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Plans (97) ,i • l s_U S c7t.t� 1P i;j jG1O 0 31,116Kaiwnetel r+sxllaa 99'-01/Y0�-IVEI I liT x 2.7e 4.Z g:Iii r l 4:i I LAN=0F.MS TO DESIGN NWT 01 '- �'K rY'43�`'i i I . ❑ COEORMS TO DES, N CONCEPT 4Tf �K.a K3!£T�LUB CI Rtl'SIONS FSS ANnr•ras n:al El NON-CONFO' IG-REVISE AND NESJ6M: r l I� ' 1 11 I ] I I 1 :�B=s7AR:. MIX REr.PAT �aR_� illin1@i W.UIU ' i.-7------- \ \ J rr-7,E aria. n 3cr ea tct r F.1re-IQ f :E.:BR FRC P-Cs"C:i:u-:r IR--G N^_Ck s:tE R:c_tr• \\\\\\ arE 7,13 rFAIN,.B} 010 R.Balms :+:e Geer B.2.' CT NGINEERING INC 27 I I I ,: `,, \ 6:1Q RECEIVED ' OCT 8 20'5 CITY OF TIGAFID BUILDIM G DIVISION • 3 E � 8 /7814 t / v ,A\ / $:1i / \ 1 ;r„ 14:1), / 14 12 - / • to � .. -11 lV_ iJ • R. g i7 .:. ' rip / •— ce. .\ o o LU Al 7j zir 601-5 114. -I 13'-111/T I I 17-6' 15' 314' 50'-0' r I - 0 Copyright CompuTrus Inc.2006 BUILDER- ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/25/14 TRUSS CALCENT ULATIONS ANDD .ROJECT TITLE REVISION-1- DRAWINGS FOSTRUCTURAL ALL FURTHER d'i' 5019-A POLYGON DESIININFORMATION DNER/ENGIDNEER OFR CORDPa" } umber DLAN RESPONSIBLE FOR ALL NON-TRUSS Iiii„ F. -- DRAWN BY REVISION-2 TO TRUSS CONNECTIONS BUILDING 5019 / A CHECKED BY DESIGNER/ENGINEER EVIEW AND APPROVE OF ALL TO RO Y C O U S +: COMPANY DEI 1VERY LOCATION- SCALE REVISION-3 DESIGNS PRIOR TO CONSTRUCTION Qt I J •-, 0.115"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. • I ©CONFORMS TO DESIGN CONCEPT / ❑CONFORMS TO DESIGN CONCEPT WITH Q REVISIONS NOTED NON-CONFORMING—REVISER RESUBMIT �� TNS SHOE DRAWING KEN BEEN REVEWED FOR GEEERN CONFORNNKE 11'5 WRY TORW SCEs ORS( NA DOFTSCON HOT R LTH HE f46iGTp4hTNDOR OF R'SW.6i0CRv FOR 4'.IFCPtRnH,c WITH D�3GN ._ _ _ -—.-_-_ .._ I 11 .. DWi'K5 SrCE�FTxY6,NIL AMICABLE CODES ALL K Wti.�,.1 wvE - BY Alexia Fukut Date 12/22/14 ® CONFORMS TDDESIGN CONEFT a 12 ,r, ED MILBRANDT ARCHITECTS o CONFORMS TO DESIGN COS FT W.I'i ki REESIONS AS SHOWN ❑ NON-CONFORMING-REVISE kND RwU&MIT EU S-JI•EE=N'S INS EEG EMBER PS•FEL: SWOVNNE N _ :^<ii C.HERR.0F R:FI s:CM F. 12-108 H E a'ix WE EE.Ui S POPS A2 SR.L:FI:Ri:R2 ti 6f rtich HOE T:CPS^ OILT i�C;SMA 3tFtI14. IC Dv Arnold R.Solo= INC.. Rer�er P.2611 CT ENGINEERING 1 \ N 2 1:12 \\NI ■ Ilse e3 /4\ 9 , , , , / \ / \ / FRA325 \ a:1< 14;12 14x12 14:R \ 1111 td :771 :C1/ .:, 1 e- SI .r--..w. •v 0'4 ars A rot■ It ir E co go-io W GARAGE 201-5 WV 15.3314•LI I- -01 � -I I- 1 -1 f/7' I ®Copyright CompuTrus Inc.2006 >ER ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY REFER TO )LYGON NW 11/25/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL ®paciti •'? ECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER �'} r 19-A POLYGON DESIGNERIENG NEER OF(RECORD �_ umber .. _ RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY REVISION-2 TO TRUSS CONNECTIONS BUILDING 19 / A CHECKED BY DESIGNERIENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL IVB a ■ COMPANY TORY LOCATION SCALE REVISION-3- DESIGNS PRIOR TO CONSTRUCTION. L 0.115"- 1' \ll 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 tracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CornpuTrus has no control over and assumes no responsibility fir the fabrication,handling,shipment and installation of compts. 6. This design is furnished subject to the limitations set forth by TPIIWTCA 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 traced at 2'o.c.and at 10'o.c.respectively unless braced throughout•t heir length by continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installatior of truss is the responsibility of the respective contradlot. 5_ Design assumes Misses are tribe used in a environment, and am 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 iith joint center lures_ 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1 988(MiTek). �ty41NeFh' /b_c QM 71- , OREGON s? '`,0 '9}' 14: 7.' 5I3�i8 R{LL �tG157ti�� �' . 1__� Ss10N ,LF�' EXPIRES _L )l)J LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1 00 TC: 2x4 KDDF B1&BTR LOAD DURATION INCREASE = 1,15 1-2-( 0) 50 2-5=(-37) 41 3-5-(-120) 127 BC 2x4 KDDF B1&BTR SPACED 24.0" O.C. 2-3=1-85) 59 WEBS: 2x4 KDDF STAND 3-9=(-10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BPS A•EA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIS) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -29/ 78H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -22/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacit3 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.1'.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0 003" @ -1'- 0.0" Allowed = 0.1.3" MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.2•,'3" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.3'5" 4 4 1' 12 MAX HORIZ LL DEFL = 0.000" @ 3'- 8.2" 6.00 MAX HORIZ TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 f 4 -1 Wind. 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, u 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDi:I, load duration factor=l.6, Truss designed for wind loads ,--, i rm in the plane of the truss only. 0 I d, 0 O N N O I M-3x4 M-1,5x3 , f-- • ,1 ), 1 3-08-04 0-03-12 ,1 1 l 1-00 4-00 JOB NAME : 5019-A POLYGON - Al Scale: 0.5769 ,VO PR.Q, Ee WARNINGS: GENERAL NOTES,unless otherwise noted, C. . Om1.Builder and erection contractor should be advised of all General Notes 1.Thla design is based only upon the parameters shown and Is for en individual wl G,I N�1 2 L;./YJ Trus S: Al and Warnings before conahuction commences building component.Applicability of design parameters end proper J �(�" 1 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction s 1 " . DES. BY: LA 2'o.c.and at 10'o,c.respectively unless braced throughout their length by i 1 y s t� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). DATE: 11/25/2014 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown+* + 4.No load should be applied to any component until alter all bracing and 4.Inetallation of truss is the responsibility of the respective contractor ) / 2 -' / / SEQ. : 6125129fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ` " 5 TRANS I D: 413157 design loads be applied to any component end are for"dry condition"of use. ; 5.CompuT us has no control over end assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge if A p fabrication,handling,shipment and installation of components. necessary. 1J OREGC1N 7 Design assumes adequate drainage is provided. .ei 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center q Z� II I 111 I I II I II I I I I II III TPIiWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. L �y 9.Digits indicate size of plate in Inches 'f V MITek USA,InC./COR pUTR1S Software 7 6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1888(MITek) L�s p At r ' �1 • EXPIRES:12/31/2014 I , a- • 5.' } " 1 r 1111 IIIIIII r 1 This design prepared from computer input by i PACIFIC LUMBER-BC p. . LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC' 204 KDDF B168TR LOAD DURATION INCREASE = 1.15 1-2=1-84) 61 1-4=1-37) 39 2-4=(-120) 126 BC' 2x4 KDDF 01&BTR SPACED 24.0" 0.C. 2-3=1-10) 5 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECKS) TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 168V -27/ 690 5.50" 0.27 KDDF ( 6;5) 3'- 10.5" -26/ 158V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1COND 2' Design checked for net(-5 psf) uplift at 24 "oc spaci•iJ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 i MAX TC PANEL LL DEFL = 0 018" 9 2'- 1.0" Allowed = 0.213" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.016" 0 2'- 1.0" Allowed = 0.334" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 6.8" 3-06-12 0-03-12 MAX HORIZ. TL DEFL = 0.000" 0 3'- 6.8" '1 '( f 12 Design conforms to main windforce-resisting 6.00 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(Di1, load duration factor=l.6, Truss designed for wind loads ' M-1.5x3 3 in the plane of the truss only. A- 2 ' j 0 0 in i N N f a 1 0 M-3x4 M-1.5x3 i' - 1 )' 3-06-12 0-03-12 l /' 3-10-08 .1 JOB NAME : 5019-A POLYGON - A2 Scale: 0.5471 WARNINGS: GENERAL NOTES,unitise otherwlaa noted i V-.) P��� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual rJ �(i�,/NGI Nc66:2)(0 Truss: A2 and Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at a `, r / DES. BY: LA s the responsibility of he erector Additional permanent bracing of 2 o.c.and at 10'o c respectively unless braced throughout their length by f i'i i fl continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) I DATE: 11/25/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** ( ) 4 No load should be applied to any component until after ail bracing end 4.Installation of trues is the responsibility of the respective contractor. J _ t I ( L-,. SEQ. : 6125130 fasteners ere complete end at no lime should any loads greater then 5 Design assumes trusses are to be used In a non-corrosive environment, ( 12 7 design loads be applied to any component and are for'dry condition"of use. TRANS I D: 91315 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if J fabrication,handling,shipment and Installation of components necessary sy OREGON 7 Design assumes adequate drainage la provided +� 6.This design le furnished subject to the limitation.set forth by 8 Plates shell be located on both faces of truss,and pieced so their center 9/•1 2� II I 1111 I I II I I III II ill TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. lw,7 1 e Digits Indicate size of plate in Inches. MITek USA,Inc ICompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see E5R-1311,ESR-1958(MITek) ° .G A N�� 0 EXPIRES: 12/31/2014 LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.8" COND. 2: Design checkex for net(-5 psf) uplift at 24 "oc spacing. IC. 