11.7' 44/ 94V 0) OH 1.50' 0.15 KDDF 625; M,M2OHS,M1BHS,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 osfl uplift at 24 'oc sgacing.I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX EP DEFL = 0.001' @ 0'--10.0' Allowed = 0. MAX TL CREEP DEFL = •0.001' @ 0'••10.0' Allowed = 0.111'' MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.067' 36,00 MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' 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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, c (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=l.6, w Truss designed for wind loads in the plane of the truss only. chi0 o , 112 0 1 ' 4►�/ -' M-3x4 0-10 2-00 1-11-11 'PROVIDE FOIL BEARING;Jts:244.31 JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 \5' -``N�No'�. SS WARNINGS: GENERAL NOTES,unless otherwise noted: "T C'2.. 1.Builder and erection coniredor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '9 Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �� 0 E r 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building designer. DES. BY: B S 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'continuouso.c.and at 10'o.e.respectivelyhasplywood unless braced throughout their all B by y OPS DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. sheathing such as required sheathing(TC)and/or drywall BC, .��', g 3.2x Impact bridging or lateral bracing where shown.. Q 4.No load should be applied to any comOwe should until efler all bracing and 4.DesignInstallation of truss is the responsibility of the respective contractor. � A_OREGON <'j SEQ. : 5992832 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4, 1a A• TRANS I D: 403334 design loads be applied to any component. and are for'dry condition'of use. L 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes laO bearing at all supports shown.Shim or wedge If /Q '9Y 14 j2° `�- fabrication,handling,shipment and installation of components. necessary. P �t?,. 8.This design is furnished subject to the Imitations set forth by 8.Designaeshall be locates ed adequate faces e of truss,and placed so their center �R RIO- 8. I L,` i 111111 II II III I VIII VIII VIII VIII IIII IIIIch ll be furnished upon MTe USA,Inc.1CompuT I/WTCA in BCSI,codes of s wh(Software 7,6.6(1 L)E request. lines Digits Indicate plate tsbic connector plate design 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 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2.4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0' O.C. 2-3=(-45) 15 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -62/ 263V -7/ 43H 5.50' 0.42 KDDF 625) 1'- 9.2' -18/ 21V 0/ OH 5.50' 0.03 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -18/ 42V 0/ OH 1.50' 0.07 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 ssfl uplift at 24 'oc soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' 1-11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL MAX TL ELL DEFL = 0.001' @ 1 1 1 ' - 0. ' Allowed = 0.050' T MAX TC PANEL TL DEFL = •0.001' @ 1'- 2.9' Allowed = 0.145' 12 MAX HORIZ, LL DEFL = -0.000' @ 1'- 10.9' 6.0017 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' 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 mphh=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 v 0 o/- 40 ma 0 1 ►.1 4►.1 M-3x4 y J, y 0-10 2-00 (PROVIDE FULL BEARING;Jts:2.4.31 i PROE "5 RNG N R O JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7,39 ) s/ WARNINGS: GENERAL NOTES,unless otherwise noted: - / 'f,-� 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for en Individual ' ��S® E -r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: ASJ 1 2.2x4 compression web bradng must be Installed where shown+. incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to Insure stabil dud construction 2.Design assumes the top and bottom chords to be laterally braced at Po rYly2'o.e.and at 10'o.e.respectively unless braced throughout their length by 410211 DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC). „Amor,- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ all rrZ" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y� _Ai OREGON 1 SEQTRANS I D: 403334 tn /td . : 5 992833 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, '''/ design loads be applied to any component. and are for"dry condition"of use. i9Y 1 4 0 5.CompuTrus has no control over and assumes no responsibility for the 6 De egsse ssumes fug bearing at all suppo is shown.Shim or wedge If 0 �P fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. � rl op R 11.L 6.This design Is furnished subject to the irritations set forth by R.Plates shall be located on both faces of truss,end placed so their center 111111111111111111111 TPIANTCA In SCSI,copies of which will request. size MiTa USA,Inc./CompuTrus Software 7.6.6(1L)-E 0Fiiseconnectorosorbaipitdesign alues see ESR-1311.ESR-1088(MITeW EXPIRES:12l31/2015 ®® _____ ___il L _ RECEIVED iTek� FEB 0 3 2016 MiTek USA, inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax 916/676-1909 5B 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:R41832522 thru R41832537 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��� D PRQFe �NGINEF9 �0Co- . 