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Plans (168) ❑X CONFORMS TO DESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT D REVISIONSNOTED NFORMS TO DDESIGN CONCEPT WITH f CONFORMS TO DESIGN CONCEPT WITH 0 NON-CONFORMING—REVISE&RESUBMIT REVISIONS AS SHOWN THIS SHOPDRAWING HAS rFrh REVIEWED FOR GENERAL CONFORMANCEW. WITH DESIGN NPIJ DOES NOT RELIEVETHE ._ ...y._-,._ _ < 3T-0" ❑ NON-CONFORMI REVISE AND RESUBMIT - vFASRICA.ORM /OOR OF RESPONSIBILITY FOR OONFvEESCE WITH DESIGN"---- _.. _..._ MM./MS.SPc IFICPT:IONS,AND APPLICAOOLE GOCES.;,L's OF iSF1CH HAVE HIS SHO?CRA7NG HAS SEEN REVIEWED FOR GENERAL CONFORMANCE >ROHIrr OVER THIS SHOP DRAWING. WITH THE DESIGN CONCEPT ON Y AND DOES NOT RELIEVE THE By Alexia Fukui Date 9/22/14 FABRICATOR/VENDOR OF RESPO SIBILITY FOR CONFORMANCE WITH THE MILBRANDT ARCHITECTS DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY V 16-5' OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 0 My: Todd R. Eaton• : . \ i . Date: September 15, 2014 C4 CT ENGINEERING INC T_ ..,? '. -,,... .. . C3 (8) Lii v 2? SI 6:12 12(1 1) ., A Cl D3 (2) e:-z 8 :12 12 e I I Al I ...7_ b6:12 �:tz W 02 (3) GARAGE • D1 14,-r I MT -I' k 1T-311? ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TRUSS CALCULATIONSA TO D ENGINEERED STRUCTURAL I♦ . PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER ° PLAN 3B INFORMATION.BUILDING DESIONSIBLE FOR RECORD � RESPONSIBLE SIBLE FOR ALL NON-TRUSSUIIN PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3-B / CHECKED BY:: DESIGNER/ENGINEER OF RECORD TO S REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. 3T-0" r1 V= 16'-5" -/--r—. C4 ■ / \\\\\\\\\\\\\\\ C3 (8) lio I.it W. gera as 6:12 C2(11) Cr I I 1 6�:1z 'c D3 (2) 6eta : 2 6:1281 W 6:1i 6:12 b 4 / / D2 (3) GARAGE 1 CONFORMS I0 DESIGN CONCEP- 1 D1 ' p CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH F 14�' 1 11/0 REVISIONS AS SHOWN CONFORMSSIONS DESIGN CONCEPT WITH REVISIONS NOTED ❑ NON-CONFORMING-REVI4E AND RESUBMIT �� I -Aa /y/y� ❑NON CONFORMING REVISE&RESUBMIT 1T-0 1/i IKP DRAWNG i-LASF 1RF FWF R ..FF Fo.prk F THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENEP:eL CONFORMANCE WITH DESM 0 G^E" AND DOES NM ra FABRiCATORNI=NDOR OF aF r _,I rr FOR O,FOFC r F JnrH7,SPiN WITH THE DESIGN CONCEPT ONLY AND ODES NDT RELIEVE THE V51AF: AND M.PLICABLE CD I . FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE FOE Y:E:EFT0SSFEPDRAWING. DESIGN DRA'W'INGS AND SPECIFICATIONS ALL OF'MICH HAVE PRIORITY Ry Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL'VERIFY ALL DIMENSIONS. MIEBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 07/25/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER CORD INFORMATION.BUILDING R■■ PLAN 3B DE RESPONSIBLE FOR RECORD RESPONSIBLE FOR TIO .NON-TRUSS m e ' PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO .. # 'T 3-B CHECKED BY.' REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. _ 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 TPIMITCA in SCSI,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). b%.I atikP60Pp 4er lot dor t , tr6*Nki Q ../Tit4:i3 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0' 'COND. 2: Design checked for net(-5 pall uplift at 24 "oc spacing.( TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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=20.9tt, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,MI8HS (16 no MiTekprefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in thess plane o for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. Gable end truss on continuous bearing Wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 f T 1' HM-4x4 3 12 12 Q 6.00 6.00 M-3x4 4 M-3x4 co m -'o vv 0 0 y y y y 1-06 14-02 1-06 0 PR 04 JOB NAME : POLYGON PLAN 3-6 - Al Scale: 0,5115\p,<<,' rt40,1 /0 WARNINGS: GENERAL NOTES,unless otherwise noted: .(f ,PE. 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 77 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Al Incorporation of component is the responsibility of the building designer. 7 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'oc.and at 10'oc.respectively unless braced throughouttheir length by r iAloppri DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(DC). -illi DATE• 8/21/2014 the overall structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown-r--1- 4. t Q ( U• N� �/� SEQ. : 6035306 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. 1h "V 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, design loads be applied to any component, and are for"dry full bearing of use. V., TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Deoessassumes full bearing at all supports shown.Shim or wedge If �� �rip4 i ��E" fabrication,handling,shipment and installation of components. ry. a R 11.