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting t BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. system and components and cladding criteria. i TC LATERAL SUPPORT <= 12"OC. OUR. LOADING Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10,, BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads i considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for • complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY • 7-07-14 7-07-14 4 'f 4 12 I IM-4x4 12 ,r- 14.007 . \14.00 • I iof 0 I I 0 CD I ,-I 1 l CD r 1� 11 --/CD /- 4 5 1 l b 1-00 15-03-12 • i JOB NAME : 5019-A POLYGON - A GABLE Scale: 0.2769 ❑o hr/ • WARNINGS: GENERAL NOTES,unless otherwise noted C� a�� r n"r"s(1 1.Builder and erection contractor should be advised of all General Notes 1 Thle design Is based only upon the parameters shown end Is for an Individual v \GI N Eipi Truss: A GABLE end Warnings before construction commences building component Applicability of design parameters end proper `- 2 2,4 compression web bracing must be Installed where shown.. Incorporation of component Is the responslbilily of the building designer. , 7,Additional temporary bracing to Insure stability during construction 2.2'Do,c. assumes the top and bottom chords to be laterally braced e ii DES. BY: LA la lha reaponciblllry of Me erector Addlticnel permanent bracing of 2'o.c.end al 1g'o.c respectively unless braced Ihroughaut their length by 7 i•e continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). f DATE: 11/25/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+r 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 612 5131 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, C / 7> / TRANS I D: 413157 design loads be applied to any component. and are for"dry condition"of use. 5 CampuT uc has no control over and assumes no responsibility for the 6 Design assumes fug bearing et all supports shown.Shim or wedge if OR EGC)N fabdcatlon,handling,shipment and Installation of components. necessary,as. (>j 7.Design assumes adequate drainage Is provided. Q 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center �/9 20 II 11 I I I II I I 11111 I I II III TPIMITCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. I�� Cy ,1 \,` 9.Digits Indicate size of plate In Inches. '�1 V MITek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 0.For basic connector plate design values see ESR-1311,ESR-1866(MITek) GANG Al`, \,. EXPIRES:12/31/2014 L i. 1. ) IOIIIIIIII'E r . lois oesign prepares tram computer input.Dy PACIFIC LUMBER-BC P. a LUMBER SPECIFICATIONS 20-05-04 GIRDER SUPPORTING 44-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • IC: 2x6 KDDF IlkBTR 20-05-04 GIRDER SUPPORTING 50-03-00 FROM 12-00-00 TO 20-00-00- 2=(-130241 2952 8- 9=( -420) 1010 8- 1=1-8040) 1828 11- 5=1-4760) 1032 BC: 2.48 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-11526) 2630 9-10=1-3122) 13964 1- 9=1-3258) 14498 5-12=1-1558) 6,56 WEBS 2x4 KDDF 8160TR; 3- 4=1 -7682) 1874 10-11=1-1650) 7356 9- 2=1-5728) 1316 12- 6=(-7870) 1022 2x6 KDDF 816BTR A LOADING 4- 5=1 -7682) 1874 11-12=(-1614) 7446 2-10=1-7342) 1708 6-13=(-5600) 1300 LL = 25 PSF Ground Snow (Pg) 5- 6-(-11672) 2674 12-13=1-3252) 14524 10- 3=)-1478) 6596 13- 7=(-3406) 15146 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 562"7v(-13606) 3084 13-14=( -238) 1054 3-11=1-4584) 1178 7-14=1-8394) 1108 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 525.0)+DL( 377.01= 902.0 PLF 0'- 0.0" TO 11'- 0.0" V 11- 4=1-2754) 11284 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 20'- 5.2" V ( 2 ) complete trusses required.11 II 8C UNIF LL( 603.1)+DL( 410.11= 1013.2 PLF 12'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Join together 2 ply with 7"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI S) nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 279H 5.50" 15.53 UDE 1 625) 9" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 20'- 5.2" -2215/ 9B18V 0/ OH 5.50" 15.71 KDDF ( 625) 4" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) upl ft at 4 "oc spacii1 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-05-01 6-09-09 6-09-09 3-05-01 MAX LL DEFL = -0.160" 0 13'- 9.2" Allowed = 0.916" T { T T ,0 MAX TL CREEP DEFL = -0.324" @ 13'- 9.2" Allowed = 1.3)1" 3-05-01 3-06-08 3-03-01 3-03 3-06-09 3-05-01 T ' T T T T T MAX HORIZ. LL DEFL = 0.028" 0 20'- 2.5" 12 12 MAX HORIZ. TL DEFL = 0.046" @ 20'- 2.5" M-4x12 14.00 7 7 14.00 Design conforms to main windforce-resisting 44.0" system and components and cladding criteria. r 11 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, AIr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), load duration factor=1.6, . Truss designed for wind loads in the plane of the truss only. M-5x6 M-4x8 in 0 0 •1 0 -....M-10x10 `M-10x10 • M-i x16 M-5x16 /- -1 o - A;�� o I �� i ©�`t:�B��Sii li:r�om�i o , Y I����� 137 i 9 10 11 12 13 "'14 M-3x10 M-7x10 -1,4-10x10 M-7x10 M-12x14 M-12x14 M-7x8(S) M-3x10 J. , 1 1 1 1 1- 3-01-09 3-06-08 3-06-08 3-06-09 3-06-09 3-01-09 .1 1 .1- 8-05-04 8-05-04 12-00 1 1 • 20-05-04 •• i JOB NAME : 5019-A POLYGON - A GIRDER Scale: 0.2130 e0) PRo,c WARNINGS: GENERAL NOTES,unless otherwise noted r,t , l-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 en Individual J` I.\i h s I N oil, Truss: A GIRDER and Warnings before construction commences. building component.Applicability of design parameters end proper fG` 2.204 compression web bredng must be Instated where shown+. Incorporation of component Is the responsibility of the building designer. • Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 3 Addila i DES. B Y: LA la the responsibility of the erector.Addltlonel permanent bracing of 2'o.0.and at 10'o.c.respectively unless braced throughout their length by / P continuous Wreathing such as plywood sheething(TC)end/or drywall(BC) f DATE: 11/2 5/2 014 the overal structure Is the responsibility of the building designer. 3.20 Impact bridging or lelerel bracing required where shown+• S E 4 No load should be applied to any component until.ter at bracing and 4.Installation of truss Is the responsibility of the respective contractor. / j / 2- //( 4- TRANS / Q. : 612 513 2 fasteners era complete and at no time should any loads greater then 5.Design assumes brasses are to be used in a non-corrosive environment, ( -f^" design loads be applied to any component and ere for"dry condition"of use. b 1 T RAN S I D: 41315 7 5.CompuT ve has no control over end assumes no responelbtity for the 8 Design assume.full bearing et ell supports shown Shim or wedge If 'ly OREGON fabrication,handling,nonecessary, M shipment and inetallegon al components 7 Design assumes adequate drainage is provided '1,9 Q 8 This design is furnished subject to the Ilmltetione set forth by 8.Plates shell be located on both feces of truss,and pieced so their center �� C� 1,�' 2 Ql `� Al I 111 111111 I I 11111 I Eli TPI/WTCA in SCSI,copies of which will be furnlehed upon request lines coincide with joint center lines. N.Digits Indicate elze of plate In Inches. MITek USA,Inc./CompuTNs Software 7 8.8(1 L)-E 10.For basic connector plate design values see ESR•1311,ESR-1988(MiTek) G'n A Al�� EXPIRES:12/31/2014 t LUMBER SPECIFICATIONS TRUSS SPAN I3'- 11.5" COND. Design checked for net(-5 psi) uplift at 24 "oc spaciFT1 TC. 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF 1168TR SPACED 24.0" O.C. ' system and components and cladding criteria. . TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h-24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,: BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.U, MWFRS(Dii), DL ON BOTTOM CHORD = 10.0 PSF load duration factor-1.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. 9 LL 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 6-11-12 6-11-12 I 1' 1' 12 IfM-4x4 12 . A- 14.00 7 2 14.00 il.H i o o ) 0 A- m 1 0l i c 1 p N N /- A-. PIIIMMIIIIIIIIIIIIIIIIIIMIMMIII.MIIIIIIIIIIIMMIIIMIIIMIMIIIMIIIIIIIIIIIMIIII ...e 4 5 t 1 1 1 l 1-00 13-11-08 1-00 •f JOB NAME : 5019—A POLYGON — B1 Scale: 0.2797 /( WARNINGS: GENERAL NOTES,unless otherwise noted. r. �� r`sn 1.Builder end erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and le for an Individual J ��C71I N C;-Y_/ Truss: B1 end Warnings before construction commences building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+ Incorporation of component Is the responeiblity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LA Is the responsibility of the erector Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by i/I pi;s p continuous sheathing such as plywood sheething(TC)end/or drywel(BC). 