8 • 2PE (<- " . N� - N -7 'oi,OREGON (P 011/ 0 BER A P ' 6 A. HeR_,v.„ EXPIRES:06/30/2015 April 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 ANSI/TPI 1. . , MiTekt° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 4-9OUP Fax 916/676-1909 5B 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:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. yTONIO os 4''O1,WASzh, •`N, 4 w. Q ' < Aft � d ,c '-049639'. ki 0 ,`�&G1ST�g'G� 4 April 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply 56 PL14-90UP F01 Floor 6 1 R41832522 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:3921 2014 Page 1 ID:j7axn40sHnThIyaUAczwos7,X1UY-cH11KdJclYpmObb IRPgo7B0ohg07S71HOPDhOfzOQTa 1 2-6-0 I 1 2-2.9 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 11 3x4= 1.5x3 11 1.5x3 11 3x5= 1.5x3 11 1 2 3 4 5 e 7 8 o N C. e e-rii"-Lji..'2 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 9-11.9 11 10-8-1 11-4.9 9-11-9 a10t�i 1-1z I 1 0-7-0 1I I 185-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edge1,111:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012frP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, ONTO Jj, TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6>2532/0,6.7=-2532/0 rC. BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13--1640/0,2-12=0/1018,4-12=-370/0,4 11=460/161,7-9=-1636/0,7-10=0!1105 Q de . NOTES G �� WA�C)31_,d 1t1)Unbalanced floor live loads have been considered for this design. N2)Refer to girder(s)for truss to truss connections. lila . 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/iPI1. r���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 "d�O. _��4963be attached to walls at their outer ends or restrained by other means.LOAD CASE(S) StandardL�' LIST SSI4NAI:$ G �-t*, D PROFFS �` �NGINEF9.--/, rt- 87022PE N 9'0j OREGO. (I z•N Gip .4,43ER AN P A. HERS' EXPIRES:06/30/2015 April 22,2014 WARMS-Verify deign paramemrsand READ h0TES CNTHIS AND I,11CZ.tDEDMI7EKREFEEN PAGE NII.7473 car.!/I5/2OI/BERIREUE =MOW 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 responsibility of the g/r erector.Additional permanent bracing of the overall structure is the responsibility of the balding designer.For general guidance regarding 1 VliTek• fabrication,quality control storage.delvery.erection and bracing.consult ANSI/1711 Quality Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312.Alexandria.VA 22314. 7777 Greenback Lane,Suite 109 CiWs Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design la furs are-those effective 06/03/2033 byAtSC Job Truss Truss Type Qty Ply 58 R41832523 PL14-9OUP F02 FLOOR 5 1 Job Reference(options) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:3922 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-4U1igfdfJ7uFCIZU 7B2fOY183goBcGRF3yEw5z0QlZ 1 1.8-0 1 1-3-4 1 1°�3 i 1 2-3-0 1 1 1-2-0 1 1 1-0.5 1 2-6-0 I Scale=1:27.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x8= 4 5 6 7® 8 9 10 a e .° ..v.- I e e O l'i- ,I, ' e e e e e _ 17 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 11 3x4 = 3x4= 30-4 15-10-12 I 1 3-0-4 I 12-10-8 Plate Offsets(XX): 17:0-1-8.Edael,112:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a Weight:74 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=335/Mechanical,11=456/Mechanical Max Uplift17=-426(LC 4) OHIO Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. d7. 01°SAS TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, G i' — fi 0 d 8-9=-1099/0 F• "'. O C11 BOT CHORD 16-17=-664/0,15-16=1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 i tV WEBS 3-16=718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15-1177/0,9-11=-960/0, \f 9-12=0/379,3-15=0/856 j�'/ 'dip\ 49639 4r� NOTES 1)Unbalanced floor live loads have been considered for this design. • + . GISTE� 2)Refer to girder(s)for truss to truss connections. SS+ t-P' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. 10jYAj,'�'" 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 rs be attached to walls at their outer ends or restrained by other means. ���D CR QF� 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 4NGINEA 61i�2 4� 870 2PE ��r N cv a: .N 5. �q OR GO c 4 p S A. He EXPIRES:06/30/2015. April 22,2014 t ®Z4RNItr,-Verify design parameters and READ Win ON THIS AND MIMED Mink REMENCEMGE HIL 1473 rev.1/29/2028Bt?OPElis< ei Design valid for use only with MTek connectors.This design is based only upon parameters shown.and Is for on individual building component. Applicability of design parameters and proper incorporation of componentis 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 responsibilityMiTek' of the erector.Additional permanent bracing