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Plans (86) " "14.77,c)/4- -e}c)/ J / J 7 z 5w r a6'7A. i QX CONFORMS TO DESIGN CONCEPT RECEIVED Z CONFORMS TO DESIGN CONCEPT ❑CONFORMS TO DESIGN CONCEPT WITH V �,p! REVISIONS NOTED ❑ CONFORMS TO DESIGN CONCEPT WITH o NON-CONFORMING-REVISE&RESUBMIT MAR 2 3 ;�-6' REVISIONS AS SHOWN TH;S SHOP CRAi4ENG HAS SEEN REVIEWED FOR GENEP.AI.CONFORMANCEMTN DESIGN CONCEPTONLY AND DOES NOT RELIEVE THE ❑ NON-CONFORMIN -REVISE AND RESUBMIT FASRICATORtENDOR OF RESPON:3EEL^Y FCR CONFOR WE WITH DESIGN DRAWINGS:SPECIFIGA:,WIS,AND A-PLICA-KE CODES.ALL OF W.CH HAVE CITY OF TIGARD THIS SH "DRAWING BE ' PR!ORRYOVERTNSSHOPDRAWENG HAS BEEN REVIEWED FOR GENERAL CONFORMANCE By Alexia Fukui Date 9/22/14 BU' WITH THE DESIGN CONCEPT ON 0 AND DOES NOT RELIEVE THE M I L B R x N D T ARCHITECTS BUILDING DIVISiCni FABRICATOR/VENDOR OF RESPO SIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY V A61 Ct OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 1 �G7 By: Todd R. Eaton Date: September 19,2014 CA CT FNUNEEBING INC N<, ,,\.\ \s‘ \. .\::s :r• C3 (8) * 8.12 _ us 8:12 (11) - c1 0 (2) 5:" - _ 6 :12 12 I I I17. b$ 8:12 �z Al 1L ; (3) 1... J GARAGE D1 -6' F 14'-2' I- 11' 1T-3 1/2' 1 251-8' *Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND REVISION-1: PROJECT TITLE: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER 1I �.. PLAN 3B R ( DESIGNER/ENGIINEEOF RECORD (� PLAN. DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS (-., TO TRUSS CONNEERIOFS.BUILDING Ali 3-B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO EVIWDAPPROVE OFALL p_ A :, - YDELIVERYLOCATION: SCALE: REVISION-3: DESIGNS RIOR 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' C c3 (8) V= 16'-5' qv 1 or Er ar C4 Illr Er I 4 6:12 C2(11) III 6:12 I 6:12 B1 61:72 12. us Al19 W / Milk. 6:12 I b I 77- 11E "" i CONFORMST0-DESIGN CONCEP ❑ 7 r ®CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH 14'i CONFORMSTO DESIGN CONCEPT WITH .I Lee 11�' I REVISIONS AS SHOWN REVISIONS NOTED �NON-CONFORMING REVISE&RESUBMIT ❑ NON-CONFORMING—REVIVE AND RESUBMIT I 1T�117' Cr}444P AS E R ENE L �%A Y I x i L l tF �4] [ - t FL'E-JE E HIS SHOP DRAWING HAS BEEN REVIEWED DR GENERAL CONFORMANCE Hs RR PESP f 1 0.AtYFNI = WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ka,rlw .sP cF. r_s.ANC .r a_CODE', L n.-HAVE PakRTr Dura-H:�SHOP uaarr::ac. FABRICATOR,':'ENDCR OF RESPONSIBILITY FOR CONFOR1ANCE ATH THE RU Alexia fukui Date 9/22/14 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY M I L B R A N D T ARCHITECTS OVER THIS SHOP DRAWING. CONTRACTOR SHALL`VERIFY ALL DIMENSIONS. By: Todd R. Eaton Date: September IN, 2014 CT ENGINEERING INC ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW PLACEMENT ONLY.F EFER TO 07/25/14 TRUSSIN CALCULATIONSTRUCTAND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL F REC R ��I I PLAN 3B INFORMATION.BUILDING III DESIGNERIENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO COMPANY..' 3-B / CHECKED BY: REVIEW AND APPROVE OF ALL & TRUSS DESIGNS PRIOR TO CONSTRUCTION. __ DELIVERY LOCATION: SCALE: REVISION-3: 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES,unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). ,, ,wO114,1 X9.,3 POP, 141`• : slue- .. A ' 1 ,g- rt, r 4 .C? `570NAt ,� l3 101411 -* EXPIRES 6/30/15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N16BTA SPACED 24.0" O.C. not exceed 1996 at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF P Wind: 140 mph, h=20.9ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 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=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall VON. 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 T 7-01 HM-4x4 3 I I 12 12 Q 6.00 6.00 M-3x4 �, 4 M-3x4 o- o v <I- c, ./- o/- �o c. 0 1-06 14-02 1-06 JOB NAME : POLYGON PLAN 3-B - Al ����o PRpFss Scale: 0.5115 GIN / /27/ WARNINGS: GENERAL NOTES,unless otherwise noted: w ff 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 'T g p I:. „ ®F� Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,.-r 3.Additional temporary bracing to insure stebiity 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 length by +� po HY permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ".., ff. DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** i r n i 4.No load should be appied to any component until alter at bracing and 4.Installation of truss is the responsibility of the respective contractor. "}� OREGON 44/ SEQ. : 6035306 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, �� ir design loads be applied to any component. and are for"dry condition"of use. Q -7}� 1 4' 2.0 �-.