1 DATE: 11/25/2014 the overall structure la the responelblily of the building designer. 3 2.Impact bridging or lateral bracing required where shown++ 4SEQ. : 6125133 .No load should be applied to any component until after an bradng and 4.Installation of truss la the responslbl /ity of the respective contractor. 1 / 2 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, ( t `--i` TRANS I D: 913157 design loads be applied to any component and are for"dry condition'of use. 5.CompuT us has no control over and assumes no responslbmly for the 6.Design assumes lug bearing at an supports shown.Shim or wedge if OR EGUN fabrication,handling,shipment and Inatallagon of components. necessary as �J 7.Design assumes adequate drainage Is provided �O 6.This design la furnished subject to the limitations set forth by 6.Plates shag be located on both faces of truss,end placed so their center 9r9 Nr III II I 111 I I III IIII III IIII IIII TPIAWTCA in SCSI,copies of which will be furnished upon request Once coincide with joint center lines. L Cy 1 J 9.Digits Indicate size of plate in inches. 'f MITek USA,Inc/COmpuTfus Software 7.6.6(1 L)-E 10.For basic connector pieta design values see ESR-1311,ESR-1986(MITek) SGA N G 0\ EXPIRES:12/31/2019 I 1. 5 1 I1111 it 1 II 1111 PACICIC LUMBER-BC r • LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 48-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4826) 1132 6- 7=(-286) 320 6- 1=(-5704) 1304 8- 4=)-1122) 102 BC. 2x8 KDDF 91&6T0 2- 3=(-3956) 1050 7- 8=(-782) 3052 1- 7=( -758) 3414 4- 9=( -368) 1448 WEBS: 2x6 KDDF 92; LOADING 3- 4=(-3956) 1050 8- 9=(-692) 3052 7- 2=( -366) 1448 9- 5=( -758) 3114 2x4 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4826) 1132 9-10=( -82) 304 2- 8=(-1122) 402 5-10=(-5704) 1304 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.5" V 8- 3=(-1522) 5686 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 578.1)+DL( 413.1)= 991.2 PLF 0'- 0.0" TO 13'- 11.5" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG MEA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECKS) ( 2 ) complete trusses required.il REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 0'- 0.0" -1668/ 7365V -289/ 2898 5.50" 11.78 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN 13'- 11.5" -1668/ 7365V 0/ OH 5.50" 11.78 KDDF ( 625) nails staggered at BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 5" oc in 2 rows) throughout 2x8 bottom chords, COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci7-1 9" oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.032" @ 6'- 11.7" Allowed = 0.612" MAX TL CREEP DEFL = -0.065" @ 6'- 11.7" Allowed = 0.859" 6-11-12 6-11-12 T >1' T MAX HORIZ. LL DEFL = 0.004" @ 13'- 8.8" 3-09-06 3-02-06 3-02-06 3-09-06 MAX HORIZ. TL DEFL = 0.007" @ 13'- 8.8" T T f T T Design conforms to main windforce-resisting 12 M-4x6 12 system and components and cladding criteria 14.00 7 7\14.00 , 34.0" Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 y load duration factor-1.6, 111114111*I Truss designed for wind loads 0" in the plane of the truss only. M-3x4 M-3x4 4 1 0 1 0 � 1 M-3x10//ll �M-3x10 o • 11`- liMisi My11 I o 7 I 9 M-3x10 M-4x10 =M-10x10 M-4x10 M-3x10 k k k ,1 k 3-05-14 3-05-14 3-05-14 3-05-14 k k 13-11-08 JOB NAME : 5019-A POLYGON B2 Scale: 0.2333 .c a PR; figs WARNINGS: GENERAL NOTES,unless olhervAse noted ,( �,` Cr ,tl_ 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 �` \"G f N 4 t;-F(/ Truss: B2 and Warnings before consbuctlon commences. building component Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. J.Additional temporary bracing to insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at k'i P Q • 1-t `t DES. B Y: LA is the responsibility of he erector AddlUonai permanent brec ng of 2'o c,and at 10'o.c respectively unless braced throughout their length by /♦'•a 1 DATE: 11/25/2014 responsibilitybuilding designer. contlnuuue sheathing such as plywood eheathing(TC)end/or drywall(19C) r the overall structure Is the res onsibill of the 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 trues is the responsibility of the respective contractor I'" /f SEQ. : 6125134 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-comvsive envlronmenl, ( / > j l TRANS I D: 413157 design loads be applied to any component. and are for"dry condition"of use. p t' CompuTrua has no control over end assumes no responsibility for the 6 Design assumes full bearing at ell supports shown Shim or wedge if 5 necessary y' OREGON ON fabrication,handling,shipment and Installation of components, s 7.Design assumes b el adequate drappl d feces of truss,and placed an their center q ft� 1111111111 II I I III I I IIITPNWICA in BCSI,copies of which v.411 be furnished upon request nes coincide with joint center lines O 9 Digits indicate size of plate In Inches. -h- 1-1 `V MITek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MITek) �!�^r 1�� �+ EXPIRES:12/31/2014 LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciiqd TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF 0100TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.O, MWFRSIDir), Unbalanced live loads have been DL ON BOTTOM CHORD - 10.0 PSF load duration factor=1.6, TOTAL LOAD = 42.0 PSF considered for this design. End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall HON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ,— DESIGN ASSUMES SHEATHING 21-10-08 17-10-07 TO ONE FACE ONLY T 1" T 9-08-03 12-02-05 12-02-05 5-08-02 1 T •f T .1 12 11M-41i4 12 6.00 p 2 4 6.00 iii, M-3x5(5) M-3x5(5) imii 11111111ii M� 0 rm f uth o 0 f4 ................", ............,,.,.., Mie as 5 -s . M-3x5(S)+ M-3x5(S) 1 J. ), y 13-10-09 16-00-12 9-09-15 1, ,1 1, 39-08-15 1-00 JOB NAME : 5019-A POLYGON - Cl Scale: 0.2018 ej,D PRO WARNINGS: GENERAL NOTES,unless olhendee noted: r,(, r `srn 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual V` ,N�j,I NC (�l/C J Truss: Cl end Warnings before construction commences. building component Applicability of design parameters end proper 2.2.4 compression web bracing must be installed where shown it Incorporation of component is the responsibility of the building designer 2.Design assumes the top end bottom chorda to be laterally braced at •, 3.Additional temporary bracing to insure stability during construction ail DES. BY: LA 18 the respanelhility of the erector.Additional permanent bracing of 2'o.c.end 0110,o c.respectively unless braced throughout their length by p•••e(� continuous sheathing such as plywood sheathing(TC)and(or drywall(13C) DATE: 11/25/2014 the overall structure is the responsibility of the building designer. 3 2o Impact bridging or lateral bracing required where shown++ SF 4.No load should beappliedto any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor / I / 2 Q. : 612 513 5 fasteners ere complete and at no time should anyloads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ( ( r / ( i TRANS I D: 913157 design loads be applied to any component, and are for-dry condition"of use. 5.CompuT ua has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge If A y fabrication,handling,shipment and Installation of components necessary , OREGON EGON 7.Design assumes adequate drainage Ishues.provided. �1 QQ 6.This design Is furnished subject to the limitations set forth by 8.Plates shot!be located on both feces of trues,and placed so their center 7i9 Y� II I I I I III II I II I III I I I III TPI, TCA in SCSI,copies which will be furnished upon request tines coincide with joint center lines. L� Cy � , 19 Digits Indicate size of plate In inches. '1 V MITek USA,Inc CompuTrus Software+7 6 6-SP1(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) /1 A, �r EXPIRES:12/31/2014 5. . IIIIIIIIHIIIIIe 3 Phis design prepared trom computer rnputx)by e PACIFIC LUMBER-BC r LOMBBK h681Q@fFSpA@BONS See approved plans TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC 2x4 ROOF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 10-11=(-379) 1555 1-10=) -88) 62 6-14=( -171) ;61 BC. 2x4 KDDF 61&BTR SPACED 24.0" O.C. 2- 3=(-1884) 434 11-12=(-394) 1939 10- 2=1-2077) 431 14- 7=( 0) i76 WEBS. 2x4 KDDF STAND 3- 4=(-1983) 508 12-13=(-316) 1768 2-11=( 0) 574 7-15=(-1893) (73 LOADING 4- 5=(-1513) 496 13-14=(-254) 1460 11- 3=( -357) 131 15- 8=( -271) 178 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25 0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-1519) 481 14-15=(-258) 1173 3-12=( -162) 146 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1654) 429 12- 4=) -26) 469 , TOTAL LOAD = 42.0 PSF 7- 8=( -104) 135 4-13=1 -750) 260 OVERHANGS: 0.0" 12.0" 8- 9=( 0) 50 13- 5=( -270) 1022 I LL = 25 PSF Ground Snow (Pg) 13- 6=( -372) 180 , BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AFEA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -262/ 1705V -319/ 3546 5.50" 2.73 KDDF ( 6(5) 39'- 9.0" -302/ 1805V 0/ OH 5.50" 2.89 KDDF ( 65) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.096" @ 13'- 10.0" Allowed = 1.912" MAX TL CREEP DEFL = -0.182" @ 13'- 10.0" Allowed = 2.569" MAX LL DEFL = 0.002" @ 40'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 40'- 9.0" Allowed = 0.1'3" MAX HORIZ. LL DEFL = 0.050" @ 39'- 5.5" 21-10-08 17-10-08 MAX HORIZ. TL DEFL = 0.078" @ 39'- 5.5" 'f3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 5-09-12 Design conforms to main windforce-resisting T 4 1 1' 1' 4 T ' system and components and cladding criteria. 