of the overall structure is the responsibility of the buldng designer.For general guidance regarding 7777 Lane,Suite 109 fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,055.89 and SCSI BuBdIng Component Citrus Greenbackea,CA,ne,Su IfaSouthern ine(SP)lumber isssspecifed,the design values arethose effective 06/03/2013 byAtSC14. Job Truss Truss Type Qty Ply -5B R41832524 PL14-90UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:3923 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-Ygb42?eH4R06gv8gYgiHCc57kT4EwOFaTIinSYzOQTY I 2-6-0 I I 2-5-1 11 1-2-0 i 1 2-4-11 1 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 B f'''' AIN. "e e e 1 12 11 10 1^ 3x4= 3x8= 354= 3x5= 3x4= 10.10-9 11-7-1 I 10-2-1 10139 111-5-9 1 1 16-7-4 1 10.2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-14 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18,Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • TOP CHORD 2-3=2508//0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0otONTO N. BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 CJO O WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,412=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 NOTES !ti �;, O 1)Unbalanced floor live loads have been considered for this design. N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 1` grr 3)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 t 4,1 be attached to walls at their outer ends or restrained by other means. '__,;114963�w'� LOAD CASE(S) Standard ��GI$l �eQ,E3 PRQp �5 0A- k"9. <0 w 870 2PE c 7 �Al;OREG N tis 4N p�'n BER '\ N-. SA. HERS EXPIRES:06/30/2015 April 22,2014 i 1 ®Knight-Vess?ydetlgn parameters sod READ f/MES ON 7lMISAND RIMMED MIIEKREFEREMM PAGE MU.7 473 ma I/2S/201SBfn3REUSE I•=••• Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual buiding component. II 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 responsbsy of the building designer.For general guidance regarding MiTele fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avalable from Truss Plate Institute.781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern PineISP)lumber is specified,the design V211.1 es are those etfectsve 06/02/2013 by MSC Job Truss Truss Type Qty Ply 56 R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3924 2014 Page 1 ID:j7axn40sHnThtyaUAczwOs7X1 UY-0s9SFLfvrk8yS3it6YDWIpeEXtNnfT6kiNRL?_zOQTX 1 2-3-0 1 1 1-411 I I 1-2-0 I I 1-0-9 1 2-6-0 1 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o _ _ _ a .4N.. e e e r 0 .00•000000000 ye e 'e e 1.g 15 14 13 12 11 3x4= 3x8= 3x5= 3x4= 4x4 = 3x4= 14-3-11 13-1-11 13-8-111 I 18 -1-4 1 1 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): (12:0-1-8,Eduel.113:0-1-8,Eduel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y' ONlq 7j� TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=2477/0,7-8=2477/0,8-9=-2477/0 w ``G .litA BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 Q p WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,415=-679/0,6-14=0/405,9-11-1858/0,9-12=0/1092, G AS �' CO d 613=-860/0 `" 1, VI NOTES ' I c. N 1)Unbalanced floor live loads have been considered for this design. �` 2)Refer to girder(s)for truss to truss connections. r 4°r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1• �.f1 .' 49639 w 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. Strongbacics to Drp '&CIS be attached to walls at their outer ends or restrained by other means. SSIONAL � LOAD CASE(S) Standard • GINE /" ate. 87022PE �r"" y Nc0,oT GREG N r)Qkr *P . .4,/c/I a ER 1N P,. EXPIRES:06/30/2015. April 22,2014 4 8 a WARNI(I-Vedttrdesign parameters sad READ NOTES ON MS AND IM2UDED HUBSREMEME PAGE MIL 7 473 nis 1/21/2014 BE0.9EUSE Design valid for use onty with MTek connectors.This design is based onty upon parameters shown.and is for an individual building component. II 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 stabilty during construction is the resporuibi0ty 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/TP11 Quay Criteria.058.89 and BCS1 Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss'tote Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95810 H Southern Pine(SP)lumber it specified,the design values attthece e$ecthre 06/O1/2013 byAtSC Job Truss Truss Type Qty Ply 5B R41832526 PL14-90UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber d TWOS Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3926 2014 Page 1 ' ID:j7axn40sHnThlyaUAczwOszXlUY-zFGDgOgAMMOghMsFDzG gEjdrh4P7Ju1AhwS3IZOQTV 1 1-3-0 I 1 1-1-1 i 1 1-2-0 II 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e I Fl p p - e- IV I': ` • wi 25 24 23 22 21 20 19 18 1 3x4= 4x6= 3x5= 3x6 FP= 3x5 = 3x5= 4x6= 3x6= 3x5= 3x5 WB= 15-7-9 I 14-5.95-0-91 I 20-9-8 I 14-5-9 0-7-0 11-7.0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel.118:0-1-8,Eduel LOADING(psf) SPACING 1-7-3 CSI DEFL in (foc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 