�'" p 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the timtations set forth by B.Plates shall be located on both faces of truss,end placed so their center Iillll VIII VIII VIII VIII VIII VIII(III(IIITPI kA In BCSI,copies of which will be furnished upon request. a.(ines Digits oincid a sizejoint plate Incenter lines. . 10. v MiTek U USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic 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 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KODF N18BTR; LOAD DURATION INCREASE = 1.15 1-3=(-805) 6-1=(-115) ( ) 48 BC: 2x4 KDDF N18BTR 3.7= 0 Ti SPACED 24.0" O.C. 2-3=( 0) 265 0 1-7= (- 229) 648 (0) 2x6 KDDF #1&BTR 305 3-4=(-818) 321 7-4=(-226) 651 WEBS: 2x4 KDOF STAND LOADING 4.5=( 0) 76 TC LATERAL SUPPORT <= 12"00. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 3RG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. UPECIES) NOTE: 2x4 BRACING AT 24" OC UON, FOR LL = 25 PSF Ground Snow (PO) 7'- 5.7" -26/ 28V -48/ 46H 0.00" 0.00 999g ( 0) ALL TOP CHORD AREAS NOT SHEATHED 11'- 4.4" -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0" -196/ 793V 0/ OH 5.50" 1.27 KDOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1811 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000" @ 11'- 4.0' Allowed = 0.150° vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 11'- 4.0" Allowed = 0.200" Unbalanced live loads have been MAX LL DEFL = 0.013" @ 27'- 0.0" Allowed = 0.150° considered for this design. MAX TL CREEP DEFL = -0.014" @ 27'- 0.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.028" @ 21'- 11.3" Allowed = 0.476" Connector plate prefix designators: MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1" Allowed = 0.697' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.007" @ 25'- 0.5' MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5' Gable end truss on continuous bearing wall. C-1x2.6 or equal typical at stud verticals. esign assumes moisture content does not Refer to CompuTrus gable end detail for not exceed 19% at time of manufacture. complete specifications. Design conforms to main windforce-resisting 12-09 12-09 system and components and cladding criteria. 12-09 IIM-x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ,, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2 -/ Truss designed for wind loads M-3x5in the plane of the truss only, M c':, ,- M-4x6 N 0 12 12 0 6. 00 eO 4 6.00 o M-3x4+ el 4 0 M-3x6+(S) M-1.5x3 M-3x4 J, y ), ), 7-05 11-00 7-01 y ,, y y 1-06 25-06 1-06 JOB NAME : POLYGON PLAN 3-6 - 61 \''' pRaFfis . Scale: 0.2470 ��5 � , q WARNINGS: GENERAL NOTES,unless otherwise noted: /:�7t-' , "'}7 B1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,`92•SPE 1� Truss: B 1 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 brectng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr pw the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 8/21/2014 P tY g 3.2x Impact bridging or lateral bracing required where shown++ ) Q SI1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON E Q loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4. 'if d \ 4. design loads be applied to any component. and are for"dry condition"of use. /� -7.)/' Q TRANS I D: 406433 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 14 ‘}. fabrication,handling,shipment and installation of components. necessary. 4FR R y.L 7.Design assumes adequate drainage Is provided. L»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 I IIIIII III I VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines.9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic 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 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2.10=(-391) 2382 3-10=(-285) 195 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-2755) 552 10.11=(-269) 1986 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3. 