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Plans v 5` ❑ CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED XT NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAYF.NG HAS BEEN REABINED FOR GENERAL CONFORMANCE WITH DESIGN CONCE% ONLY AND GOES NOT ti'IEJE T^E FABRICAT0RIVENDOR OF RESPONSIBLITY FOR CONFO?MANCE WIT-.DESIGN DRA'A N�>.SPECIFICATIONS.AND APPLICABLE CODES.ALL OF WHICH HAVE fy� PROI1JT'CIVIERTH!SSHOPDRAWING. By David R Burnett Date 10/28/14 MILBRAN DT ARCHITECTS ® CON RM TO DESIGN CONCEPT 00, 0 ❑ CONF DRM 3 TO DESIGN CONCEPT WITH REV ION AS SHOWN ❑ NON- ON ORMING-REVISE AND RESU 3MIT THIS SHOP DRA Cr. AS BEEN REVIEIO FOR GENERAL GON ORiIME WITH:HE DES- COCEPT C#Y AND DOES NOT RELIEVE T E r• FABR ATORIV DOR F'r.ESPONSISILITY FOR CONFORMAFKE WIT?THE NS? DRAM': S SPE:IFICATIONS.A I OE MN?CH HAY PRIORITY ! r CVER THIS SH DRIti;,, CONTRACTOR SHALL VERIFY AL DIVERSIONS. A: By: Todd at n Date:Octob 30 014 CT EN N EKING INC RECEIVED DEC 3 0 20'5 CITY OF TICS RD M. a WILDING DIVI ION 8 8 zS 8 IRV .a IM: 12 1 :1 W 1 :i H4:1 8 0 �s r �r-�• r-r �4r .6• NO ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE.' ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/28/14 ;RUSSSCALCu"nno SAND° ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS IGNERI NFOR GINEE L FURTHEPaeffidLumber INFORMATION.BUILDING 3413-A POLYGON NW DESIONSIBLE FOR OF RECORD PLAN: DRAWN BY. REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS E TRUSS CONNECTIONS.BUILDING 3413-A / A-NH CHECKED BY: �RIEVIEW��RO°VE OFFALLL TO TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. GARAGE RIGHT 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ❑X CONFORMS TO DESIGN CONCEPT t CONFORMS TO DESIGN CONCEPT WITH '� REVISIONS NOTED NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DPWANNIC HAS BEER REVIEWED FOR GENERAL WNFORIA NCE WITH DESIGN WNCEPT ONLY AND DOES NOT REUNE THE FABRICATORA_NDOR OF RESPONSiB'1TY FOR CONFORMANCE WITH DES'GN DRAWINGS,SPEDFICATIMS,AND tYP UCABLE CODES,AL OF W.ti,r.HAVE V 1I PRIOR ar.R.THIS SHOP DRAW 1NG. 1. I By David R Burnett Date 10/28/14 MILBRANDT ARCHITECTS ® CONIF DRM 3 TO DESIGN CONCEPT CONF DRM 3 TO DESIGN CONCEPT:VIT: REV! ION AS SHOWN ❑ NON ON1 ORMING-REVISE AND RES JBMIT TNT$SHOP DRA VING AS BEEN REVIEWED FOP.GENERAL I',''FORVANCE CTH THE DES I. "EFT ONLY AND DOES NOT RELIEVE HE FABRIA : F FOR OY44 AITH. T.HE DESIGN DRAHi A SPECIFICATIONS ALL OF WHICH N 'E FRICAITY OVER THIS SH DRAINS. CDNTRA.CTORR SHALL VERIFY L DIIENSION Bv: Todd Eat n Este:Octo r 30 2014 CT EN N ERING INC A v 1 :12 0.91 12 :12 I A • b :U2 L �rJ=� 34'-0' 2T C Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/28/14 TPLACEMENT RUSSSC LCULATIOS MID° ENGINEERED STRUCTURAL PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER 3413-A POLYGON NWINFORMATION.BUILDING ftcffiUumber DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: TO�NSIBLE FOR ALL NON-TRUSS TRUSS CONNECTIONS.BUILDING 3413-A / A-NH CHECKED DEE SIGNER ENG R OF RECORD TO BY.' APP REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE., REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. & TRUSS GARAGE RIGHT 1/8"= 1' i I All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Job Transmittal MiTek USA, Inc. NNI NIN III INTI IIN II INI III 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951)273-0040 Transaction ID: 410990 TO: PACIFIC LUMBER & TRUSS DATE: 10/23/2014 ATT: Bob Caims Drawings Repairs Sequence #'s Description 13 0 6095204-6095216 3413-A POLYGON NW1 -3413-A POLYGON N Transmittal Notes: Design Notes: FTP:410990.zip 10/23/2014 11:33:23 AM Page 1 11111111111111 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0' -5 'o TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1,15 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does 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. Connector late prefix designators: DL ON BOTTOM CHORD = 10.0 PSF P P A TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22.7it, TCDL=4.2,BCDL=6.0, ASCE 7.10, M,M20HS,MIBHS,M16 = MiTek IT 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equaltruss tanypicontinuous bearing wall UON. cal at stud verticals" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 7-07-02 7-06-14 complete specifications. 12 12 10.90 M 4x4 10.90 0 N O O V7 O O LK� p O M-3x4 M-3x4 L L ) 1.00 15-02 1-00 JOB NAME : 3413-A POLYGON NW - Al 0 PROF�+s Scale: 0.3516 aj ��yGIN WARNINGS: GENERAL NOTES,unless otherwise noted: 10���!17- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 92 P E Truss: Al 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 rmm nalblaly of the building designer. 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the top and bottom chords to be lateraay braced at DES. BY: EE Is the responsibility of the erector.Addilonal permanent bracing of ccontinuous sheathings such as plywood heathiinngthroughout (TC)a a or a Irywen(Bc) DATE: 10/23/2014 the overall structure Is the responsibility of the bulking designer. 3.2x Immppaect bridging or lateral bracing required where shown++ (� 4.No bad should be applied to any component until after as bracing and 4.lnstaaat on of truss is the responsibility of the respective contractor. '� A_OREGON SEQ. : 6095204 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, a design beds be applied to any component. and are for"dry condition"of use. L� �.tt y QR TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If 14necess y. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shelf be located on both faces ofrutr ss,and placed so their center (VIII VIII VIII VIII VIII(IIII VIII IIII IIII TPINVTCA In SCSI,copies of which will be tarnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MfTek) EXPIRES:12/31/2015 ' l IIIIIIIIIII�II This design prepared from computer input by At , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 20 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 1. 