12 12 6.00 p M-4x6 4 6.00 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 5 ..e-,( Truss designed for wind loads in the plane of the truss only. f M-3x4 M-3x4 M-5x6(5) 4 6 M-5x6(5) f 0.25"10116,1, 0.25" .-i 3 7 1 cs 1 , M-3x62 ''N1144e 1.5x3 M-1.5x3l , r, � - M-3x6 M-311 x9 2.25" M-313 x8 0.254 M-3x5 15 M-5x6(S) M-5x8(S) b l ), l 1 1. , 5-09-08 8-00-08 8-00-08 8-00-08 9-10 b ) , 39-09 0-11-15 JOB NAME : 5019-A POLYGON - C3 Scale: 0.1386 eV PRQ,r WARNINGS• GENERAL NOTES,unless otherwise noted r.( �s 1 Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an Individual ii o �w\GI N 4oir Truss: C3 end Wamings 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 dealgner. 1 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at e • DES. BY: LA le the recpons1611ity of the erector,Additional permanent bracing of 2•o c and at 10'o.c.respectively unless braced throughout their length by �/••11.) / continuous sheathing such as plywood eheething(TC)endlor drywall(BC) 1 DATE: 11/25/2014 the overall structure le the reaponelbllity of the building deaigner. 3,2x Impact bridging or lateral bracing required where shown++ '_ 4.No load should be applied to any component until after all bradng end 4.Installation of trues le the responsibility of the respective contractor / ( [_ S EQ. : 6125136 fasteners are complete and at no time should any loads greeter than 5.Design assume.trusses are to be used In a non-corrosive environment, ( f / �'"" `) ( T design loads be applied to any component and are for"dry condition"of use. TRANS I D: 41315 7 5 CampuT ua has no control over and assumes no responsibility for the 6 Design assume.full bearing at all supports shown.Shim or wedge If OREGON fabrication,handling,shipment and Installation of components necessary. 6.Thle design Is furnished dub act to the limitations set forth by7.Design assumes adequate drainage ishues,provided. 1,9 Q II I I I I II I I IIII I I I III g ) 6 Plates shall be located on both faces otruaa,and placed so their canter i �O TPI/WTCA In BCSI,copies of which will be furnished upon request Digit coincide with Joint ate In inches. L� C� 11 `,` 9.Digits Indicate size of plate In Inches. 'I V MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1888(MITek) GANG 0 EXPIRES:12/31/2014 LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 8158TR LOAD DURATION INCREASE = 1.15 1- 2=1 -49) 78 11-12=1-538) 1786 1-11=1 -89) 98 15- 7=( -409) 294 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3-1-2198) 990 12-13-1-665) 2294 11- 2=1-2417) 1021 7-16=( -55) 198 WEBS: 2x4 RODE STAND 3- 4=1-2410) 1129 13-14=1-575) 2171 2-12=( -79) 711 16- 8=) 0) ?02 LOADING 4- 5=1-2005) 1073 14-15=(-591) 2156 12- 3=( -495) 185 8-17=(-3026) 1:30 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2002) 1070 15-16=1-770) 2418 3-13=( -101) 203 17- 9=( -263) 281 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2607) 1185 16-17=1-879) 2426 13- 4=( -79) 402 . TOTAL LOAD = 42.0 PSF 7- 8=1-2903) 1227 4-14=( -699) 431 OVERHANGS: 0.0" 12.0" 8- 9=) -62) 151 14- 5=( -669) 1460 LL = 25 PSF Ground Snow (Pg) 9-10=) 0) 50 14- 6=) -921) 516 , M-1.5x4 or equal at non-structural 6-15=( -163) 675 vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'r. For hanger specs - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG A".EA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI�,S) 0'- 0.0" -3031 1964V -334/ 299H 5.50" 3.14 KDDF ( 625) 46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.174" @ 29'- 11.0" Allowed = 2,2)4" MAX TL CREEP DEFL = -0.329" @ 29'- 11.0" Allowed = 3.006" MAX LL DEFL = 0.002" @ 47'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 0.0" Allowed = 0.133" I MAX HORIZ. LL DEFL - 0.079" @ 45'- 8.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 8.5" 21-10-08 24-01-08 Design conforms to main windforce-resisting f3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 system and components and cladding criteria. 1' 1' '( 1' 1' 4 1' 1' 1' Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,! 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di ), 6.00 p M-4x6 Q 6.00 load duration factor-1.6, I 4,0" Truss designed for wind loads 5 .ff in the plane of the truss only. ) t M-3x4 3 1 6M-3x4 M-5x6(S) 4 M-5x6(5) u, 0.25" 0.25" 3 7o +Y 0 +1 1 col, M 3x62 + + SBM-4x4 • M-1.5x3 �' /` \I`i to.5x3 P i-- 1'1' 2 3'/ 4 '/n �6 X17o M-4x6 M-1 3x4 6.25" M-13x8 0.2b M- x4 M-5x6 r' M-5x6(S) M-5x6(S) l 1 1 1 1 ,l 1 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 1 11 46-00 1-00 JOB NAME : 5019-A POLYGON - C4 Scale: 0.1226 / WARNINGS: GENERAL NOTES,unless otherwise noted r.` e,,`� r ��`syh 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 an Individual J (G\e)N Cell Truss: C4 and Warnings before construc0un commences building component.Applicability of design parameters end proper 2.2.4 compression web bracing must be Installed where shown+. Incorporation of component le the responsibility of the building designer. , 2.Design assumes the top and bottom chords to be laterally braced at i/I ,DES. BY: LA 3.Additional temporary bracing tc Insure stability during coneWctlon 25.0.and at 10c respectively unlese braced throughout their lenpth by i i i VP la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC) r DATE: 11/25/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ 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. // 2Li- SEQ. : 6125137 fastener.are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a non-corrosive environment, t ( / 7 1 design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 41315 76.Design assumes full bearing at all supporta shown Shim or wedge If ^R EN 5.CompuTrus has no control over and assumes no responsibility for the necessary. �r v fabrication,handling,shipment and Installation of components 7.Design assumes adequate drainage la provided. .wf 'J 6.This design Is furnished subject to the limitations eat forth by 8.Plates shell be located on both faces of truss,and placed so their center I� f]Q 1111111$11111 TPI/WTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. y CH 1 G' J 9.Digits indicate size of plate in inches. '"1 MITek USA,InC./Co pOTrus Software 7.6.6(1 L)-E 10 Fm basic connector plate design values see ESR-1311,ESR-1968(MITek) 1,!1^10;1' , y` EXPIRES:12/31/2014 5. 'H Ii*1II ar " this design prepared) from computer .input:by ` s PACIFIC LUMBER-BC s LOMBOR hangetFtptaloNG See approved plans TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=) -49) 78 11-12=(-538) 1786 1-11=( -89) 98 15- 7=( -409) 194 BC: 2x4 KDDF 01B13TR SPACED 24.0" O.C. 2- 3=(-2198) 990 12-13=(-665) 2294 11- 2=(-2417) 1021 7-16=) -55) 198 WEBS: 2x4 KDDF STAND 3- 4=(-2410) 1129 13-14=(-575) 2171 2-12=( -79) 711 16- 8=( 0) :02 LOADING 4- 5=(-2005) 1073 14-15=(-591) 2156 12- 3=1 -495) 185 8-17=(-3026) 1130 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2002) 1070 15-16=(-770) 2418 3-13=( -101) 203 17- 9=( -263) 181 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2607) 1185 I6-17=(-879) 2426 13- 4=1 -79) 402 I TOTAL LOAD = 42.0 PSF 7- 8=(-2903) 1227 4-14=( -699) 431 OVERHANGS: 0.0" 12.0" 8- 9=( -62) 151 14- 5=( -669) 1460 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 6=( -921) 516 0-15=) -163) 675 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AAA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1964V -334/ 299H 5.50" 3.14 KDDF ( 625) 46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 6,5) COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci-TI VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.174" @ 29'- 11.0" Allowed = 2.2',4" MAX TL CREEP DEFL = -0.329" @ 29'- 11.0" Allowed = 3.006" MAX LL DEFL = 0.002" @ 47'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 0.0" Allowed = 0 133" MAX HORIZ. LL DEFL = 0.079" @ 45'- 8.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 8.5" 21-10-08 24-01-08 Design conforms to main windforce-resisting '( 1 T system and components and cladding criteria. • 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 1 T 1' f '1 1' T T '1 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSID1•.), 6.00( M-4x6 Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads I 5 ,ye in the plane of the truss only. M-3x9 3.1 6 M-3x4 M-5x6(5) 4 M-5x6(5) m 0.25" 0.25" 3 7 +f i M-3x62 + + •:'8,,M-4X4 M-1.5x3 M 1.5 x 3 Y 0 1"1' 12 e3'1 i4 1,1' "6 "'.l -,,7 M-4x6 M-3x4 (}.25" M-3x8 0.251f M-13x4 M-5x6 r' M-5x6(S) M-5x6(5) 1 / / 1 1 ,l 1 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 1 1 1 46-00 1-00 JOB NAME : 5019-A POLYGON - C5 Scale. 