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) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONTO TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=3413/0,6-7=4247/0,7-8=-4247/0, 3' 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, OS 01 WAS 4 13-14=-3519/0,14-15=-3519/0 c! - C�d 4_,,,, BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 ,r? `- �, , S WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 1 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20-272/35,11-20=-327/0, 12-20=0/1057 r i`Tr NOTES °40,t, � .0 5639 `e 1)Unbalanced floor live loads have been considered for this design. �C' '[��4 2)All plates are 1.5x3 MT20 unless otherwise indicated. '410NALIG 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 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. �,Rx09 P R 0FFss GINE LOAD CASE(S) Standard �`7 �N 9 p2 87022PE 9� N tN 7 '0, OREG•N ti9 / b0 'W ER 1\ Po -S A. HE4� EXPIRES:06/30/2015 April 22,2014 9 A.WARM -ilea ydesign parameters sad READ N32ESONINISAND PKIIP`EONl1EK.EFEREN1'EPAGE MIT.7413ms,1/23/2014BE33AEf/SE Design valid for use only with MOek connectors.This design is based only upon parameters shown.and is for an individual building component. bill Applicability of design parameters and proper incorporation of component's responsibility of building designer-not truss designer.Bracing shown is for lateral support of indrviduai web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector.Additional permanent bracing of the overall structureis the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/1P11 Quardy Criteria,DSB-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(SPJ lumber is specked.the design statues arethose effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply 58 R41832527 PL14-90UP F06 Floor 1 1 Job Reference(oottonall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3926 2014 Page 1 ID:j7exn40sHnThIyaUAczwOszXlUY-zFGDgOgAMMOghMsFDzG gEjkKhEo7WE1AhwS3tzOQTV I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II II 0 N 0 4 .rdll 'lf,% -(. 1/ 5 " 4 3x4= 3x4 7-- 9.1-81 Q1-81 4-1-0 1 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES O 01 V1As 1)Refer to girder(s)for truss to truss connections. ID10 D 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. G4r C 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. O wA 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 c, e /, ri be attached to walls at their outer ends or restrained by other means. 5 LOAD CASE(S) Standard /4.r 49639,�p 4/ . 0 •tC'rs'i'E�"' •51ONAL' G p`ED PROFFs 5K �NC'INEF9.`r/ole . ; � 8702.2P. lir. 7 -t>, ORGONti ./4 •• / ISOn MaER A s Pia `S' A. HER EXPIRES:06/30/2015. April 22,2014 1 t A WARNXM5-Volk design parameters and READ N)175ON THIS AND?MIMED ED NITER REFE1EMCE.PAILS NEE 7473 rec 1,49/2oI4BEcORE1/SE Design validfor use only with Mgek connectors.This design is based only upon parameters shown,and is for an individual building component. 01• 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 iTeiC' erector.Additional permanent bracing of the overall structure 8 the responsibility of the building designer.For general guidance regarding fabrication,quality control storage.delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,056-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 It Southern Pine(SP)lumber is specified,the design values aretbase effective 06/01/2013 byAtSC Job Truss Truss Type Qty Ply 58 R41832528 PL14-90UP F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39282014 Page 1 ID:j7axn4osHnThyaUAczwOszX1 UY-veOz5iiQuzeOwg0eLOlSvfozjlJmsbG8Jd?PY81zOQTT 1 1-7-12 1 1 1-8-15 1 1 1-2-0 II 1-4-9 1 1.6-0 . 1 Scale=1:30.1 3x6= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x5= 1.5x3 11 1 2 3558 3 4 5 6 7 8 9 10 11 _ "dioo,jij- N e e e e e o. e 19 F�� 17 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 11 3x4= 3x4= 1 1-10-12 2-914 17-5-4 1-10-12 0.1-8 15-5-0 1 Plate Offsets 0(Y): 12:0-3-0,Edgel,f8:0-1-8,Edge1.113:0-1-8,Edoel,119:Edoe,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCOL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr(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:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) 1ONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=2192/0,6-7=-2379/0, OCj o,�wAst� cv y•� 7-8=2379/0,8-9=-1741/0,9-10=-1741/0 (� `"L` BOT CHORD 17-18=-670/0,16-17=32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, e� Ar d 12-13=0/909 co i�> �, ny WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=14/787,7-15=-259/0,6-16=-295/0, CA 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 %.. / ./ , NOTES 'd� 49639 k/ 1)Unbalanced floor live loads have been considered for this design. _�p 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. i*t'�, �t►ISTEn' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. sSI0NALG 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. ,.