3=(-724) 317 1. 8=(-421) 531 3. 9=(-412) 423 2x6 KDDF #16BTR T1 SPACED 24.0" O.C. 2. 4=( 0) 0 B- 9=(-387) 534 4- 9=(-284) 490 BC: 2x4 KDDF #16BTR 3- 4=(-545) 308 9- 6=(-185) 448 9. 5=(-164) 138 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT - 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL SLOPED TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -750/ 622V -126/ 134H 153.50' 1.00 KDDF ( 625) ______= REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5' 0/ 318V 0/ OH 153.50' 0.51 KDDF ( 625) 27'- 6.0' -269/ 778V 0/ OH 5.50' 1.24 KDDF ( 625) OVERHANGS: 0.0' 12.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2 Desian checked for net(-5 sf) uplift at 24 "oc s acin vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.015' @ 19'- 11.0' Allowed = 0.712' Unbalanced live loads have been MAX TL CREEP DEFL = -0.020' @ 191- 11.0' Allowed = 0.950" considered for this design. MAX LL DEFL = -0.002' @ 28'- 6.0' Allowed = 0,100' Connector plate prefix designators: MAX TL CREEP DEFL = -0.003' @ 28'- 6.0' Allowed = 0.133' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. LL DEFL = -0.007' @ 27'- 0.5' M,M20HS,M18HS,M16 = MiTek MT series MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" 1-00 27-06 NOTE:Design assumes moisture content does 14-09 2-06-05 3-07-11 3-08-09 3-10-07 not exceed 19% at time of manufacture. M-4X6+ Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 10.907 10.90 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M 5X6+ Truss designed for wind loads in the plane of the truss only. Gable end truss on continuous bearing wall UON, M-4x6 M-1x2 or equal typical at stud verticals. M-5x6+ Refer to CompuTrus gable end detail for oo complete specifications. 0 orn 0 c2 M-1.5x3 M-3x6 LID u7 C. 9 �o M-3h 0.25" M-3x4 M-3x5+ M-5x12(8) 19-11 7-07 1-00 27-06 1-00 PROFFs JOB NAME : 3413-A POLYGON NW - B1 Sale: 0.1670 /MG(N WARNINGS: GENERAL NOTES,unlessotherwise noted: �/ AV/�� r 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual 92 PG Truss: B 1 and Warnings before construction commences. Wilding component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responslbility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Motif naI temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively union braced throughout their length by DES. BY: EE Is the responaibiltty of the erector.Additional pe m�nent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywalKBC). DATE• 10/23/2014 the overall structure Is the responsibility of the Wilding designer. 3.2x Impact bridging or lateral bracing required where shown++ LY 4.No bad should be applied to any component unlit after all bracing and 4.Installation of irum Is the responsibility of the respective contractor. '� A_OREGON 1(,/ SEQ. : 6095205 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be weed In a noncorrosive environment, design bads be applied to any component. and are for"dry condition'of use. /� -7 i 4 TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �Q fabrication,handing,shipment and Installation of components. necessary. 7.Design assumes adequate drainage Is provided. 6.This design is fumished subject to the Imitations set forth by 8.Plates shad be located on both faces of buss,and placed so their center IIIIII VIII VIII(IIII I III VIII VIII IIII IIII TPIANTCA In BCSI,copies of which will be furnished upon request. Tines coincide 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(MITsk) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0' Fco—ND. 2i—Design checked for neti-5 osf) uplift at 24 loc spacing.] TC: 2x4 KDOF N18BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF 818BTR SPACED 24.0" D.C. not exceed 194 at time of manufacture. TC LATERAL SUPPORT - 12'OC. UON. LOADING Design conforms to main windfarce-resisting BC LATERAL SUPPORT - 12'OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 m h, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, considered for this design. P LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20H$,Ml8H$,Ml6 = Mprek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 Ir 13-04-09 6-08-07 6-08-07 13-04-09 12 I'M-4x4 12 7.50 Q 7.50 M-3x5(8) M-3x5(8) N O V <D tD o q O O O M-W(S) M-3x5(S) M-3x4 M-3x4 15-11 8-04 15-11 2-00 40-02 �POMPROFFS JOB NAME : 3413-A POLYGON NW - C1 Scale: 0.2013 ��yGIN WARNINGS: GENERAL NOTES,unless otherwise noted: 4t! /o/ f 1.Builder and erection contractor should be advised of end General Notes 1.This design is based only upon the parameters shown and is for an Individual 2 PE { Truss: C 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 Inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al DES. BY" E E responsibility y dura n co bracing of 2'o.c,and at 10'o.c.respectively union braced throughout their Ienr by Is the res sid of the erector.Additional ( ) continuous sheathing such ea plywood sheathing(TC)and/or drywall BC. DATE: 10/23/2014 the overall structure lie the responsibility of the building designer. 3.2x Immppact bridging or lateral bracing required where shove++ Q 4.No load should be applied to arty component until after all bracing and 4.instapstion of buss le the responsibility of the respective corhtractor. OREGON d(� SEQ. : 6095206 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, �, �I design b �Gads be applied to any component and are for"dry condition"of use. / i. TRANS I D: 410990 5.CompuTrus has no r and anumes no responsibility for the 6.control over Design assumes full bearing at all supports shown.shim or wedge If Q 14 2 P} fabrication,handing,sNpment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design le fumished subject to the imitations set forth by 8.Plates shad be located on both faces of Fun,and placed so their anter R R V G cA In SCSI,copies of ch wil be fines (VIII VIII VIII VIII VIII VIII VIII IIII IIII MTITpekU SA,Inc./CompuT us iSoftware 7.6.6(1 L En squeal. 