4=)-2496) 522 11-12=(-291) 1965 4-11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5=(-246) 1170 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6-12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18.0' 18.0' 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ"IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for nett-5 psfl uplift at 24 "oc'spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180 MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.138" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.279" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0' Allowed = 0.200" MAX HORIZ. LL DEFL = 0.060" @ 36'- 6.5' 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5" 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 4t' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5x6(S) load duration factor=l.6, Truss designed for wind loads 3.4141444\44,144 . in the plane of the truss only. 0.25" 0.25" 00 4 M-1.5x3 1 +1 1111111111111111P/M-1.5x3 A\ . M M O c, ,, - O o 1 10 11 12 o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 0 M-3x5(S) 1, y y 1, 1, 9-06-04 8-11-12 8-11-12 9-06-04 y y y y y 20-00 17-00 ) y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C2 Scale: 0.1596 �5 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4? ' ',31211P17 /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 '' PE CJ Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be stabilInstaed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length by '0"0"� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -* (C DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+0 OREGON 1,,,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. /v 1,,, 4i SEQ. : 6035308 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, h. " r1�\ i TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. Q 1 4. G 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes NII bearing at all supports shown.Shim or wedge If � �jn �,P necessary. iI 'v/�`.+,r't.�.{ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r'1 L.. 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 111111111111111111 TPIANTCA in BCSI,copies of which will furnished upon request. Tinge coincide withzjoint atecenter Ines. 9.Digits indicate size of plata in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E W.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc 8packng.I TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 2x4 KDDF #1&BTR Ti, T4 SPACED 24.0" O.C. NOTE:Design assumes moisture content does BC: 2x4 DF #1&BTR; not exceed 19% at time of manufacture. 2x4 KDOF #1&BTR B1 LOADING Design conforms to main windforce-resisting, LL( 25,0)+DL( 7,0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12°0C. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc load duration factor=1.6, M,M2OHS,M18HS,M16 = MiTek MT series 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. tn Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF 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. 18-06 18-06 T 12-04-10 6-01-06 6-01-06 12-04-10 12 IIM-4x4 12 T 6.00 3 a 6.00 It M-3x5(5) M-3x5(S) MM 4iq O C7 0 M-3x5(S) M-3x4 M-3x4 i, y y 20-00 17-00 1, y 1-06 37-00 y y 1-06 440 PR O JOB NAME : POLYGON PLAN 3-B - C4 Scale: 0.2219 ti��� SIN "`,..r. WARNINGS: GENERAL NOTES,unless otherwise noted: , . f�f�I ll PE C �-7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual r Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Aller 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby +, (�/aa•^ po ty permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall$$. .,.'" DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 110 C f� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ.. : 6035309 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, is V �..' r( TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. ly 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 ,,,b1 a q fabrication,handling, Design assumes Ft R ` shipment and installation of components. 7, necessary. Design adequate drainage is provided. t,-1,. B.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 Milli 1101 VIII VIII VIII 11111 VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF H1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF Al&BTA T3 SPACED 24.0' O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3. 9=(-541) 150 BC: 2x4 KDDF q1&BTR 3- 4=(-1248) 526 9.10=(-506) 1433 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10.11=(-505) 1434 9- 6=(-469) 379 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-1226) 475 6-10=( 0) 189 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.11=(-1706) 635 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 NOTE: 2x4 BRACING AT 24' OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -300/ 1255V -107/ 116H 5.50" 2.01 KDDF ( 625) 25'- 0.5' 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) OVERHANGS: 18.0" 18.