( 51/4t"0 P R QF SS The design/selection of such connection device(s)is the responsibility of others. F 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). GiNFF /0 9 . 2 LOAD CASE(S) Standard �� 87022PE -9r" 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-8,1-11=80 Concentrated Loads(Ib) N Vert:Ie 304(F) y mA OREGO., (y0 w A0 SER A% PVo S A. HERS EXPIRES:06/30/2015 April 22,2014 ®WARN1M3-Verity design paranmters sod READ WIES CM THIS AND LVitlDED MINKREFt..REFKE PAGE MIL 7473 rev.1/29/z&IUBEik4f DDSE Design valid for use only with Miraconnectors.This design is based only upon parameters shown,and is for an individual balding 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 stabirry 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.delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DS8-89 and SCSI Building Component 7777 Greenback Lane,guile 109 Solely Information avalable from Truss Rote Institute.781 N.Lee Street.Suite 312 Alexandria.VA 22314. Citrus Heights.CA,95610 If Southern Pine ISP)lumber is specified,she design values arethose effective D6/01/2013 by MSC Job Truss Truss Type Qty Ply 58 R41832529 PL14-90UP FOB Floor 7 1 Job Reference(ootionall " Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3928 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-veOz5iiQuzeOwg0eLOlSvfo4nUv9bNVJd?PY81z0QT1- 1 2-6-0 10-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 33x4= 6 0 N e e dye/ p e 8°3x4= -IC . 9 3x4= 3x4= 3x4= I 3-1-2 3-?-10 3-9-10 1 4-4-10 4161 8-6-86-8 I 3-1-2 0-1 0-7-0 0-7-0 0-1-$ Plate Offsets()CV): 18:0-1-8,Edilel.19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 'yO.NIO k> TOP CHORD 2-3=732/0,3-4=-732/0,4-5=-732/0 wAs]C�`��C BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 Gd . 01 -rel' WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 ,. -..t', C:),71,1„,d co k NOTES N 1)Unbalanced floor live loads have been considered for this design, 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11.;r 4)Recommend 2x6 strongbadcs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-lOd(0.131"X 3")nails. Strongbacks to 4963�9�p be attached to walls at their outer ends or restrained by other means. �0,0.4,404' . &'Qr .inn' LOAD CASE(S) Standard ' SS1pNAL� � . �Ep PRQp. •c5`.,.NC,IN�F�,•�✓�2 4 870 2PE . N /,N t/ y �A), OREGO, ,:),(:) Lii O 9C. AMBER .k P`' S A. Hey` EXPIRES:06/30/2015 April 22,2014 1rr A WARND4-Verity design parameters analREAD NOTES ONTHIS AND INCLUDEDMIIEKREFEERENCEMOE1411-1413 rev.1,/39/2Ot8BE0.4E1/SE Design valid for use only with MEek 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 MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Fa general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 iSafely f Southern Pine tse)lumber it specified,tihe design val1ues arethase effective 0001/2013 by MSC 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 58 R41832530 PL14-90UP F09 Floor 1 1 Job Reference(ootionall Pacific Lumber&Truss Co. Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:292014 Page 1 ID:j7axn40sHnThyaUAczwOszX1 UY-NgyLl2j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 304= 31.503 II 4 3x4= 51.50 II 11 \---- _ N . )., 1.503 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 2 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X.Y): 14:0-1-8,Edoel,f8:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. f TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 ONIO 44, OOT"WAStih WEBS 2-9=-456/0,4-6=424/0 . ' -ty. ft, ,, NOTES ti a,,,,, ,k . O 1)Unbalanced floor live loads have been considered for this design. ..., x• N 2)Refer to girder(s)for truss to truss connections. h,, 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. -4/ 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. rt) 49639 ELY 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 'rt be attached to walls at their outer ends or restrained by other means. ', �CISTE¢ LOAD CASE(S) Standard SSIGNALG ,- ./61NO 0 2PE ter- yN tit �A),OREG IV. tis O C;sS A. He.- EXPIRES:06/30/2015 April 22,2014 s r ® WARN/MS-Vetftydesfgn parameters:rd READ)/0 TES ON TNISAMD MIMED MITER REFERENCE PAGE MI/7•473 sec 1/19/2014 BEMUSE ��'• Design valid for use only with MTek connectors.This design's based only upon parameters shown,and'e for an individual budding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown -,_ o 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 responsbiiiy of the budding designer.For general guidance regarding MiTek' fabrication,quality control storage.deivery,erection and bracing,consult ANSI/TPIU Quality Criterra,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 Heights,CA,95610 If Southern Pine(SP)lumber is specified.the design values are those effective 06f01/2013 byAtSC Job Truss Truss Type Qty Ply 58 R41832531 PL14.90UP F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Paget ID:j7axn40sHnThlyaUAczw0szX1UY-rOV)4WOjgQau6A AOSoKw 4uKNIS83Cjc4JurCez0QTR I 2-3-0• I 1 1-7-11 i 1 1-2-0 1 i 1.4-9 i 1-6-0 1 Scale=128.