10.For basic connector piste design values see ESR-1311,ESR-1988(MITek) e Wth Mnt center in". 9,Digits Indicate size of late In Inches. EXPIRES:72/31!2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0' IBC 2012 MAX MEMBER FORCES 4WRIDOF/Cq=1.00 TC: 2x4 KDDF M16BTA LOAD DURATION INCREASE = 1.15 1. 2=( 0) 120 2-10=(-710) 2343 3-10=(-296) 328 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2- 3=(-2653) 1012 10-11=(-484) 1960 10. 4=(-242) 566 WEBS: 2x4 KDDF STAND 3. 4=(-2542) 1127 11.12=(-181) 1443 4.11=(-684) 568 LOADING 4- 5=(-2042) 1082 12.13=(-489) 1818 11. 5=(-477) 1039 TC LATERAL SUPPORT <= 12'00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2045) 1098 13. 8=(-712) 2118 5.12=(-476) 1041 BC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2552) 1180 12. 6=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=(-2662) 1054 6-13=(-278) 575 OVERHANGS: 24.0' 12.0' 8. 9=( 0) 60 13. 7=(-297) 361 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA M,M20HS,M18HS,M16 MiTek MT series LIVE LOAD AT LOCATION($) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0' -354/ 1921V -318/ 324H 5.50' 3.07 KDDF ( 625) 401- 2.0' -306/ 1795V O/ OH 5.50' 2.87 KDDF ( 625) ICOND. : Design checked for net -5 sf) uplift at 24 'oc s acin VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0,200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = 0.135' @ 13'- 5.5" Allowed = 1.962' MAX TL CREEP DEFL = -0.254' @ 151- 11.0' Allowed = 2.617' MAX LL DEFL = -0.002' @ 411- 2.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 41'- 2.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0,061" @ 39'- 8.5' MAX HORIZ. TL DEFL = 0.096' @ 39'- 8.5' 20-01 20-01 NOTE:Design assumes Moisture content does 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 not exceed 19% at time of Manufacture. Design conforms to main windforce-resisting 12 M-4x6 12 system and components and cladding criteria. 7.50 Q 7.50 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 5 4y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(S) M-5x6(S) inuthedplaneeoffor thewind trussoads only. 0.25" 0.25" r M-1.50 M-1.50 r) 0 v 1013 o M-3x6 M-3x4 b.25" 0.25" M-3x4 M-3x6 0 M-5x6(5) M-5x6(S) 8-03-08 7-07-08 8-04 7-07-08 8-03-08 2-00 40.02 1-00 o PRo�Fss JOB NAME : 3413-A POLYGON NW - C2 Scale: 0.1380 � {��1�(N WARNINGS: GENERAL NOTES,unless otherwise noted: P'c /� 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual G E Truss: C2 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 In ure stability during construction 2.Design assumes the top and vel un chords c d t rougho braced et DES. BY E E is the responsibility of the erector.Additional permanent bracing of 2'o.c.end al 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE• 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or laterad bracing required where shown++ Q 4.No bad should be applied to any component unfit after al bracing and 4.InstaBetion of truss is the responsibility of the respective contractor. "� OREGON SEQ. : 6095207 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, design bads be applied to any component, and ere for"dry condition"of use. / 'qY N�. TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the e. Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handing,shipment and Installation of components. necessary. 7.Plain assumes adequate both face is provided. 6.This design la furnished subject to the Imletlana set forth by a. Plates shell be located on both feces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WTCA in SCSI,copes of which will b.Nmtahed upon request. lines coincide with Joint center Ines. B. lines Indicate size ofvvleen in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector of ate design values see ESR-1311,ESR-1889(MITek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION IN = 1.15 1. 2=( 0) 120 2-12=( -708) 2287 3.12=( -296) 328 8.17=( -17) 367 Be: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2. 3=(-2618) 1012 12-13=( -482) 1903 12. 4=( -243) 566 17. 9=(-835) 497 WEBS: 2x4 KDDF STAND 3. 4=(-2474) 1127 13-14=( -181) 1382 4.13=( -684) 569 9-18=(-372) 1133 LOADING 4. 5=(-1975) 1081 14-15=( -26) 62 13. 5=( -474) 1048 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1942) 1157 16-17=( -747) 2314 5.14=( -592) 1007 Be LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2187) 1154 17-18=(-1214) 3147 14. 6=(-1112) 744 TOTAL LOAD = 42.0 PSF 7- 8=(-2271) 1054 18.10=(-1351) 3531 14-16=( -376) 1641 OVERHANGS: 24.0' 12.0' 8. 9=(-2819) 1149 6-16=( -482) 1050 LL = 25 PSF Ground Snow (Pg) 9.10=(-4299) 1745 7-16=( -198) 173 Connector plate prefix designators: 10.11=( 0) 60 15-16=( -87) 0 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16. 8=( -622) 351 M,M20HS,MIBHS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.01 -354/ 1921V -318/ 324H 5.50' 3.07 KDDF ( 625) 40'- 2.0' -306/ 1795V 0/ OH 5.50- 2.87 KDDF ( 625) COND. 2: Design checked for net(-5 f u lift at 24 'oc s acin VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -21- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' 20-01 20-01 MAX LL DEFL = 0.199' @ 261- 8.5' Allowed = 1.962" MAX TL CREEP DEFL = -0.354' @ 26'- 8.5' Allowed = 2.617" 6-11-13 6-06.10 6-06-10 4-05-08 2-02-04 5-03-04 5-05 2-09 MAX LL DEFL = -0.002' @ 41'- 2.