�„ TRANS I D: 406433 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, necessary. J F �`�` shipment and installation of components. 7,Design assumes adequate drainage is provided. j-i 1. 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 MI 11 111 1110 IIII III VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate in inches. 10. �+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311, EXPIRES:12/ 31/2015 I 1110lHIIl This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1.3=(-805) 265 6-1=(-115) 48 3-7=(0) 305 2x6 KDDF#1&BTR T1 SPACED 24.0' O.C. 2.3=( 0) 0 1-7=(-229) 648 BC: 2x4 KDDF#1&BTR 3-4=(-818) 7-4=(-226) 651 WEBS: 2x4 KDDF STAND LOADING 4.5=( 0) 32177 7- 4= -226 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24' OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7" -26/ 28V -48/ 46H 0.00' 0.00 9999 ( 0) ALL TOP CHORD AREAS NOT SHEATHED 14793V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0" -196/ 793V 0/ O 14 0/ OH 5.50" 1.27 KDDF 1.50" 1.27 KDDF ( 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 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000' @ 11'- 4.0" Allowed = 0.150" vertical members (000). MAX TL CREEP DEFL = 0.000' @ 11'- 4.0' Allowed = 0.200" MAX LL DEFL = 0.013" @ 27'- 0.0' Allowed = 0.150" Unbalanced live loads have been MAX TL CREEP DEFL = -0.014" @ 27'- 0.0" Allowed = 0.200' considered for this design. 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. not exceed assumes moisture content does 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 ilm-x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8, / 2 -/ Truss designed for wind loads M-3x5in the plane of the truss only. co o_ 1A-4x6 N co 12 44° 12 O 6.00 Q 6.00 rD c:, M-3x4+ co 4 0 8 1 M-3x6+(S) M-1.5x3 M-3x4 7-05 11-00 7-01 1-06 25-06 1-06 JOB NAME : POLYGON PLAN 3-B - Bi *<C o pFI°F46"s Scale: 0.2470 4./ � 1�1/� ���I- WARNINGS: GENERAL NOTES,unless otherwise noted: 1"� PE 17 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 t . y • Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ��.r 2.2x4 compression web braving must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ✓ 3.Additional temporary bracing to insure stehiity 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 by A"1�'' the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � ' DATE: 8/21/2014 Pa tr 9 3.2x Impact bridging or lateral braving required where shown++ si (r 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.SEQ. : 6035307 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, ,.. �Zf'OREGON At k 4,k design loads be applied to any component. and are for"dry condition"of use. / 4 V 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 ifn4 fabrication,handing,shipment and installation of components. ecessary. P n I: k 6.This design is furnished subject to the Imitations set forth 7.Designlatesassumes locatedadeqonne drainage is f provided.and fl 4. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII e 1 by 6.Plates shall be both faces of truss, placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines cdndde with Joint center Ines. 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(Muck) EXPIRES:12/31/2015 111E1111 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 H18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2.10=(-391) 2382 3.10=(-285) 195 BC: 2x4 KDDF #18BTR 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,M2OHS,MI8HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.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 net(-5 doff 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 = -0.138' @ 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 T 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, TCOL=4.2,BCOL=6.0, ASCE 7-10, 5 "hf (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5X6(S) M-5x6(S) load duration factor=1.6, Truss designed for wind loads 0.25" 3, in the plane of the truss only. 0.25" *le co M-1.5x3 +I M-1.5x3 1011/ c. o ..o 1 10 11 12 o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 0 M-3x5(S) i, ,/ ), y y y 9-06-04 8-11-12 ,, 8-11-12 9-06-04 y , , 20-00 17-00 , J, 1-06 37-00 1-06 ...