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 • 7 8 9 o — o _/00°°°' ` e— .V.- - 1C N I \ ••••••• 9 N e a ee All ri. gr 1:4 14 13 12 11 "s 3x4= 3x6= 3x6= 1.5x3 11 3x4= 3x4= 12-3-11 5-5-4 11-1-11 o-7-0110-7-0 I I 13-1-9 I 11-tat Plate Offsets(X.Y): 16:0-1-8,Edoe).111:0-1-8.Edoe1 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/0- n/a Weight:70 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0. 'tONIO 4. TOP CHORD 2-3=-2121/0,3-4=2121/0,4-5=-2434/0,5-6-2434/0,6-7=1775/0,7-8=1775/0 'C�a, BOT CHORD 1415=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 Q O� + WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,4-14=380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 G rp G ' NOTESto k N 1)Unbalanced floor live loads have been considered for this design. /` 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r tf�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 ;r fO.'. ,. 9639 I be attached to walls at their outer ends or restrained by other means. ' IS447 LOAD CASE(S) Standard �4QNAL G �cQ`ED PROEF 5 t:c-� :GII N EF�'`9%29 870 2PE NN �� H 5. �'oj, OREGO cp. L 'P `.,11 BER \'‘,4i . He EXPIRES:06/30/2015 April 22,2014 r • ®imam-Verify raramemrs and READ MJ7ES ON MIS INCLUDED MIIE/.REFERENCE PAGE III1.7473 rear 1/251201dBff0fEUSE 4AR Design valid for use only with Mirek 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 o responsbdity of building designer-not truss designer.Bracing shown lel I is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M/Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality controL storage,deavery.erection and bracing,consult ANSI/TPIl Quality Criteria,008.89 and SCSI Building Component nn Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 byALSC • Job Truss Truss Type Qty Ply 5B PL14-90UP F11 Floor 2 1 R41832532 Pacific Lumber 6 Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1UY-rOVN4WOjgQau6A AOSoKw 4uPzIbT3Hwc4JufCez0QTR I 2-6-0 1 0-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 i —7-4.---------------------------------- ....-- _ 0 N -- ise 1d 9 0 803x4= 3x4= 3x4= 3x4=- I I 3.1-2 3-F-10 3-9-10 1 4-4-10 416-2 6.8-8 3-1-2 0.1 0-7-0 0-7-0 0-1-$8 4-2-6 I Plate Offsets(X,Y): f8:0-1-8.Edgel,f9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. T ID TOP CHORD 2-3=761/0,3-4=-761/0,45=-761/0 44, BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WAS 4 WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 GO .�Q NOTES co s. tt N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��" r 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 rd 4 be attached to walls at their outer ends or restrained by other means. 49639 0 �F LOAD CASE(S) Standard ��'S GIS SIDNAI - .-v,Ep PRQp 2 87022PE �{ y C,°). ()REGO, rl) 4N 'AO,%._,c-% BER \\ P�� AM A. NE-R EXPIRES:06/30/2015 April 22,2014 r ®WARMS-Yen?yde;fgn paramemrs:Ad READ M3ffS ON 7NISAND MC LUEED MIMIC REFEAEPIa PAGE NM 7473 reg.1/1.9/2014WORE ISE m.0• 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 �• 6 for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitiy of the p r erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IviiTek' fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPIt Quality Criteria.DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312 Alexandria,VA 22314. 7777 Greenback Lane.Suite 109 Citrus Heights.ls,CA,95610 If Southern Pine ISP)lumber is specified,thedesign values are thate effective 06/01/2023 byALSC Job Truss Truss Type Qty Ply 513 R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries.Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThlyaUA¢w0szX1 UY-J D46jkklBuOzn7lDOWr9XIQW2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-3-5 11 1-2-0 it 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8e 44 / _ G I e e N N e e o ..! 17 12 11 10 3x4= 3x8= - 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-0A1313 ,1-0-3.137-011 16-5-8 I 10-0-5 5-0-3 0-7-0 0-14 Plate Offsets(XX): 010:0-1-8,Edgel.111:0-1-8,Edriel LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress!nor YES WB 0.57 Horz(TL) 0.05 9 n/a n/a Weight:72 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. r><ONIO TOP CHORD 2-3=2476/0,3.4=2476/0,4-5=-2549/0,5-6=2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 Q$. 