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ 41'- 2.0' Allowed = 0.133' 12 M-4X6 12 MAX HORIZ. LL DEFL = 0.096' @ 39'- 8.5" 7.50� Q 7.50 MAX HORIZ. TL DEFL = 0.161' @ 39'- 8.5" 4.0" 5 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1 M 3x5 Design conforms to4:1 mein windforce-resisting system and components end cladding criteria. M-5x6(S) 0.25" 4 0.25" M-5x6(S) Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads + + M-3X4 in the plane of the truss only. M-1.50 + + M-3x5 Go M-3x8 CD 0 12 3 14 1518 M-3x4 2XWEDGE 1 1 o M-30M-3x4 F25" M-4x10 o M-5x6 0 M-1.5x4+ M-1.50 M-1.5x4+ M-5x6(8) M-5x8 3.75 Cz:- 12 4 L 8-03.08 7-07-08 8-05-12 2-04 5-06-12 5-05 %8 L2-00L 26-10-08 10.10 2-05-0 2-00 40-02 1 00 JOB NAME : 3413-A POLYGON NW - C30PRO F�ss Scale: 0.1338 cJ �tJGiN ©� WARNINGS: GENERAL NOTES,unless otherwise noted: �,l /P 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter:shown and is for an Individual 92 G P E 9(' Truss: C3 and Warnings before constriction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the respondbmty o1 the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chorda to be laterally braced at �r DES. BY: EE le the responaldlny of the erector.Additional pemrensnt bradrg of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 10/23/2014 ph 9 g 2x Imp continuous sheathing such as plywood here ow-drywai(BC). . the overall structure is the responsibility of the building designer. 3.2x Impact bridgingor lateral brad required where shown++ (� 4.No bad should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON (v SEQ. . 6095208 fasteners are complete and at no time should any bads greater than 5.Design assume trusses are to be used in a non-corrosive environment, �„ - design beds be applied to any component and are for"dry condition"of use. / TRANS I D: 410990 5.CompuTrue heli no control over and assumes no responslWlity for the 8.Design assumes lull besting at all supports shown.Shim or wedge If fabrication,handing,shipment and installation of components. necessary. 7.Design assumes be adequate drainage' provide!. 8.This design Is fumlahed tabled to the imitations set forth by e.Plates shall be bcefedppon both faces of Wali,and placed so their center rl CA In BCSI,copies of ch YAN be furnished Ones coincide joint center Ines. IIIIII IIII VIII VIII 111111111111111 IIII IIII MiTek USA,Inc./CompuTrus iSoftware 7.6(1 L En request 10.FDo basic ccoonnedo rfplato design values see ESR-1311,ESR-1988(MiTek) " EXPIRES:12/31/2015 I�IIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF k18BTRLOAD DURATION INCREASE = 1.15 1. 2=(-2618) 1090 1-11=( -766) 2305 2.11=( -306) 399 15. 7=(-622) 351 Be: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2- 3=(-2492) 1227 11.12=( -481) 1908 11. 3=( -322) 582 7.16=( -17) 367 WEBS: 2x4 KDDF STAND 3. 4=(-1979) 1110 12-13=( -198) 1385 3.12=( -688) 568 16- 8=(-836) 497 LOADING 4. 5=(-1942) 1171 13.14=( -26) 62 12. 4=( -473) 1052 8-17=(-372) 1133 TC LATERAL SUPPORT - 1210C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2188) 1153 15.16=( -766) 2315 4-13=( -592) 1007 Be LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2272) 1053 16-17=(-1214) 3148 13. 5=(-1112) 748 TOTAL LOAD = 42.0 PSF 7. 8=(-2820) 1148 17. 9=(-1350) 3531 13-15=( -394) 1644 OVERHANGS: 0.0' 12.0' 8- 9=(-4300) 1744 5.15=( -482) 1050 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 60 6.15=( -198) 173 For hanger specs. - See approved plans 14-15=( -87) 0 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,CI8,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,(Or n Mprek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 01- 0.0" -265/ 1687V -309/ 302H 5.50' 2.70 KDDF ( 625) 40'- 2.0' -310/ 1804V 0/ OH 5.50' 2.89 KDDF ( 625) COND : Onion checked for net(-5 sf) uplift at 24 'oc s acin VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.201' @ 26'- 8.5' Allowed = 1.962• 20-01 20-01 MAX TL CREEP DEFL = -0.354' @ 26'- 8.5' Allowed = 2.617' MAX LL DEFL = -0.002' @ 411- 2.0' Allowed = 0.100" 6-11-13 6-06-10 6-06-10 4-05-08 2.02-04 5-03-04 5-05 2-09 f MAX TL CREEP DEFL = -0.003' @ 41'- 2.0" Allowed = 0,1331 12 12 MAX HORIZ. TL DEFL = 0,161' @ 39'- 8.5' 7.50 M-4x6 Q 7.50 E 4.0" not exnassumes moisture exceed 19% attimeofmanufacture. 4 hI Design conforms to main windforce-resisting M-5x6 1 M-5x6(S) system and components and cladding criteria. M-3x5 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" 0,25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 (0 + + M-3x4 M-1.50 + + + + M-3x5 do M-3x8 0 0 15 r- 16 0 1•• 11 t2 13 14 M 3x4 2MWbDGE 1 a CD o M-3x6 M-3x4 0.25 M-4x10 0 0 M-1.50 M-1.5x4+M-1.5x4+ M-5x6(S) M-5x8 3.751 12 L L k L L L L 8-03-08 7-07-08 8-05-12 2-04 L 5.06.12 5-05 05-01 L 26-10-08 10-10 2-05-0�1 L 40-02 1-00 JOB NAME : 3413-A POLYGON NW - C4 ��x,,�0 PROFFss Scale: 0.1429 �5 l�GIN 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 P E Truss: C4 and Warnings before construction commences. building component.Applicabilitylofesign parameters and proper 2.2c4 compression web bracing must be Installed where shown+. Incorporationcomponentresponsibility of the building designer. 3.Additional temporary bracing to Insure stability duringction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent hreconstrudng of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood aheathirg(TC)and/or drywa8(BC). DATE• 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Immppaact bridging or lateral bracing required where shown++ Q 4.No bad should be applied to any component unlit after allbradrg and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6095209 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, 1� design bads be applied to any component. and are for"dry condition"of et all n assumes full bearing g use.supports shown.Shim or wedge if 1 4 Q. TRANS I D: 410990 5.CompuTrus hes no control over and assumes no responsibility for the 8. (AP fabrication,handing,shipment and Installation of components. necessary. 7.Design assumes adequate drainage Is provided. ��R y 6.This design Is furnished subject to the Imitations set forth by 8. Plates sham trues,be located on both faces of tr as,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINYTCA In SCSI,copies of which call be furnished upon request. Ines coincide sl Joint center Ines. a.Digits indicate size of late in Inches. MITek USA,Inc./COT uTrus 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 40'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATIONINCREASE = 1.15 1. 