<0\ PROpSS� JOB NAME : POLYGON PLAN 3-6 - C2 Scale: 0.1596 a WARNINGS: GENERAL NOTES,unless otherwise noted: Zl✓ J L+(]r�� � b /- Scale: 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 4' =9 t r E 1 end Warnings before construction commences. building component.Applicability of design parameters and proper. _.r'" Truss: C2 incorporation of component is the responsibtty of the building desgner. ✓ 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 stabMty during construction y o.c.and at 10'o.c.respectively unless braced throughout their length by ,fir s DES. BY: LJ is the responsib l ty of the erector.Additional permanent bredng at continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). )'" DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing ring quired wherepshown++ �L CaRECat3M�o �r/11 � 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibilityof the respective contractor. SEQ. : 60353 08 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 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 AQ A�- 14 P fabrication,handling, necessary. RR14.\- 6. 1 L„ shipment and installation of components. 7.Design assumes adequate drainage is provided. +l!-t 1. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII 1111 VIII VIII IIII IIII TPIM/TCA in BCSI,copies of which will be furnished upon request. pigs coincidewith jointae center Ines. " 9.Digitsindicatesize off platein inches. MiTek USA,Ina./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 1110111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, TC: 2x4 DF #18BTR; LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does 2x4 KDDF #18BTR TI, T4 SPACED 24.0' O.C. not exceed 19n at time of manufacture. BC: 2x4 DF #1&BTR; 2x4 KDDF #1&BTR 81 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"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.eft, 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), load duration factor=l.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND INC 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. 18-06 18-06 T T T 12-04-10 6-01-06 6-01-06 12-04-10 T T '( 1' 12 IIM-4x4 12 6.00 Q 6,00 M-3x5(S) 4,M-3x5(S) m Ctl 0 4 0 vd. _„5: o o M-3x5(S) o M-3x4 M-3x4 , y 1, 20-00 17-00 ; y y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C4 Scale: 0.2219 `�.ri,(� GP PROP WARNINGS: GENERAL NOTES,unless otherwise noted: � /�� -', �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ;92*.PE Truss C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braving 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 ,am. DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by reae�^ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ,� DATE: 8/21/2014 responsibilitybuilding g greplywoodIc�oeesuredhwgeresand/ordrywall c>. It the overall structure is the rea nsibi' of the designer. 3.2x Impact bridging or lateral bracingrequired 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. OREGON ^W 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, G. "i", A,. design loads be applied to any component. and are for"dry condition'of use. 1 1 4 1Q - 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 d� fabrication,handling, Dnecessary. �" `S V shipment and Installation of components. 7.Design assumes adequate drainage is provided. C 1., H.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 TPIIWTCA In SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 1111111111111111111111 V 9.Digits indicate size of plateten inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 1 111ii LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" 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- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(•311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF #1&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 <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.11=(-1706) 635 BC LATERAL SUPPORT <= 12'OC. 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 BAG REQUIRED BAG 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) OVERHANGS: 18.0" 18.0' 25'- 0.5" 0/ 855V 0/ OH 143.50' 1.37 KDDF ( 625) 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 vertical members (uon). COND. 2: Design checked for nett-5 psfl uplift at 24 'pc spacing.) 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' @ 0'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = 0.000' @ 0'• 0.0" Allowed = 0.200' GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION 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 not exceed 19% at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting 6-09-08 5-11-08 5-09 0-8 -08 ' 1�8-03-08 system and components and cladding criteria. Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 =M-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 6.00 D /- J 6.00 Q 6.00 load duration factor=1.6, N Truss designed for wind loads c in the plane of the truss only. M-4x6 Gable end truss on continuous bearing wall, a e C-1x2.6 or equal typical at stud verticals. M-3x5+(S) Refer to CompuTrus gable end detail for complete specifications. o M-3x4 de •+ C7 0 O O a r^ 11All'' r` ed 11111Ahli'' -c0 o M-3x4 M-1.8 5x3 M-3x8 0.250 11 O M-5x6(S) M-3x5 M-3x4+ y ), y k y y 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 y y y1-06 37-00 1-06 9, t0 PROPe, JOB NAME: POLYGON PLAN 3-B - Cl c `�_` % /Nq �` . Scale: 0.1712 t,I,F pc- -0 WARNINGS: GENERAL.NOTES,unless otherwise noted: r G 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 4,0 2.Design assumes the top and bottom chords to be laterally braced at • 3.Additional temporary bracing to insure stability during construction '.¢ DES. BY: LJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q Po ty Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7 OREGON 44, DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ G. 4, b 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. ./j.. -T} 4...n(} � TRANS I D: 406433 .,.,. SEQ. : 6035 310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, V O design loads be applied to any component. and are for"dry condition"of use. 4 :� f L�- 5.CompuTrus has no control over end assumes no responsibility for the e•Design assumes full bearing at all shown.Shim or wedge if fabrication,handIn shipment and Installation of components. necessary. 9• P Po 7.Designlatesassumesadequateonedthinace is oprussed. ,a 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center nn 111111111111111111111 TPIMlrCA In SCSI,copies of which will be famished upon request. git coincideictwith joint ain nche. EXPIRES:12131/2V 15 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) 1111111 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 KDOF #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=(-287) 1959 11- 4=( -45) 563 WEBS: 2x4 KDDF STAND; 3- 4=(-2513) 541 12-13=(-200) 1645 4.12=( -710) 250 2x4 KDDF STUD A LOADING 4- 5=(-1757) 469 13-14=(-458) 2787 12- 5=( -352) 1302 LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 8.13=( -111) 464 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- B=(-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 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C18,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,M20HS,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" 2.78 KDDF ( 625) FOND. 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 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' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 p M-4x6 Q 6.00 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-5x6(S) :t%,1/4 M-3x4 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3.1,` M-5X8(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), 0.25" load duration factor=1.6, Truss designed for wind loads 0.25" in the plane of the truss only. o- M-1.5x3 //\ +/+ Noo. M-1.5x3 \. 14M-3x10 m o M-6x8 m o 1 "M-3x6 10.25" M-3x8 M-5x6 1`12 13 . oo M-5x8(S) a 3.00 3.00 1 ,-- 12 12 12 J' y )- )' y )" J' y 9-05-06 9 00-10 2-03-01, 7-10-08 , 8-04 , , yy y 1-0620-09-08 7-10-08 8-04 1-06y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C3 0 _ o,,„ „, / Scale: 0.1596 fCI � ? WARNINGS: GENERAL NOTES,unless otherwise noted: �AAArrri��� �I"pc- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual = •®f-E r Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibiity 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 �s�1I�. 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 P•'" Po ty continuous sheathing such as plywood where and/or drywal C). d q„ DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �c 4.No load should be appied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON f f/` SEQ. : 6035311 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� 1/,� ANO` .C, design loads be applied to any component. and are for"dry condition"of use. 1 4 2 �"t- TRAN S I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.aDesigarer)sumes full bearing at all supports shown.Shim or wedge if �iV/`� t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "C R IRILY 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 VIII VIII VIII VIII II II VIII VIII I II IIITPIM?CA In BCSI,copies of which will be furnished upon request. linescoincide with joint center tines. in 9.Digits indicate size of platete inches. nches. 