0.1226 .' O PRQF WARNINGS: GENERAL NOTES,unless otherwise noted. ,r �sn 1.Builder and erection contractor should be advised of ell General Notes 1 This design is baited only upon the parameters shown and is for an Individual i 'ANG1NE C�"�/f^Trus s: C5 and Warnings before construction commences, building component.Appbcebility of design parameters and proper 2 2x4 compression web bradng must be Installed where shorn+. Incorporation of component is the responsibility of the building designer. I`3 Additional temporary bracing to insure etebility during construction2 Design assumes the tap and bosom chorda to be leterelty braced el , , DES. BY: LA a the responsibility of the erector Additional permanent bracing of 2'o.c end at 10'a.c respectively unless braced throughout their length by ••j,if f r continuous sheathing such as plywood sheething(TC)and/or drywall(BC) I DATE: 11/25/2014 the overall structure is the reaponsibllity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4,No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. ;' /1( SEQ. : 6125138fasteners are complete and at no me should any loads greeter than 5 Design assumes trusses ere to be used In a non-corrosive environment, ( ( / �'" •,7 TRANS I D: 413157 design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shlm or wedge If necessary. ' M fabrication,handling,shipment and installation of components T OREGON 7 Dealgn haltassumes adequate to drainage la provided. .�� o 6 This design Is furnished subject to the Ilmlletlons set forth by 8.Plates shall be located on both faces of truss,end placed as their center !LQ II I I I I I I II I I III II IIITPI/WlCA in BCSI,copies of which v,11 be furnished upon request lines coincide with joint center lines 9.Digits indicate size of plate In Inches. 0. `1 `L C{' V MITek USA,Inc/CompuTrus Software 7.6 6(4 L)-E For basic connector plate design values see ESR-1311,ESR-1969(MITek) GAN \-\ EXPIRES:1201/2014 LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 12-13=1-582) 1894 2-12=( -214) 225 8-17=1 -54) 196 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=( -52) 88 13-14=1-686) 2347 12- 3=1-2486) 954 17- 9=) 0) 504 WEBS, 2x4 KDDF STAND 3- 4=1-2290) 991 14-15=(-587) 2202 3-13=( -53) 658 9-18=(-3044) 1138 LOADING 4- 5=(-2451) 1129 15-16=1-599) 2175 13- 4=( -439) 161 18-10=) -263) 281 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2025) 1077 16-17=1-777) 2435 4-14=( -126) 194 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2023) 1079 17-18=)-884) 2440 14- 5=( -71) 431 , TOTAL LOAD = 42.0 PSF 7- 8=1-2627) 1193 5-15=( -723) 440 OVERHANGS: 12.0" 12.0" 8- 9=(-2920) 1234 15- 6=( -675) 1479 LL = 25 PSF Ground Snow (Pg) 9-10=( -62) 151 15- 7=( -920) 516 10-11=( 0) 50 7-16=( -163) 674 , BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=( -407) 293 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG A{EA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI_S) 0'- 0.0" -345/ 2056V -335/ 3100 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2057V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci„g.I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.173" MAX LL DEFL = 0.177" @ 30'- 2.0" Allowed = 2.257" MAX TL CREEP DEFL = -0.335" @ 30'- 2.0" Allowed = 3.022" MAX LL DEFL = 0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 3.0" Allowed = 0.1/3" MAX HORIZ. LL DEFL = 0.081" @ 45'- 11.5" I 22-01-08 24-01-08 MAX HORIZ, TL DEFL = 0.130" @ 45'- 11.5" ' f4-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 Design conforms to main windforce-resisting T system and components and cladding criteria. 12 12 6.0017 M-9x6 ' 16.00 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.0" (All Heights), Enclosed, Cat.2, Exp.B,rhMWFRS(Di!), 6 ' load duration factor=1.6, Truss designed for wind loads I /111 in the plane of the truss only. M-5x6(5) 0.25" 0 rn M 3x83 'M-9x9 All4 M-1.SlAd '-`,r31-5x3 f ll�� 1 �s 1� LL' 1 1 12 M 9x6 M-fx4 d 25" M 0x8 0.25 M-i�x9 M 5x6'19 i M-5x6(5) M-5x6(S) 1 1 1 1 1 1 1 6-00-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 11 it , 1-00 46-03 1-00 JOB NAME : 5019-A POLYGON - C7 Scale' 0.1088 .cD PR0,E 0 WARNINGS: GENERAL NOTES,unless otherwise noted r ` 1�I p _' 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual J�,(�\`e0I'V C�1 Truss: C7 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. 2.Design assume.the top and bottom chords to be laterally braced at i/I v�3.Additional temporary bracing to Insure stability during construction i "a DES. BY: LA a the responsibility of ha erector.Additional permanent bracing of 2'o,c,end at 10'o.c.respectively unless braced throughout their length by { continuous sheathing such es plywood sheathing(TC)end/or drywall( C). 1 DATE: 11/25/2014 the overall structure Is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown** // 4 Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 ' ' (4- SEQ. : 6125139 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ( J � I( design loads be applied to any component and ere for"dry condition"of use. TRANS I D: 41315 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 A fabrication,handling,shipment and installation of components necessary. , OREGON P 7.Design assumes adequate drainage Is provided 9 6.This design is furnished subject to the limitations set forth by 8.Pietas shell be located on both laces of trues,and placed so their center I9C 11: 20 I 1 I I I I III I III I I� III TPIAWTCA in BCSI,copies of which vAl be furnished upon request. lines coincide with joint center lines. M 9.Digits Indicate size of plate in inches (/ MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MITek) U GANG' \.`\) EXPIRES:12/31/2014 s e. , 5 1 - L 111111111 . , s 111J, uebiyn pcepoteu LLVnl L.LIpuLeL lllBu,Liy PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC. 2x4 KDDF 0168TR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 14-15=( -925) 2784 2-14=1 -268) 286 19-10=) -229) 191 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=( -63) 155 15-16=( -837) 2745 14- 3=(-3162) 1193 19-11=( -219) 1115 WEBS: 2a4 KDDF STAND; 3- 4=(-3032) 1298 16-17=) -679) 2426 3-15=) 0) 211 11-20=(-4570) 1174 2x4 KDDF STUD A; LOADING 4- 5=(-2740) 1256 17-18=( -577) 2143 15- 4=) -58) 189 20-12=( -276) 174 2x6 KDDF 82 B LL( 25.0)110L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2160) 1143 18-19=(-1039) 3141 4-16=( -399) 285 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2131) 1161 19-20=1-1455) 3744 16- 5=( -160) 653 ' TC LATERAL. SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- B=(-2682) 1362 5-17=( -907) 514 BC LATERAL SUPPORT <= 12"OC. UON. B- 9=(-2688) 1258 17- 6=) -802) 1638 LL = 25 PSF Ground Snow (Pg) 9-10=(-5235) 2116 17- 7=) -790) 554 OVERHANGS• 12.0" 12.0" 10-11=1-5254) 2022 7-18=) -367) 774 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11-12-( -59) 118 8-18=1 -236) 196 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=) -2) 62 18- 9=(-1344) 594 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-19=) -935) 2622 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG A:IEA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI.S) 0'- 0.0" -359/ 2144V -321/ 323H 5.50" 3.43 KDDF ( 625) 48'- 3.0" -361/ 2149V 0/ OH 5.50" 1.45 KDDF (1435) COND. : Design checked for net)-5 psf) up ft at 24 "oc spacrig. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.1)0" MAX TL CREEP DEFL = -0.002" @ -1'- 0 0" Allowed = 0.133" MAX LL DEFL - 0.340" @ 32'- 2.0" Allowed = 2.3i7" 24-01-08 24-01-08 MAX TL CREEP DEFL - -0.633" @ 32'- 2.0" Allowed = 3.1:6" ? 6-01 6-00-10 5-11-01 6-00-13 �4-00-12 3-11 3-11-083-11-083-11-084-03-04f MAX LL DEFL = -0.002" @ 49'- 3.0" Allowed = 0.170" MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.1;3" 'r ' '( T - 1' '1 T 1' '( 1' 12 12 MAX HORIZ. LL DEFL = 0.187" @ 48'- 0.2" 6.00 p M-4x6 4 6.00 MAX HORIZ. TL DEFL - 0.311" @ 48'- 0.2" ' 4.0" Design conforms to main windforce-resisting 6 system and components and cladding criteria. 3 M-Sx6(S) 5 \, 7M- M-6x8(S) Wind: 140 mph, h=25.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, e-1,5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), load duration factor=1.6, . 0.25" 0.25" Truss designed for wind loads 4, .? in the plane of the truss only. i �1-1.5x3 M-3x63 �1-4x12 M-1.5x3+ .411111L M 6x8- 1'1-31. .5x30 fi la M-5x6 1,4-335x4 C . 625" M-337x8 M-8x10 M-4x1728 B •y M-5x6(S) a 3.50 3.50 c,- 12 12 J' l l l l l 8-00-12 8-00-12 8-00 8-01-08 7-09-04 8-02-12 .