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0' -618/ 277V 0/ OH 143.50' 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200' M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.057' @ 12'- 9.0' Allowed = 1.229' WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115" @ 12'- 9.0" Allowed = 1.639' HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0.000' 8 0'- 0.0' Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.200" POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ. LL DEFL = 0.028' @ 25'- 5.6" SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ. TL DEFL = 0.046' @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does f f not exceed 190n at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windfarce-resisting 6-09-08 5-11-08 5-09 0-0 -08 0 ' 1' -03-08 system and components and cladding criteria. Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 =M-414+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f- 6.00 G.. /- 5 4 6.00 Q 6.00 load duration factor=1.6, m Truss designed for wind loads o in the plane of the truss only. M-4x6 Gable end truss on continuous bearing wall. N 4 C-1x2.6 or equal typical at stud verticals. 4- M-3x5+(S) Refer to CompuTrus gable end detail for q complete specifications. c,; M-3x5(5) o M-3x4 as 3 0 co M a O tar .,..,, ;: 17 ' 9 .., O o M-3x4 M-18 5x3 M-3x8 0.25 11 0 M-5x6(S) M-3x5 M-3x4+ ), y y y .1 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08y y y1-06 37-00 1-06 ��tO PROF IN JOB NAME : POLYGON PLAN 3-B - Cl 6 ale: 0.1712 X44./ / °t WARNINGS: GENERAL NOTES,unless otherwise noted: .�,gM" 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 /` ,+�'IA and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C 1incorporation of component Is the responsibility of the building designer. } 4600^ 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at -�"' ` ' 3.Additional temporary bracing to insure stability during construction0 CC DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7, OREGON p, P/ DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.ar Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. <D .41, 1 4 'Q " SEQ. : 6035310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and ere for"dry condition"of use. ,Ay{_ �y TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if .r�R t`�^ fabrication,handing,shipment and Installation of components. ry. g P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center a C� c 111111111111111111101111 TPIANTCA In BCSI,copies of which will be furnished upon request. Digitcoincidewith joint ain nche. EXPIRES:12/31/2015 9.Dressindicatesize oplate eininches.line. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2.11=(-376) 2333 3-11=( -297) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2738) 534 11-12=(-267) 1959 11. 4=( -45) 563 WEBS: 2x4 KDDF STAND; 3- 4=(-2513) 541 12.13=(-200) 1645 4-12=( -710) 250 2x4 KDOF STUD A LOADING 4- 5=(-1757) 469 13.14=(-458) 2787 12- 5=1 -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 6-13=( -111) 464 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4685) 890 13- 7=(-1489) 355 8- 9=(-4950) 999 7-14=( -360) 2427 OVERHANGS: 18.0' 18.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 14- 8=( -154) 193 I Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 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 = 0.013" @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311' @ 28'- 8.0" Allowed = 1.804' MAX TL CREEP DEFL = -0.620' @ 28'- 8.0" Allowed = 2.406" MAX LL DEFL = 0.013' @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'. 6.0" Allowed = 0.200" 18-06 18-06 T T MAX HORIZ. LL DEFL = 0.165' @ 36'- 6.5" 7-03-08 5-02-11 5-11-13 2-00 5-05-11 5-02-03 5-10-02 MAX HORIZ. TL DEFL = 0.273' @ 36'- 6.5" f NOTE:Design assumes moisture content does 12 12 M-4x6 not exceed 19% at time of manufacture. 6.00 DQ 6.00 4.0" Design conforms to main windfarce-resisting 5 system and components and cladding criteria. M-5x6(S) M-3x4 Wind: 140 mph, h=23,8ft, TCDL=4,2,BCOL=6,0, ASCE 7-10, 3.1'" M-5x8(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=l.6, Truss designed for wind loads o? 0.25" in the plane of the truss only. o* M-1.5x3 +1 + 3 + M 1.5x3 11( e"e� M-6x84 101 M 3x10 0" G ' 1 lila _: M12 ,� o M-3x6 10.25" M 3x8 M-5x6 D o M-5x8(S) - 3.00 3.001 12 12 J, y y J, y y 1 y 9-05-06 9-00-10 2-03-08 7-10-08 ,, 8-04 , y y1-06, 20-09-08 7-10-08 8-04 yl-osy 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C3 Scale: 0.1596 f G(N s,� WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓ v rrr�����.Pr�1 EC ��, 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 Individualt . - `F.4 Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper Jl�F 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibidty of the building designer. ,,+°' 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: W Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y r, DATE: 8/21/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. �vy.. the overall simcture is the of the 3.2x Impact bridging or lateral bracing where shown++ 'C 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. OREGON s S EQ c �. orrosive environment, . design loads be applied to any component. and are for"dry condition"of use. �,�� '�'' rLQ� -.