2=(-2667) 1090 1- 9=(-765) 2361 2- 9=(-303) 399 BC: 2x4 KDDF d1&BTA SPACED 24.0' O.C. 2. 3=(-2560) 1227 9-10=(-483) 1965 9. 3=(-321) 582 WEBS: 2x4 KDDF STAND 3. 4=(-2047) 1110 10-11=(-198) 1445 3-10=(-688) 567 LOADING 4. 5=(-2045) 1097 11-12=(-506) 1821 10. 4=(-478) 1043 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1179 /2. 7=(-729) 2119 4.11=(-476) 1041 BC LATERAL SUPPORT <= 1210C. UON. OL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-2662) 1053 11. 5=(-686) 567 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 60 5.12=(-278) 575 OVERHANGS: 0.0' 12.0' 12. 6=(-297) 361 *• For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 01- 0.0' -265/ 1711V -309/ 302H 5.50' 2.74 KDDF ( 625) M,M20HS,MiBHS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0' -310/ 1804V 0/ OH 5.50' 2.89 KDDF ( 625) CON Checked for net -5 a uplift at 24 ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137' @ 261- 8,5' Allowed = 1.962' MAX TL CREEP DEFL = -0.255' @ 15'- 11.0' Allowed = 2.617' MAX LL DEFL = -0.002' @ 41'- 2.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 41'- 2.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.061' @ 39'- 8,5' 20-01 20-01 MAX HORIZ. TL DEFL = 0.096' @ 39'- 8.5' 6"11-13 6-06.10 6-06-10 6-06-10 6-06-10 6-11-13 NOTE:Design assumes moisture content does not exceed 19� et time of manufacture. 12 12 Design conforms to main windforce-resisting 7.50 M-4X6 Q 7 50 system and components and cladding criteria, 4 4.0' Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5xfi S 1 Truss designed for wind loads ( ) M-5X6(S) in the plane of the truss only. 0.25" 0.25" 0 + + M-1.5x3 M-1.5x3 o C) 0 912 o 1M�-3x6 M-3x4 18.25" 0.25)1 M-3x4 M-M M-M(S) M-5x6(S) L L L L 6 8-03-08 7-07-08 8-04 7-07-08 8-03-08 40-02 1-00 Eli PROF JOB NAME : 3413-A POLYGON NW - C5 Scale: 0.1604GIN WARNINGS: GENERAL NOTES,unless otherwise noted: /o/ 1.Builder and erection contractor should be advised of ON General Notes 1.This design is based only upon the parameters shown and Is for an Individual { Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredrg mat 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 tha top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively union braced throughout their le lith by DATE: 10/23/2014 responsibility ply g g 2x Impact plug such l pywooeeuired where sowndrywaMBc). the overall structure Is the res nald of the building designer. 3.co Impact I or lateral s plywood required where shown and/or i Q SE 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� OREGON TRANS I D: 410990 46S E complete and at no time should any loads greater then 5.Design assumes busses are to be used In a non-corrosive erwlronment, �, �� design beds be applied to any component. and ere for"dry condition"of use. / +� C3 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If v 1 q 4 2P fabrication,handing,shipment and Installation of components. 7.necessary. V 6.This design is furnished subject to the limitations set forth Design assumes adequate drainage le provided. y 0- IIIIII VIII VIII VIII VIII VIII I III IIII IIII by 8 8.Plates shah be located on both faces of true,and placed so their center fl TPIAMfCA In SCSI,copies of which will be famished upon request lines coincide with joint center Inn. 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 i IIIIIIIIIIIIII This design prepared from computer input by r PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF MISBTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 34 2-6=(-214) 387 3-6=(-427) 192 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C. 2.3=(•445) 137 6.4=(-146) 116 WEBS: 2x4 KDDF STAND; 3.4=( -91) 81 2x4 DF STAND A LOADING 4.5=( -7) 3 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 11- 0.0' -58/ 595V -40/ 113H 5.50' 0.89 KDDF ( 625) 91- 10.0' -40/ 377V 0/ OH 5.50' 0.60 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (tion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CON 2' Design checked for net(-5 sf) uDlift at 24 'oc s acin Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' Connector plate prefix designators: MAX TLMAX CREEP LL DEFL = -0.028' @ 0'- 0.0' Allowed = 0.100' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.017' @ 0'• 0.0' Allowed = 0.133' M,M20HS,MIBHS,M16 = MiTek MT series 5-03-14 4-02-06 0-03-12 MAX LL DEFL = -0.032' @ 51- 3.3' Allowed = 0.396' JT 2: Heel to plate corner = 5.25' MAX BC PANEL TL DEFL = -0.106' @ 5'- 11.3' Allowed = 0.500' 12 4.00 F-1- M-1.5x3 MAX HORIZ. LL DEFL = •0.003' @ 9'- 4.5' MAX HORIZ. TL DEFL = 0.004' @ 9'- 4.5" 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. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 3 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ^o Truss designed for wind loads in the plane of the truss only. ul A -- 7� 7 6 0 M-3 X8 M-30 M-3x4 I L L 9-04-08 0-05-08 1-00 8-10 1-00 9-10 PR JOB NAME : 3413-A POLYGON NW - D1 ICOF��� Scale: 0.4727 � ��GI '=y�,p WARNINGS: GENERAL NOTES,union otherwise noted: 'i 10/ /Jp7E, 9 1.Builder and erection contractor shouts be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 92 Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compresaIon web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.2'o c.and atIassumes the tap end bottom chords c be laterally braced et DES. BY: EE is the responsibility of the erector.Additional permanent bred of 2'an and st 10'o.c.suchrespativ ly unless Laced throughout their length by n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Immppaact bridging or lateral bracing required where shown++ 4.No bad should be appied to any component until after all bracing and 4.Insta at on of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6095212 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 410990 �� design bads be applied to any component. and ere for"dry condition"of use. / '9 y rLri .