• ll l l ll 1-00 32-03 7-09-04 8-02-12 1-00 ll ll , 1-00 48-03 1-00 JOB NAME : 5019-A POLYGON - C8 Scale: 0.1018 et,Q PR:)FFS WARNINGS: GENERAL NOTES,unless othemAse noted t ,(1_ 1.Budder and erection contractor should be advised of all General Note. 1 This design Is based only upon the parameters shown and Is for en Individual ACDb'i•(NG I N L; y. "/ Truss: C8 and Warning.before construction commences building component Applicability of design parameters and proper V 2 2x4 compression web bracing must be Installed where shorn+. Incorporation of component la the responsibility of the building designer. 2.Design assumes the topend bottom chords to be lateral braced et ri 3 Additional temporary bracing to Insure atablllty during construction 2•o.c and at 10'o c.res ectvel unless braced throughout their length by i"i PP DES. BY: LA Is the responsibility of the erector Additional permanent bradng of P Y 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) DATE: 11/25/2014 the overall structure Is the responsibility o1 the building designer. 3.2e 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 responalbillty of the respective contractor. / /r (4- SEQ. : 6125140fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, ( f j ? j l design loads be applied to any component and are for"dry condition"of use. TRANS I D: 413157 5 CompuT us has no control over and assumes no responsibility lar the 6.Design assumes full bearing at all supports shown Shim or wedge it A4 OrIbE�C'.�1 V r ,S)fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. 7 6 This design Is furnished subject to the limitations set forth by 6.Platen shell be located on both faces of truss,and pieced so their center II III I I H I I III H III TPI1WTCA In SCSI,copies of which wIt be furnished upon request lines coincide with joint center lines , �j C 9.Digits Indicate size of plate In Inches. fr 2‘7"S''` MITek USA,Inc ICOmpUTru9 Software 7 6.6(1 L)-E 10 For beats connector plate design values we ESR-1311,ESR-1966(MITek) t/&•GANG �`v EXPIRES: 12/31/2014 LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 135 13-14=1 -938) 2787 1-13=( -155) 198 8-18=) -935) 2522 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-3035) 1335 14-15=) -836) 2746 13- 2=(-3164) 1257 18- 9=( -229) 591 WEBS' 2x4 KDDF STAND; 3- 4=(-2741) 1267 15-16=( -679) 2427 2-14=( 0) 211 18-10=) -222) 1117 2x4 KDDF STUD A; LOADING 4- 5=(-2160) 1150 16-17=) -581) 2143 14- 3=( -88) 189 10-19=(-4570) 1'74 2x6 KDDF 62 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2132) 1161 17-18=(-1039) 3141 3-15=( -400) 292 19-11=( -276) 274 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2682) 1362 18-19=1-1454) 3744 15- 4=( -167) 653 , TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2688) 1258 4-16=2 -907) 514 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=1-5235) 2115 16- 5=) -808) 1639 LL = 25 PSF Ground Snow (Pg) 9-10=(-5254) 2021 16- 6=( -790) 554 OVERHANGS: 0.0" 12.0" 10-11=( -59) 118 6-17=) -367) 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 -2) 62 7-17=1 -236) 196 '. For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 17- 8=(-1344) 593 THE BOTTOM CHORD DEAD LOAD I5 A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG ATEA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI;S) 0'- 0.0" -318/ 2032V -318/ 313H 5.50" 3.25 KDDF ( 6.5) 48'- 3.0" -361/ 2151V 0/ OH 5.50" 1.45 KDDF (14'5) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci:.g.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.340" @ 32'- 2.0" Allowed = 2.3,7" MAX TL CREEP DEFL = -0.633" @ 32'- 2.0" Allowed = 3.1'6" MAX LL DEFL = -0.002" @ 49'- 3.0" Allowed = 0.1'!0" 24-01-08 24-01-OB MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.1,)3" 6-01 6-00-10 5-11-01 6-00-13 9-00-12 3-11 3-11-083-11-083-11-084-03-04� MAX 00011. LL DEFL = 0.187^ 8 48' 0.2" ,� ,� ,� ,� ,� ,� ,� ,� 1 ,� MAX HORIZ. TL DEFL = 0.311" @ 48'- 0.2" 12 12 Design conforms to main windforce-resisting 6.00 p M-4x6 Q 6.00 system and components and cladding criteria. 4.0" 5 ,�; Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6 0, ASCE 7-10,: . ; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di;), 6M-3x4 load duration factor=1.6, M-3x9 /''''%. M 6x8(S) Truss designed for wind loads M-5x6(S) 4 7M-1.5x3 in the plane of the truss only. 0.25 0.25" i �B M-3x62 s -1.5x3 �. 4x12 M 1.Sx3„ _ M-6x8 2 '5x3 Mo ti 13°" 4 5 6 7 6 • M-5x6 M- x9 d.25" M-13x8 M- x10 M-4x12 .� M-5x6(5) ..3.50 3.50c.- 12 _12 12 J, ). l ,l ) ,l l J, 8-00-12 8-00-12 8-00 8-01-08 l 7-09-09 l 8-02-12 l l I l 32-03 7-09-09 8-02-12 1-00 f 48-03 1-00 JOB NAME : 5019-A POLYGON - C9 Scale: 0.1032 .tip P R OFFiiiir S IN WARNGS: GENERAL NOTES,unless otherwtee noted -�1.Builder and erection contractor should be advised of all General Notes 1.This deelgn la based only upon the parameters shown and Is for an individual rJ •0.\GIN Truss: C9 and Warnings before construction commences building component.Applicability of design parameters and proper 2 2.4 compression web bracing must be Metalled where shown.. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at i'°t tDES. BY: LA Is the responslblllty of the erector.Additional pe manent bracing al 2'o.c.and at 10oc.respectively unto..braced throughout their lengthby s n> �y�1 continuous sheathing such es plywood sheathing(TO)andlor drywall(BC). DATE: 11/25/2014 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown+ SEQ. : 61251414.No load should be applied to any component until after all bracing end 4 Installation of truss la the responsibility of the respeclNe contractor /fastener.are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, r Z ? l -f TRAN S I D: 413157 design loads be applied to any component and ere for"dry condition"of use. 5.CompuT us hes no control over and assumes no responslblllty for the 6 Design assumes full bearing at all supports shown.Shim or wedge If necessary. fabrication,handling,shipment and Installation of components. Designneessary. OREGt;)1V 7. latesassumeslaredadequate dorhlne ea I.f truss, �7 �� 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 7Jq ft� III III I I III I I III I I III III TPUWI'CA in BCSI,copies of which wig be furnished upon request. Ones coincide with Joint center lines. i,- CH 1 J 9.Digits indicate size of plate in Inches. '1/, GAN MITek USA,Inc./CompuTrus Software 7.6 6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1 988(MlTek) G/4 A Njr 0. EXPIRES:12/31/2014 . r a i IIII I III a lnis design prepared tram computer input ay PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci.iq.) TC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. system conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: (Al mph,Heights),hts ,7En, osed, at.2, Exp. ASCE RS)D,., DL ON BOTTOM CHORD - 10.0 PSF oad nactor-1. Cat.2, Exp.B, MWFRSfDi;), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor-1.6, o, considered for this design. End vertical(s) ore exposed to wind, LLTrans designed for wind loads = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall U?N. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 24-01-08 24-01-08 T 15-02-03 8-11-05 8-11-05 15-02-03 T T 1 T T 12 IIM-4x4 12 s- 6.00 I7 2 Q 6.00 I M-3x5(5) M-3x5(5) I 0 rn r`n M 01- I 3 -''o I O m CC -e 1 ti f- 4 5 ,, M-3x5(S)+ M-3x5(S) 1 1 1 1 • 19-02-14 9-10-10 19-01-08 1 1 1 1 1-00 48-03 1-00 JOB NAME : 5019-A POLYGON - C10 Scale: 0.1736 at�� PRQF WARNINGS: GENERAL NOTES,unless otherwise noted ( r� �I.)n 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 en Individual �` !NGI N` ' �y(Q, Truss: C10 and Warnings before construction commences building component.Applicability of design parameters and proper V 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 Incurs stability during construction 2 Design assumes the top and bosom chords to be laterally braced at 1/I i: ID rr DES. B Y: LA is the responsibility of fhe erector Additlonel permanent hissing of 2'o c and at 10'o c.respectively unless braced throughout their length by / continuous sheathing such as plywood sheathing(TC)end/or drywaf(BC) DATE: 11/25/2014 the overall structure le the respondbtlty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing end 4.inatelletlon of truss is the responalbfity of the respective contractor. I / 2_, 1 ( LI- SEQ. : 6125142 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a non-corrosNe environment, l design loads be applied to any component end are for"dry condition"of use TRANS I D: 41315 7 5 CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all super is shown Shim or wedge 11 OREGON O fabrication,handling,shipment end Installation of components. necessary. 0 7.Designlatesassumes b el adequate ne othinac a is provided 9 6 This design le furnished subject to the limitations set forth by 8 Plates shall be located on both latae of truss,and placed an their center •)C'H V II I I I I I III 11111 I I 111I III TPIIWTCA in BCSI,copies of which will be furnished upon request linea coincide with Joint center lines. 