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 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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 BC: 2x4 KDDF #18BTR SPACED 24.0' 0.0. 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=1 -44) 469 WEBS: 2x4 KDDF STAND 3- 4=( -839) 188 8- 5=(-279) 219 LOADING 4- 5=( -839) 188 TC LATERAL SUPPORT <= 12'OC. 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=( 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 'oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.026" @ 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 = -0.081' @ 3'- 11.4' Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012' @ 17'- 0.0' 8-08-12 8.08-12 MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0' T ,r 1 NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. 1' '1 1' T ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p HM-4x4 4 6.00 4 , Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4141111111 4.0 (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. M-1.5x3 M-1.5x3 3 CO P3 0 Cr Ot 8 sh, M-3x4 M-3x8 M-3x4 y ). )' 8-08-12 8-08-12 ), .1 ). .1- 1-06 17-05-08 1-06 �Q` 0 PR Q Fs JOB NAME : POLYGON PLAN 3-B - D2 5 GIN '�% Scale: 0.3117 Q/41 � WARNINGS: GENERAL NOTES,unless otherwise noted: 4w q1,,. 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 .921/PE Truss: D2 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. ;e. , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by OAP,' is the responsibility of the erector.Additional permanent bracing of (B ) continuous sheathing such as plywood sheathing(TC)eres and/or drywall C. n. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ `+ 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. "fr OREGON 4,/ SEQ. : 60353 1 2 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, �2 74 b design loads be applied to any component. and are for"dry condition"of use. 14 r)0-\ A-`t•• TRANS I D: 406433 5.CompuTus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �(- fabrication,handling,shipment and installation of components. necessary. e is provided. '17E,.?E!)t_ 6.This design Is furnished subject to the Irritations set forth by 8.Platesshallbe locateassumes gd on both faces of truss,and placed so their center CC+l L. IIIIII VIII VIII IIII VIII I III VIII IIII IIII TPIIWfCA In SCSI,copies of which will be furnished upon request. git cindiawith joint aIn i Ines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( IC: 2x4 KDDF If1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind 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. 8-08-12 8-08-12 T T T 12 12 IM-4x4 6.00 17 Q 6.00 3 co 4 co o- o 0 1 0 M-3x4 M-3x4 1, y y ), 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D1 1.(\to �R� � Scale: 0.4363 4s1 `�` / fir ' ��0 WARNINGS: GENERAL NOTES,unless otherwise noted: (]�f (p7' -lf,,. 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual .92..r C. Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper ��.r� �",. 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibihty 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 �a�11�w DES. BY LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectivey unless braced throughout their lenggth by ,r,�, Alaa"' Po dY continuous sheathing such as plywood sheething(TC)and/or drywall(BC). , DATE• 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC OREGQN 40 `, 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. 7 q SEQ. : 6 035313 fastenets are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, lw/ 1, `�.. design loads be applied to any component. and are for"dry condition"of use. © 14 Q` TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the e•Design e�sumes full bearing at all supports shown.Shim or wedge if /8y(` •b83 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - r7 `�,-L 8.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 Milli II II VIII IIII VIII I II VIII III IIIITPINVECA in BCSI,copies of which will be furnished upon request. Ines coincide withjoint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1o.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 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFJCq=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 q1&BTR SPACED 24.0' O.C. 2.3=(-282) 108 8-5c(-129) 497 2.8=(-100) 351 WEBS: 2x4 KDDF STAND 3.4=(-320) 106 8.3=( 0) 143 LOADING 4.5=(-622) 171 8.4=(-314) 229 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( 0) 76 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SG.