�., 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 V 14 fabrication,handing,shipment and Installation of components. necessary. 44 ry ` 7.Design assumes adequate drainage Is provided. S.This design Is furnished subject to the limitations set forth by 8. Plates shag be locatedonboth faces of tmsa,and placed so their center CA In I,copies of nt center Ines. (VIII VIII VIII VIII VIII VIII VIII IIII IIII MiTek SA,Inc./CompuTrus s which Software 7.6.6(1 L)-E request 1a.For besicOnes Gconnectorwith olplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of late in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10,0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 34 2.6=(-214) 388 3-6=(-428) 192 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-446) 138 6.4=(-145) 113 WEBS: 2x4 KDDF STAND; 3-4=( -84) 79 2x4 OF STAND A LOADING 4-5=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 1210C, UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 1'- 0.0' -58/ 595V -40/ 112H 5.50' 0.89 KDDF ( 625) Unbalanced live loads have been9'- 10.0' -40/ 377V 0/ OH 5.50' 0.60 KOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND 2: Design chocked for et -5 sf) uplift at 24 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.002' @ -1'- 0.0' Allowed = 0.133' JT 2: Heel to plate corner 5.25' MAX LL DEFL = -0.028' @ 01- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.017' @ 0'- 0.0' Allowed = 0.133' 5-03-14 4-02-06 0-03-12 MAX LL DEFL = -0.032' @ 5'- 3.3' Allowed = 0.396' MAX BC PANEL TL DEFL = -0.106' @ 5'- 11.3' Allowed = 0.500' 12 MAX HOAIZ. LL DEFL = -0.003' @ 9'- 4.5' 4.001 M-1.5x3 MAX HORIZ. TL DEFL = 0.004' @ 9'- 4.5' 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. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o`r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), _ load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. Cl) 0 0 7 6 M-3x8 M-30 M-3x4 9-04-08 0-05-08 L L 1-00 8-10 1-00 9-10 WEDGE REQUIRED AT HEEL(S). JOB NAME : 3413-A POLYGON NW - D2 �0 PR�FFss Scale: 0.4640 ,GIN /per WARNINGS: GENERAL NOTES,unless otherwise noted: �l /�m/ 1.Budder 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 2 W P E 9(" Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2r4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Addieonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda c d t rougho braced d DES. BY: E E Is the responsibility of the erector.Additional permanent bracing of r o.c.and at 10 o.c.respectively anleas braced throughout their len ler DATE: 10/23/2014 mdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall BC). the overall structure Is the responsibility of the builds 3.2x Impact bridgingor lateral bracing required where shown++ Q 4.No bad should be appaed to any component until after as bracing and 4.installation of truss 13 the responsibility of the respective contractor. '� OREGON SEQ. : 6095213 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorroalve environment, design bus ads be appaed to any component. and are for"dry condition'of e. / Q TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibility for the 8•Design assumes NII hearing at as supports shown.Shim or wedge If fabrication,handl necessary.7. provided. h p 6.This design is furnishedsubject to imitations set forth by le S.Plain shall be locatedDesign assumes uoneboth faces drainage of truss placed so their center IIIIII IIII VIII IIII VIII VIII I III IIII IIII TPInNiCA In BCSI,copies of which colli be furnished upon request gigs coincide v )ctrl center acs. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-l968(MITek) EXPIRES:12/31/2015 t IIIIIIIII IIII This design prepared from computer input by + PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF pi&BTA LOAD DURATIONINCREASE = 1.15 1.2=( 0) 34 2-5=(-69) 70 3-5=(-187) 132 BC: 2x4 KDDF q1&BTA SPACED 24,0" 0,C. 2.3=(-117) 63 WEBS: 2x4 DF STAND; 3-4=( -7) 3 20 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 1210C. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 1210C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SOAN. (SPECIES) 11- 0.0' -52/ 500V -27/ 80H 5.50' 0.75 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 7'- 0.0' -221 250V O/ OR 5.50' 0.40 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C es n c ec fsfI uplift at 24 'oc s ac's considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -11- 0.0' Allowed = 0,100' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.002' @ -1'- 0.0' Allowed = 0.133' M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.015' @ 01- 0.0' Allowed = 0.100' 6-08-04 0-03-12 MAX TL CREEP DEFL = -0.007' @ 01- 0.0' Allowed = 0.133' JT 2: Heel to plate corner = 5.25' MAX TC PANEL LL DEFL = 0.029' @ 3'- 11.2' Allowed = 0.370' 12 MAX BC PANEL TL DEFL = -0.050' @ 4'- 2.0' Allowed = 0.339' 4.00 U--- MAX HORIZ. LL DEFL = -0.001' @ 6'- 8.2' MAX HORIZ, TL DEFL = 0.000' @ 6'- 8.2' M-3x4 NOTE:Design assumes moisture content does 4 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting All system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, u7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, A o Truss designed for wind loads in the plane of the truss only. N N r � M / ILI O 0 6 5 M-3x8 M-3x6 M-1.50 6-08-04 0-03-12 1-00 6-00 1-00 7-00 D PROFFS JOB NAME : 3413-A POLYGON NW - D3 GIN Scale: 0.5352 `GJ 1 M cSO WARNINGS: GENERAL NOTES,unless otherwise noted: �� v 10l 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 PE { Truss: D3 and Warnings before construction commences. Wilding component.Applicability of design parameters and proper 2.2s1 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No bad should be applied to any component unfit after as bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 OREGON ((� SEQ. : 6095214 fasteners are complete and at no lime should any loads greater then 5. Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. /O. .