7 1 9 Digits indicate size of plate in inches. MITek USA,Inc./CompuT us Software+7 6 6-SP1(1L)-Z 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) 0�GA N�� �`J EXPIRES:12/31/2014 LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciny_J TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF 11&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 , 4.00 I, f 3 -1 0 N O .-1 1 1 .-I o ,y � N ul 001 11 O 1 l� O All 4 r- M-3x4 • 1 1 l 1-00 9-10-09 • JOB NAME : 5019-A POLYGON - El Scale: 0.6951 r np^ WARNINGS: GENERAL NOTES,unless otherwise noted. r•` e G� r n,,1IJ�`s, , 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter.shown and Is for en individual b'i aGI NTruss: E1 and Warnings before construction commence", building component.Applicability of design parameters and proper2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Isthe responsibility of the building desig2.Design assumes the top end bottom chords to be laterally braced at7,Additional temporary bracing to Insure stability during construction DES. B Y: LA is the responsibility of the erector.Additional pennanant bracing of 2'o.c.and at 10'o c.respectively unless braced throughout their length by i.i a P continuous sheathing such es plywood sheathing(TC)and/or drywati(BC). 1 DATE: 11/25/2014 the overall structure Is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown+r 4.No load should be applied to any component until after aft bracing end 4.Installation of truss la the responsibility of the respective connector. / SEQ. : 6125143fasteners are complete and et no time should any loads greater then 5.Design eseumes tunes are to be used in a non-corrosive environment, t ' f Z J If t TRANS I D: 413157 design loads be applied to any component, and are for"dry condition"of use. 5 CompuT us has no control over and assumes no responsibility for the 8,Design assumes full bearing et all supports shown.Shim or wedge If A� fabrication,handling,shipment and Installation of components necessary, '9 OREGON 7,Design assumes adequate drainage Is provided. .9 0 8.This design le furnished subject to the limitations set forth by 8.Plates shell be located on both feces of trues,and placed so their center 20 I II I I I I I I II II I I 1111101 TPIM?CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines �-. Cy 1 J (� 9.Digits Indicate size of plate In inches. MITek USA,Inc.ICompuTrus Software 7.8 6(1 L)-E 1n.For battle connector plate design values sae ESR-1311,ESR-1988(MITek) GANG \ EXPIRES:12/31/2014 liilllllliliil .1110 ..mommy„ L,craLcw L..,m ,vmpu,Gl_ Jr,pu, uy PACIFIC LUMBER-BC s LUMBER SPECIFICATIONS TRUSS SPAN B'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1(00 TC. 2x4 KDDF HliBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=1-253) 372 3-6=1-412) 339 BC: 2x4 KDDF kldBTR SPACED 24.0" O.C. 2-3=(-437) 205 6-4=(-120) 97 WEBS. 2x4 KDDF STAND 3-4=( -80) 74 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF I BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF ' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG A4EA OVERHANGS' 12 0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIS) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 500V -36/ 105H 5.50" 0.80 KDDF ( 6(5) 8'- 10.3" -44/ 371V 0/ OH 5.50" 0.59 KDDF ( 645) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci'ig.1 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 LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.1;3" MAX BC PANEL LL DEFL = -0.146" @ 4'- 5.1" Allowed = 0.358" MAX BC PANEL TL DEFL = -0 220" @ 4'- 5.1" Allowed = 0.478" 4-10 3-08-08 0-03-12 T 1' f g' MAX HORIZ. LL DEFL = -0.003" @ B'- 4.8" 12 MAX HORIZ. TL DEFL = 0.004" @ B'- 4.8" 4.001 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. A- 4 S - Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads • M-1.5x3 in the plane of the truss only. u, N o 1 '. O 0 M M f" I 10 1 _...IN ' A- M-3x4 M-3x4 ' i 1 1 ), 8-04-12 0-05-08 1 ) 1 1-00 8-10-04 JOB NAME : 5019-A POLYGON - E2 Scale: 0.4946 0 PRr7FFs WARNINGS: GENERAL NOTES,unless otherwise noted' _ry 1 Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is ler an Individual �w\U' ' t'V1[/ Truss: E2 and Warnings before construction commences building component.Applicability of design parameters and proper 2.204 compression web bracing must be Metalled wfiere shown+, Incorporation of component is the responsibility of the building desiner. l 7 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at lengthhout their IV'S' '. DE5. BY: LA is the responsibility of the erector Additional permanent bracing of contnuus sheathingrsuch as plywood sheath)p TC)unless braced end/or drywell(BC)y , �, DATE: 11/25/2014 the overall structure Is the responsibility o1 the building designer. 3 2x Impact bridging or lateral bracing required where shown++ / 4.No load should be applied to any component until after ail bracing end 4.Installation of truss is the responsibility of the respective contractor. / ( `_.. non-corrosiveSEQ. : 6125144 fasteners are complete and at no time should any loads greater then 5.Design assumes trussee are to be used in a environment, ( f Z L5 T TRANS I D: 413157 design loads be applied to any component end are for"dry condition"of use. 5 CompuT us hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it - 1 cb fabrication,handling, necessary. , OREGON g,shipment and Installation of components 7,Design assumes adequate drainage is provided -1n 0 6.This design Is furnished subject to the limitation.set forth by 8.Melee shell be located on both feces of truss,end placed so their center T'7 20 11 I II I I I I III 111 I I I1I II TPUWICA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. C{� 1 9.Digits Indicate size of plate In Inches L V MITek USA,Inc/CompuTrus Software 7 6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTek) .1- c GANG �\ EXPIRES: 12/x1/2014 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 IC. 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-43) 57 3-5=(-213) 156 BC' 2x4 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-89) 75 j WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING i 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG A"EA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECKS) OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 428V -29/ 88H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.45 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.113" MAX TC PANEL LL DEFL = 0.128" @ 3'- 5.7" Allowed = 0.392" 6-06-08 0-03-12 MAX TC PANEL TL DEFL = -0.169" @ 3'- 5.8" Allowed = 0.528" 4 1' l' . 12 MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.5" ' 4.001- MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.5" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. , f 3 4 -/ Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N IO O I 0 .-I O I 1 N i. N N o� 1 z o z►� ►�s /- M-3x9 M-1.5x3 l ), y 6-06-08 0-03-12 ), ,l y 1-00 6-10-09 • JOB NAME : 5019-A POLYGON - E3 Scale: 0.5549 .0) PR r7FFK WARNINGS: GENERAL NOTES,unless otherwise noted• C.D. 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 en Individual . �w\GAN E. Truss: E 3 and Waminga before conebuction commences. building component.Applicability of design parameters and proper �`e 2.2.4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during canatructlon 2.Design assumes the top and bottom chords to be laterally braced et i"t DES. B Y: LA 2'o c.end al 1V . respectively unless braced throughout their length by B ys tr P la the responsibility of tire erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). r DATE: 11/25/2014 the overall structure Is the responsibility of the building designer. 3.2s impact bridging or lateral bracing required where shown*+ 4.No load should be applied to any component until ager all bracing and 4 installation of truss la the responsibility of the respective contractor t / SEQ. : 6125145 ( ( / z 5I { design loads be applied to any component. and are for"dry condition"of use. faateners are complete and at no the should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS I D: 41315 7 6 Design assumes full bearing et all supports shown.Shim or wedge if A 1 r, 5.CompuTrus has no control over and assumes no responsibility for the necessary. +p OREGON ON fb fabrication,handling,shipment and inatailation of components 7.Design assumes adequate drainage is provided. .A Q 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 719 rP I II III II II I I III VIII I I II I II IIIITPIAMTCA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines ,f CH 11+ \� 9.Digits Indicate size of plate In Inches. MITek USA,Inc/CODIpUTfU9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1068(MITek) 'QA NG EXPIRES:12/31/2014 1111111111 a tnis oesign prepares rrom computer' input oy '- PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 NODE N1aBTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 43 5-6=1-163) 115 5-2=)-226) 171 BC' 2x4 KDDF N1&BTR SPACED 24.0" 0.1. 