01 vas, 4 WEBS 6-10=319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 G 4V0 oa Iv w 0 1, 116 NOTES �, N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /4;I 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� 49639 be attached to walls at their outer ends or restrained by other means. • el 4,4, ER LOAD CASE(S) Standard s`sI NAL PROF k;O • y� NINFF •s/ �` GRo,� 87022PE c- / yN - 1" N �-0 OREGO.. c Ili C ER- Q . ..S A. Heck EXPIRES:06/30/2015 April 22,2014 t — 1 ®MARtoitf3-Ventydesign parameters and READ t/37ES Ott 7NISAND rtU.IIDED MINK REFERENCE PAGE NII 7473 ret 1/29/26t88EOREUSE Design valid for use only with Meek connectors.This design is based only upon parameters shown,and o for on individual budding component. t� Appliicabitty of design parameters and proper incorporation of component is responsbdily of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 7777 Greenback Lane,Suite 109 fabrication.quality control.storage,delivery.erection and bracing.consult ANSI/WPli Quality Criteria.058.89 and BCSI Budding Component Citrus Teen ba,CA,ne sa Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. If Southern Pirse(SPi lumber is specked,the design values aretfiase effective 135/O1I201S by MSC • Job Truss Truss Type Qty Ply 58 PL14-90UP F13 Floor 6 1 R41832534 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:32 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-nPeUx41xyC8gPHKPaDNO3Vzcx55RX5zvYalmH WzOQTP i 2-3-0 I 1 1-4-11 II 1-2-0 1 i 1-P-5 i 216-0 I Scale:3/8'=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e c - e - a/r..a� b e / N ,� I?' e e 1 15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= I 13-1-11 14-3-11 t3-a-111 I 13-1-11 18-3-00-7.0 0.7-0 3-11.5 Plate Offsets(X.Y): 112:0-1-8,Edge1.(13:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No-1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TONIO TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 O' O qtr WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, G /4. 411 a 'le, 613=853/0i� `%� NOTES j'nq `'' 07 N 1)Unbalanced floor live loads have been considered for this design. 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. f f 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 rd� \+P X9639 SV be attached to walls at their outer ends or restrained by other means. (3!'A,. �FGjS LOAD CASE(S) Standard SSr�NALG . .ikED PRopen 4• j ,NGINFF9.1SjO 2 `( 87022PE 9' N y �Aj OREGO_ ti� �/b �0 SER 1\ ASO `s A. HERS EXPIRES:06/30/2015 April 22,2014 r ®wAst -Vedly design parametars and READ N37ES 071710 AND IPIMPJED1417EK REFDIENa PAGE ma 7473 rer.425/2010BERIIEUSE • 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 t is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the _ erector.Additional permanent bracing of the overall structure is the responsibility of the bolding designer.For general guidance regarding MiTeiC fabrication,quality control,storage,delivery,erection and tracing.consult ANSI/TPII Quality Criteria,056.89 and BCSI Building Component Safely Inlormalon available from Truss Plate Institute,781 N.Lee Street-Suite 312,Alexandria.VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 If Southern PinetSPj lumber is specified,the design values are these effective 06/01/2033 byALSC • Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOsZX1 UY-FbBs8QmZJVHh1 Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO 2-0-0 1 1 1-10-1 I I 1.2-0 11 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 11 1.5x3 I I 1.5x3 II 3x4= 6 3x4= 1 2 3 4 5 • 7 r e iiiiiiiii N O N ee 1 11 10 e 9 g 3x4= 3x5= 3x4= 1.5x3 II 3x4= 8-2-9 1 e--9 1 9-4-9 1 12-0-12 I I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8.Edgel,f10:0-1-8.Edtiel LOADING(psf) SPACING in (lac I/defl lid PLATES GRIP SPACING 1-7-3 CSI ) TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress'nor YES WB 0.33 Horz(TL) 0.02 8 n/a n/a Weight:54 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) • • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. "OHIO Z.. TOP CHORD 2-3=1397/0,3-4=-1397/0,4-5=-1183/0,5-6=1183/0 O OF wAs BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 G �� r C� WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 mow.; O Si NOTES I N 1)Unbalanced floor live loads have been considered for this design. I 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r i r �, 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to : 1 .'. :49639 to be attached to walls at their outer ends or restrained by other means. O,j 'Gj$ R LOAD CASE(S) Standard ' �s`s'j0NALG QED PRQFes • 54• NGINe ,9 s/0 4.c 8. • 2PE „lir" (f) Y -Gis.OREGO.. 4,3w -A 411 8ER -0 P .:`s A. Heb . EXPIRES:06/30/2015 April 22,2014 54 ®WARNTMi-Verity design paranretrrs and READ WEER ONTMISAND DOMED MITER REFEREME PAGE NIL 7473rut 1;29JEO1iBMW t1SE �' 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 responsibility of the • M trek* erector.Additional permanent bracing of the overall structure is the responsbtly of the bolding designer.For general guidance regarding fabrication,quality control,storage.delivery.erection and bracing.consult ANSI/TP11 Quality Criteria,055-89 and BCS!Building Component 7777 Greenback Lane,Suite 109 If Southern Pine(SP}lumber specified,Plate the design values arethate Street.Suite 0001'2013 by MSC Citrus Heights,CA.95610 " Job Truss Truss Type Qty Ply 58 R41832536 PL14-9OUP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 11Y-kolEMlnBUpPYebTohePs8u126nvzq?7vC?wstLPzOQTN 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 i L 0 N , _ 1 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 '*** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 oNIO NOTES Oct O wAs �P4,. 