�y 1 d TRANS I D: 410990 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 fabrication,handing, necessary. shipment and Inaletiefion of components. 7,Design assumes adequate drainage is provided. 6.This design Is furnished subject to the emitadons set forth by 8.Plates shall be located on both feces of huss,end placed so their center IIIIII VIII IIII(IIII VIII VIII(IIII IIII IIII TPINVECA In SCSI,copes of which will be furnished upon request. Tines coincide with joint center Ines. 9. linesDigits Indicate size of plate In Inches. MITekUSA,Inc./CompuTrus Software7.6.6(1L)-E 10.For basic connector plate deaignvaluesseeESR-1311,ESR•1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 34 2.5=(-69) 70 3-5=(-187) 132 BC: 2x4 KDDF #1ABTR SPACED 24.0' O.C. 2.3=(-117) 63 WEBS: 2x4 DF STAND; 3.4=( -7) 3 2x4 KDOF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT - 1210C. LON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT - 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 1'- 0.0' .52/ 500V -27/ 80H 5.50' 0.75 KOOF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 7'- 0.0' -221 250V 0/ OH 5,50' 0.40 KODF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND 2: Desi ec ed for net(-5 psfl uplift at 24 'oc ci Unbalanced live loads have beenVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002' @ -1'- 0.0' Allowed = 0.133' Connector plate prefix designators: MAX LL DEFL = -0.015" @ 0'- 0.0' Allowed = 0.100' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 6-08-04 0.03-12 MAX TL CREEP DEFL = -0.007' @ 0'- 0.0' Allowed = 0.133' M,M20HS,M18HS,Y1fi = M>Tek MT series MAX TC PANEL LL DEFL = 0.029' @ 3'- 11.2' Allowed = 0.370' 12 MAX BC PANEL TL DEFL = -0.050' @ 4'- 2.0' Allowed = 0.339' JT 2: Heel to plate corner = 5.25' 4.00 C::'- MAX HORIZ. LL DEFL = -0.001' @ 6'- 8.2' MAX HORIZ. TL DEFL = 0.000' @ 6'- 8.2' M-3x4 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, A r Truss designed for wind loads in the plane of the truss only. N N LO L f7 O I I 0 6 5 M-30 M-3x6 M-1.5x3 6-08-04 0.03-12 1-00 6-00 1-00 7-00 JOB NAME : 3413-A POLYGON NW - D4 PRoxFs Scale: 0.5295GIN WARMNGS: GENERAL NOTES,unless otherwise noted: 4f,J /00�+ I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shorn and is for an Individual Q 92 PE 9� Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proppeer 2.2x4 compression web bracing must be Installed where shove*. 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: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 or O.C.respectively unless braced throughout their lenggth by the overea structure la the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). ^" DATE: 10/23/2014 Pa sty 9 kl 3.zx Ir act bridging or lateral bracing required where shown++ Q 4.No bad should be applied to any component until after all bracing and 4.Insta etlon of truss Is the responsibikty of the respective contractor. '� OREGON SEQ. : 6095215 fasteners are complete and at no time should any loads greater then S.Dealgus n assumes trusses are to be used In a non-corrosive environment, G kik design bads be applied to any component, and are for"dry condition"of e. TRANS I D: 410990 5.CompuTrus has no control over and assumes no responsibmty for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �} 14 `Z� fabrication,handl necessary.7. ge Is pr r� f- 6.This design Is furnished subject to the imitatitlons set forthbyS.Plai enshall be located assume uon botate h faces of truss, placed so their center �Fi R a�� IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA In BCSI,copies of which will be famished upon request knee coincide with Joint center eche. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31;2015 IIIIIIIII III This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N16BTR LOAD DURATION INCREASE 1.15 1-2=( 0) 36 2.4=(0) 0 Be: 2x4 KDDF If1&BTR SPACED 24.0' O.C. 2-3=(-37) 11 TC LATERAL SUPPORT <= 12'OC. UO N. LOADING Be LATERAL SUPPORT <= 12'OC. LION. 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 SOA N. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -69/ 301V 0/ 2 8 H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -27/ 23V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0,0' -18/ 43V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND 2: Design checked for net -5 s uplift at 24 loo spacing,] 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 = 0.003' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX Be PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.043' MAX TC PANEL TL DEFL = -0.001' @ 1'- 3.1' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.000' @ 1'- 11.2' MAX HORIZ. TL DEFL = -0.000' @ 1'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 4.0017 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, u� Truss designed for wind loads in the plane of the truss only. C; � _ 0 0 M O O 2 4 M-3x4 1-00 2-00 PROVIDE FULL BEARING'Jts:2 4 3 PRQFF JOB NAME ; 3413-A POLYGON NW - E1 Scale: 0.8191 .5NGIN /gyp/jy"ss%� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all 92PE General Notes 1.This design Is based only upon the parameters shown and is for an individual G 9{� Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters end proppeer 2.2x4 compression web bracing must be Installed where shown�. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional noanant bract of 2'o.c.end et 10'o.c.respectively unless traced throughout their leneth by P° tit1' Pe rg continuous sheathing such as plywood sheathing(TC)and/or dry" SC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be appled to any component until after of bracing and 4.Installation of truss Is the responsibility of the respective contractor. -y OREGON (� SEQ. : 6095216 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 beds be applied to any component and ere for"dry condition"of use. / rt0 N .