2-3=1-52) 49 2-6=1-174) /19 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 6-3=1 -70) .32 LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AURA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI:S) 12 OVERHANGS: 12 0" 0.0" 4.00 v 0'- 0.0" -57/ 243V -59/ 82H 5.50" 0.39 KDDF ( 525) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -67/ 111V 0/ OH 5.50" 0.18 KDDF ( 6_5) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci'j REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0 002" @ -1'- 0.0" Allowed = 0.170" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.1:3" MAX TC PANEL LL DEFL = 0.001" @ 0'- 9.9" Allowed = 0.0f7" MAX TC PANEL TL DEFL = 0.001" @ 0'- 9.9" Allowed = 0.1.6" MAX HO RIZ. LL DEFL = -0.000" 0 1'- 6.5" , M-1.5x3 MAX HORIZ. TL DEFL = -0.000" 0 1'- 6.5" 4 ' 3 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 57 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 2 l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Did, /- load duration factor=1.6, 0 Truss designed for wind loads l in the plane of the truss only. 0 0 1 1 0 O O 0 Cu 0 N ti 1 cII \ii /- 5 y ��c-Z 6 M-1.5x3 M-3x4 ), ,l 1 1-00 2-00 JOB NAME : 5019-A POLYGON - E4 Scale: 0.8360 . ,O PR0. FFS WARNINGS: GENERAL NOTES,unless otherwise noted I^, CC ,It1 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 � !N�IN[; t Lr/Truss: E4 end Warnings before construction commences. building component.Appilcability of design parameters and proper V2.2x4 compression web bracing mull be Installed where shown+. Incorporation of component Ia the responsibility of the building designer.3 Additional temporary bracing to insure atabmty during construction2.Design assumes the top end bottom chords to be laterally braced el aCo , r �� DES. B Y: LA is the responsibilityT o a and at 10'o c.respectively unless braced throughout their length by a,y. •, of the erector.Additional permanent bracing of conUnuaus sheathing such as plywood sheathing(TC)and/or drywel(BC). r DATE: 11/25/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ • 4.No toed should be applied to any component until eller a0 (bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1 / 2- /4( j SEQ. : 6125146feeteners are complete and at no lime should any loads greater then 5 Design assumes trusses are to be used In a non-corrosive environment, l design loads be applied to any component. and are for'dry condition'of use '-:,/,1/'7 TRANS I D: 91315 7 S CompuT uc has no control over and assumes no responalbltity for the 6.Design assume.fol bearing et all supports shown.Shim or wedge If 7q OREGON fabrication.handling, necessary. fsj shipment and Installation of components 7 Design eeaumel adequate drainage is Provided -7/11.0„,s (O 6 This design la furnished subject to the imitations set forth by H.Pleles shall be located an both laces of truss,and pieced so their center2 II I I II I I ill1010 I III I I III TPIIWTCA in SCSI,apple.of which will be furnished upon request. lines coincide with joint center line.. H 11, 9.Digits Indicate size Opiate In Inches. MITek USA,Inc.ICom OTws Software 7.6.6 1 L-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) EG 1 1 (a �\ EXPIRES: 12/31/2014 LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1;00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=1-53) 69 3-5=1-266) '85 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=1-109) 91 WEBS. 2x4 KDDF STAND 3-4=( -7) 3 , LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG A'(EA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI':S) OVERHANGS: 12.0" 0.0" D'- 0.0" -69/ 493V -34/ 1O1H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 635) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Design checked for net(- ps ) up rft at 4 "oc spacl.iig. 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 = 0.002" @ -1'- 0.0" Allowed = 0.1'.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.1;3" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508" MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.7i2" 8-02-04 0-03-12 T f . MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 0'- 2.2" 4.0017 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 4 -/ Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di.`), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. u, in o 0 1 rn r-, in IIIIIIIIIIAIIIIIIIIIIIIIIIIII oo 1IPA "5 0 ,- M-3x4 M-1.5x3 • • • ,1 1 1 8-02-04 0-03-12 1 1 J. 1-00 8-06 JOB NAME : 5019-A POLYGON - P1 Scale: 0.5136 cr� ❑ WARNINGS: GENERAL NOTES,unless otherwise noted r e F� N L' On 1.Builder and erection contractor should be advised of all General Notes 1.Thle design le based only upon the parameters shown end Is for an Individual J� /NGI IY 60„ Truss: P1 end Wsmings before construction commences. building component.Applicability of design parameters end proper �(j2.2a4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction2•Design assumes the top end botom chorda to be laterally braced et s /, r ) a DES. BY: LA 2'o c.end at 10'0.0 respectively unless braced throughout their length by iii is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell)BC). 1 DATE: 11/25/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / j' f ,// 4.No load should be applied to any component until after all bracing and 4.Installation of trues le the responsibility of the respective contractor. l / 2__ l SEQ. : 6125147 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component end are for"dry condition'of use. TRANS I D: 41315 7 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lug bearing et all-supports shown.Shim or wedge if A� r i fabrication,handling,shipment and installation of components. necessary. y OR EGC7N n1 7 Design aesumes adequate drainage is provided. 9 B.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both faces of trues,end placed so their center q(1I-' 1,�' 2�,` TP lin s de velth II I II II Ell I II 1111 II IIII M)Tek USA,Inc./CompuT 9which Software furnished 8.6(1 L)-E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1989(MITek) +UG.'ICH ,7 int center lines. 9.Digits indicate size of plate In inches. GAN(a EXPIRES:12/31/2014 IIIHM11111 a a 11115 utnlyll prepareu 110111 UUnitULeL lnpuLluy ` a PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1;00 TC. 2x4 KDDF N1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=1-266) 185 BC 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=1-109) 91 i WEBS. 2x4 KDDF STAND 3-4=( -7) 3 LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AkEA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI,•t.S) OVERHANGS. 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ l01H 5.50" 0.79 KDDF ( 615) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacir_gi REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.13" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.501" MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.7;.2" 8-02-04 0-03-12 MAX HORIZ. LL DEFL = 0.001" 8 8'- 2.2" 1 1' T '( MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" • 12 4.00 Design conforms to main windforce-resisting M 1.5x3 system and components and cladding criteria. f 3 4 -f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di:), load duration factor=1.6, . Truss designed for wind loads in the plane of the truss only. 1 Jr m m '-i/- ...illggliggllIllIllIllIllIllIll o lAilT _ 0 2►� ►�5 ,' A-- M-3x4 M-1.5x3 .1 1 1 8-02-04 0-03-12 1 ). J' 1-00 8-06 JOB NAME : 5019-A POLYGON - P2 Scale: 0.5049 e ,,0 PR f,Fe WARNINGS: GENERALNOTES,unlessotherw4aenoted• .t n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and la for an Individual ^ N I N Truss: P2 and Waminge before construction commences. building component.Applcability of design parameters and proper hi�(� tio 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA ie the responslbllity of iha erector AddlUanal permanent bracing al 2'oc.and att 0'oc.respectively unless braced throughout their lengptthh by P S,•:if p continuous sheathing such as plywood sheathing(TC)and/or drywell(BC), T DATE: 11/25/2014 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ L S E 612 519 8 4 No load should be applied to any component until after ell bracing and 4.installation of truss Is the responsibility of the respective contractor ( / 2- J I ( / 4• : 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 T design loads be applied to any component. end are for"dry condition"of use. I TRANS I D: 41315 7 6.Design assumes full bearing at ail supports shown Shim or wedge if 5 CompuTrus has no control over end assumes no responsibility for the necessary A OREGON fabrication,handling,shipment end Installation of components 7.Design assumes adequate drainage Is provided. p''6.This design is furnished subject to the limitations set forth by 6 Plates shall be located on both faces of hues,end placed so their center �,A . 2� III I I III IliII I IIII I 111 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. y�7 y ` 9.Digits Indicate size of plate in inches '1 V MITBk USA,Inc./COfnpUTTU9 Software 7 6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1666(MITek) GAN(." \. EXPIRES: 1201/2014