1)Refer to girder(s)for truss to truss connections. q� 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. G ri 0,A `%G 3)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 03 °' 0 t , CO be attached to walls at their outer ends or restrained by other means. % N 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. 4 The design/selection of such connection device(s)is the responsibility of others. iir�r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). rd -y 4963�q,`� LOAD CASE(S) Standard 9r0 SIGIS � 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) ANAL Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=188(F) �'„ .0 P R Ope ����5 ON61 F9 /02 87022PE Yr N y �,0�OREGO �o N �0 �MBER AN t.iPo ,..3 A. HE# EXPIRES:06/30/2015 April 22,2014 i t ®IYARNIM3-Verify design parameters sad READ NOTES ON THIS AND MIMED NITS'REFMEre PAGE 1471.7413rma 1/29/IOIEBMW USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are thole effective OS/01/2013 byALSC Job Truss Truss Type Qty Ply 58 R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference footionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-FbBs8Qm4VHhl Rub8xudgWuGVbcGeL3nG7JpzzOQTO i 1-6-0 I 1-5-10 I I 1-2-0 I I 1.4-14 I 2.6-0 I • Scale:3/4"=1' 1.5x3 Il 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= g -.., o :/7 ... 0 O O 0 03x4= 1C 9 8 3x4= 3 3x4= x4= I 3-2-10 1 3-9-10 1 4- 4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,V): f8:0-1-8,Edgel.19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Weft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0.2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `g'ONIO TOP CHORD 2-11=-926/0,3-11=-926/0,3.4=-926/0,4-5=926/0 �,3 w t�,r. BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 O . 0 'r WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 Q1s' C' �i 7 NOTES c4 r .r, gyp -,'4 1)Unbalanced floor live loads have been considered for this design. I N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. ;\ i 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i f,`,r 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 11 4963.Q, , be attached to walls at their outer ends or restrained by other means. O �ZCti'' 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. �', + I ' V The design/selection of such connection device(s)is the responsibility of others. �•S1QNA'j, O • 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 QED PR Uniform Loads(plf) OI NE Ss�. Vert:7-10=-8,1-6=-80 `5 .0N 6;�' 02 Concentrated Loads(Ib) 1(:' Vert:11= -169(6) 070 2PE: 1' 1- N y�-0j,OREG N. cls Q�U -P `.4 BER 1' Q tS A. He��' EXPIRES:06/30/2015 April 22,2014 A WARM.Mi-Vucitydes/3nparanteerssod READ DOTES ONMIS AND MIMED MINK AUDIENCE PAGE MII.7473rec1/29/2018BEFOREUSE 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 responsibly of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and tracing.consult ANSI/TPI1 Quattly Criteria.DSS-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 ISouthern inefSP)lumbar isspecified,the designs valuers are those Street.Suite 06j01/2013,byAt5C 4. Citrus Heights,CA,95610 Symbols Numbering System a General Safety PLATE LOCATION AND ORIENTATION Notes 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 r� offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. j ry •illi, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'1/16, C1-2 C2-32. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. 111111.44p _ U 3. Never exceed the design loading shown and never a ® U stack materials on Inadequately braced trusses. O For 4 x 2 orientation,locate C74 C6-7 CS-6O 4. Provide copies of this truss design to the building plates 0-1n.4'from outside BOTTOM CHORDS ~ all other designerinterested pari essor,property owner and edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each Joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/7P11. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: i� SYP represents values as published sn eesdects,equal to or better than that �i Indicated by symbol shown and/or by AWC in the 2005/2012 NDS speccIll ified. by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing Indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. *ILI, Indicates location where bearings (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved 16 approval oDo not cut or aalter tengineer. member or plate without prior • reaction section indicates joint IMMO number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. IMO MINI . 10 18.Use of green or treated lumber may pose unacceptable . environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiT IC 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, Installing&Bracing of Metal Plate ANSI/IP'1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013