�,� TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if �tis fabrication,handling,shipment and installation of components. necessary. , � I�� 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 I Milli VIII II II IIII IIID I III VIII IIII IIIITPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1121) 284 8- 6=(-218) 931 8. 4=( -44) 469 WEBS: 2x4 KDDF STAND 3- 4=( -839) 188 8- 5=(-279) 219 LOADING 4. 5=( -839) 188 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ' SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 904V -91/ 91H 5.50" 1.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5" -150/ 904V 0/ OH 5.50' 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) Uplift at 24 "xc'spaci AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 8.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200' MAX LL DEFL = -0.026" @ 8'- 8.8" Allowed =, 0.827" MAX LL DEFL = 0.013" @ 18'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 18'- 11.5" Allowed 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012" @ 17'- 0.0" MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0" 8-08-12 8-08-12 T f NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. T T T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I'M-4x4 Q 6.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, II , Truss designed for wind loads in the plane of the truss only. 1.5x3 M-1.5x3 M th wpa O ►ii 0 V A O O _ 8 1 M-3x4 M-3x8 M-3x4 8-08-12 8-08-12 y y 1, 1, 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D2 Scale: 0.311744CJI� %i� 4.i ,21 WARNINGS: GENERAL NOTES,unless otherwise noted: Q:' w P c- �' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual E Truss: D2 and Warnings before construction commences. Incorporation component Islay of design parameters r of the buid lding proper 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabisty during construction2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by e°'""' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .. MEW. DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Tr OREGON �C C'/1 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. : 6035312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4.. 7 14 �N A,. design loads be applied to any component. and are for"dry condition"of use. 2- TRAN S I D: 406433 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 f) necessary. '' R.R I L V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl f-1 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git dicawith joint pcenterteinches.9.Digits coincideindicate size of plate in tines. v 9 MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing.) TC: 2x4 KDDF 91&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 91&BTA SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.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. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 I I I 12 6.00 p IIM-4x4 12 3 Q 6.00 la M c/— .4: Iiifr— 1` / ///////////1////I/////II////////////l////////////////////////////I///////////////////////////////////////////////////////////I/////// / o 0 1 0 M-3x4 M-3x4 J., y y y 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D1 p,t0 PROFS Scale: 0.4363 GIN `�/ WARNINGS: GENERAL NOTES,unless otherwise noted; ZL1~ v l I t + -37 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 ;92,0PE C Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y DATE: 8/21/2014 the overall structure is the responsiWlity of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywell(BC. 9 3.2x Impact bridging or lateral bradng where shown++ d Cr 4.No load should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "}T .f OREGON tri SEQ. : 6035313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4.',/ if Y O�� design loads be applied to any component. and are for"dry condition"of use. /., TRANS I D: 406433 6.Design assumes full bearing at all supports shown.Shim or wedge If d 1 4 5.CompuTrus has no control over and assumes no responsibility for the necessary. j�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '` .R RIO- 6.This design is furnished subject to the Imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center lines coinde with jint 111111 IIII VIII IIII VIII VIII VIII IIII IIIIMT@ USA,Ir CIA/VTCA in JCOrrlpuT s I,copies of which Softwill Ware 7.6.6(1 L)-E request. 10.Forasic cod nectoroplatedesign values see ESR-1311,ESR-1966(MiTek) nter lines. 