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 IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net1-5 nsf) uplift at 24 'oc spacin0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09-04 8-08-12 MAX LL DEFL = -0.010' @ 7'- 0.0" Allowed = 0.529" MAX LL DEFL = 0.013' @ 13'- 0.0" Allowed = 0.150° MAX TL CREEP DEFL = -0.014' @ 13'- 0.0' Allowed = 0.200" 0-05-08 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079' @ 7'- 2.8" Allowed = 0.514" T T - 1' 12 12 MAX HORIZ. LL DEFL = 0.004" 0 11'- 0.5" 6.00 Q 6.00 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5' NOTE:Design assumes moisture content does HM-4X4 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. IliWind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 \ load duration factors;ds'Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads 1 in the plane of the truss only. AIIl M-1.5x3 a Lo 0 c) co I G� C O 7 - 8 M-1.5x3 M-3x8 M-3x4 0 y y .,1- 2-09-04 2-09-04 8-08-12 1, y 11-06 1-06 JOB NAME : POLYGON PLAN 3-6 - D3 Scale: 0.3840 �5�� �)"RQF�ss�0 v ` I ZIIT WARNINGS: GENERAL NOTES,unless otherwise noted: ^S1 19,.< 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 . ,f L.. Truss D3 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 stability during construction r,,, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by �, - � � po fly permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). ! DATE• "8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 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. "j� OREGON 4,/ SEQ. : 6035314 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, 4o" 2,0 4. `A design loads be applied to any component and are for"dry condition"of use. 1- 1'4 z. �4. TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Designenary. assumes full bearing at all supports shown.Shim or wedge if itl Ay ry fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. r7 R IL1+- V 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 III II VIII VIII VIII II II 111111111111111 TPI/WTCA in BCSI,copes of which will be furnished upon request. lines coinddewith jointcenterlines. 9.Digits indicate size off plate in inches. 10. n MiTek USA,IAC./COmpuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Wel() EXPIRES,12/31/2015 ` IN 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-66) 15 TO 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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 'COND. 2: Design checked for net1-5 psfl uplift at 24 "oc spacing.' 6.00� REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013° @ -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=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, vr o Truss designed for wind loads in the plane of the truss only. M,r- O o o Ole 2 4 M-3x4 y y 1, 1-06 2-00 [PROVIDE FULL BEARING;It<• 4 i JOB NAME : POLYGON PLAN 3-B - El Scale: 0.9632 r•�,,5's , `ryGRNQF�SVao /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 444 f(((+]14/ f'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 79 ,P E /- T r u s s: El and Warnings before construction commences. bulking component.Applicability of design parameters and proper 2.204 compression web bradng 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: 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 by the overall structure Is the responsibility i of thedesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ; "•" DATE: 8/21/2014 P tY building 9 3.2x Impact bridging or lateral bradng required where shown++ alCr 4.No load should be appied to any component until aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON lo SEQ. : 6035315 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, VA/ j �� �( design loads be applied to any component. and are for"dry condition"of use. / _7 1 4 TRANS I D: 406433 5.CompuTrus has no control over and assumes no reaponsib tity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �P fabrication,handing,shipment and Installation of components. necessary, provided.s n R`y { 6.This design is furnished subject to the Imitations set forth by 8.Platesshallbe locateassumes d uoneboth faces drainage of truss,and placed so their center rl btu IIIIII VIII VIII VIII VIII VIII VIII[III[IIITPI/WTCA In SCSI,copies of which will be furnished upon request, lines cowith Joint center lines. 9.Digits indicate size of plate In Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988 [Tek) EXPIRES:12/31/2015