9.Digits Indicate size of plate in Inches. EXPIRES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -5) 11 7.8=( -99) 146 7-2=(-496) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=2.3=(-282) 106 108 8.5=(-129) 497 2-8e(-jOO) 353 51 WEBS: 2x4 KDDF STAND LOADING 4.5=(-622) 171 8-4=(-314) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -56/ 476V -156/ 72H 5.50" 0.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-08-12 MAX LL DEFL = -0.010" @ 7'- 0.0' Allowed = 0.529" f 2-09-04 MAX LL DEFL = 0.013' @ 13'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ 13'- 0.0' Allowed = 0.200' 0'(5'(8 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.004" @ 11'• 0.5" 12 12 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5' 6.00 ."::::16.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. HM-4x4 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 .F-�( IA% Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), M-3x4 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. f- 1 �0 M-1.5x3 to a 4. M O C) M O I Gid I se G M-1.5x3'• M-3x8 M-3x4 8 I y I 2-09-04 8-08-12 ,1 I l 11-06 1-06 ���,�0 PROP `��"s JOB NAME : POLYGON PLAN 3-B - D3 Scale: 0.3840 WARNINGS: GENERAL NOTES,unless otherwise noted: 41;' ! � E r1. 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 D3 and Warnings before construction commences. building component.Applicability of design parameters and proper s - Truss: Incorporation of component is the responsibty 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'o.c.and at 10'a.c,respectively unless braced throughout their lengQth by r+ e. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywag(6C). /'" DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ re OREGON +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. A. SEQ. : 6035314 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, moi''' ..7 tI 2QN design loads be applied to any component and are for"dry condition"of usa. [J r `y, TRANS I D: 406433 5.CompuTrus has no control over end assumes no responsibility for the 6.Dec ynassumes full bearing at all supports shown.Shim or wedge If Wilt.11/ ' fabrication,handling,shi ment and Installation of corn onents. ry p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ished upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe USA,Inc./CompuTrus ISoftwarewill bef 7.6.6(1 L)E request. late in inches. 0.lines FForrDigits basic connector ioplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-66) 15 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 18.0° 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2' -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0' -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net1-5 psf) 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0' Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.2' Allowed = 0.148" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2"' NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria.. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, o (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, 0 v 0/- z� a M-3x4 y y y 1-06 2-00 PROVIDE FULL BEARING;Jts:2.4 31 JOB NAME : POLYGON PLAN 3-B - El :g>Vc� PI,IF ss Scale: 0.9632 ( it/ /Q WARNINGS: GENERAL NOTES,unless otherwise noted: -4w / C , '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 '` .PE Truss: E 1 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 stebilty during construction 2 Design assumes the top and bottom chords to be laterally braced at rmIII�s DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by f�A " is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(7C)C and/or d �, DATE: 8/21/2014 responsibilitybuilding designer. bridging q where ) rywall(Bc>' the overall structure is the res onsiblli of the 3.2x Impact brid In or lateral bracingrequired whershown++ 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -S7 OREGON 40 SEQ. : 6035315fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,� �� �� design loads be applied to any component. and are for"dry condition"of use. !� y 2.0 . TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug i 4 bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components, necessary. /� )���J 6.This design is furnished subject to the Irritations set forth 7.Designlaesassumes adequate one dthi face is of truss,a j-�ti 111111111111111111111 IIIII VIII VIII IIII IIIIII III VIII I II IIII g 1by 8.Plates shall be located on both faces truss,and placed so their center TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. ❑ n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/2015