�., TRANS I D: 410990 5.CompuTrus hes no control over and assumes no responsibility for the 6. Design assumes tug bearing at all supports shown.Shim or wedge If Q 14 t1y fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8. Plates shag be located on both faces of truss,and placed so their center IIIIII 1111111111111111111111111111111111 III VIII VIII VIII VIII VIII IIII INTPIANfCA in SCSI,copes of which will famished upon request. lines coincide with Joint carder 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 LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.5' IBC 2012 MAX MEMBER FORCES 4WAIDOF1CV1.00 TC: 2x4 KDDF 1;RTR LOAD DURATION INCREASE = 1,15 1- 2=(-2598) 1107 1. 6=(-780) 2268 2. 8=(•300) 388 BC: 2x4 KDOF N16BTR SPACED 24.0' O.C. P.• 3-(-2350)'1107 tl• 9=(-512 1877 8. 3=(-I84 581 WEBS: 2x4 KDDF STAND 3- 4=(-1864) 940 9• D=(•507) 1733 3. 9=(-757 518 LOADING 4. 5=(.16641 941 10. 7=(•789) 2072 8. /=(•688 1354 TC LATERAL SUPPORT <- 12'OC. UON, LL( 2,5.0)-OL( 7.0) ON TOP CHORD - 32,0 PSF 5. 8=f-23501 1110 9. 5=( •757 516 BC LATERAL SUPPORT <= 12'OC, UGH. OL ON BOITOM CHORD = 1U.0 PSF 8. 7=(•2598 1111 5-10=(•187) 582 TOTAL LOAD - 424 PSF 10. 6-(-300) 392 Connector plate prefix designators: C,CN,CIB,CN18 (or no preflxl = Conpulrus, Inc LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ 8R6 REQUIRED BAG AREA M,M20HS,M18HS,M18 =MITak Mt series LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 2D PSF LIMITED STORAGE D'• 0.0' -2661 1547V .2981 208H 5.60' 2.70 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED 8Y IBC 2012. 40'- 0.5' •2651 1677V 01 ON 4.00' 2.68 KDDF ( 625) THE BOTTOM CHORD DEAD L(1AD IS A MINIMUM Of 10 PSF. VERTICAL DEFLECTION LIMITS; LL-L/240, TL-LJ1B0 MAX LL DEFL 0.141' @ 20'- 1.0' Allowed = 1.962* MAX TL CREEP DEFL •0.252" @ 20'• 1.0' Allowed - 2.617' MAX HORIZ. LL DEFL = 0.060' @ 30'� 8.5' MAX HOREZ. TL DEFL = 0.098' @ 39'• 5.5' NOTE: Design as"uses 'Dry Dnug. Fir Lumber' used throughout. Not to 0xoeed 191 moisture content. Design conforms to main windforce-resisting 20-01 19-11-08 system and components and cladding criteria. 11-07-04 8-05.12 8-05-12 11-05-12 o Wind; 140 mDDh h-25.51t, TCOL-4,2,BCDL=8.0, ASCE 7.10, 1 1A11 He1ghta), Enclosed, Cat.2, Exp.8, MWFBS(Oir), 6-11-13 6-06.1 6-06-10 6.06-10 8.06-10 6.10.05 load duration factor-1.6, 1 Truss designed for wind loads 12 12 in the plane of the truss only. 7.50[7' M-06 Q T.So 44", M-3)(A1 ti . 4,30M-30(s) r M-3X5(S) M-1.5x38 ��-' J �, *�� ��.' �,`� �..`•,_ „ , 50 4 M-3x6 M•5x4 � •_ ��� M, 0 M-3x611y d PR �r M 3x5(S) M16HS-3x18(S) ,i y� IN 10-03-02 9-09.14 9.09.14 10-01-10 2 12-00 12-00 16-00-08 40-00-08 JOB NAME: 3413-A POLYGON NW - G6 Stele: 118' of REooN�, W WARNING.: GENERAL NOTES.unless ogle-M noted: �O 14. ��................- i Suadar and eredl°n commdor should be advised o1 all Gerianl Hotel I Tkn 4"iy is based 1qw}Wo pvamattnvmwn and is toe an anhvxtuat iv+ Truss: C6 and Warnings belwrivir lion to nmanees hu&V'a earponent A4OK's ary al eetryel vvauwtit old wort ' 2. ow 2x4 r:ompnasron wb bredng must be installed w adv sh~4 �On st'tamp"m na 14 relo.ma oy aI M nV+M+q at "I 3 AftusnN Ierelte"Y t.acing to M..stataay d0no on"suval. I Dowel aarlNnea be.ba Abed boaam ehoed.k W+re'atr notes Y DES, BY: Coup e u.1alDe w tiWY of Ina omaw.Adbiq ui m-em basing o: Ya aMMawa a4l3tlita.n rraassn+ar wvess r-em wrm lar"A mer by �"�""a'yWeO"�"""9Ogi"iA°r""" °) EXPIRES:12/31/2015 DATE: 10/24/2014 e a w«all stn du a 41ha mspnnNMlky of the odldu p desq wI. 3 7v knpard eabging ar Io1esN M4r«"y rtqu:i.d.meta wewsoh-- 4 eta kw should t*ow"to mtu+lwe!n+rrd u O Ahel Aa t°vring vm 4 krwt�wFRl ed suss bine asp s'dor M lh spM; mntndor. SEQ. : C6 favwvm.4 wehoom and N no eme shun d any loads areal.,It." S oNign usumea busses alit I4 to a.ad M 4 rom<dnosive www,ord, deagn loads be appkd b any oomponenlolid lin ea•dq C.irsddb.r'K,use. TRANS I D: S C°mpeTrys has no cans tax and assualas no easadnsmdcly for the a'ireCk„M ° g,l.a Wim.'"°"B dm or w.dge m ah oauon,h-along,whip..[erre krslanaian o1 camponems, y typ�n asYni.s adt{ualA a.nege N avtlW. e This"align Is WmiahW subject 1.It.Iimilailons sd IoM M 9,pesos"YrN as tornted rkt polo t.raa W 4via,sna paces so Ihatr anis 1111111 II(III III TPMWTCA in BC81,wCles dl rTkA wls b.Iumished open rwyumt a f Mjbiet gr to M 1+Kwm I M1Tek USA,Inc/CompuTrus Soltwore 7,6-6(1L)•E to Far basic bonneaa<pHwad.slnn valess...ESRA311,ESRA 9441(MITek) LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5' [C�,{jp-.. ,(,,,,(,f, fi. 114',5---..E.k-',,, L;4¢:A(.:--,L1k,,.,,,H•",;.1-J L..?4€.,•,"t,_we&, ,'in... TC: 2x4 KODF Y16BTR LOAD DURATION INCREASE = 1.15 NOTE; Design assumes 'Dry Doug. Fir Lumbar' used BC: 2x4 KDOF Y188TR SPACED 24,0' D.C. throughout. Not to exceed 194 Moisture content, TC LATERAL SUPPORT - 12'OC. LION. LOADING Design conforms to main windforee-resisting SC LATERAL SUPPORT ,= 12'OC. LION. LL( 25.0);DL( 7.0) ON TOP CHORD= 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD= 10.0 PSF Unbalanced live loads have been TOTAL LOAD= 42,0 PSF Wind: 140 ah he25.5ft, TGOLa4.2,BCDLe6.0 ASCE 7.10, considered for this design. LL = 25 PSF Ground Snow (Pg) load durationrfactcr=1.Enclosd6 Cmt,2, Exp*.6, MWFRS(Oir), Connector plate prefix designators: C,CN,C1e,CNt6 (or no prefix Computrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL truss designed for wind loads N,Y20HS,M16HS,M16 MIT it Y series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. in the plana of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP Ga a Yn tro16 On castue.raa U.N"". AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,1 x2 or equal typical l aat t studd vvertticic als. ':Refer to DompuTrus gable end detail for icon Irtt specifiCatlons. 20-01 19-11-08 11-07-04 B-05-12 B-05.12 11-06-12 12 IM-4x4 12 7.50 t Q 7.50 M-3x5(S) �� ( ( M-3x5(8) � FP pazr rusrsxr --^-^;mac s m�:^.xrr.-•sraxcr„a`�Faerx ttw .w ^.�rv+.esu—.✓ter;�°<s _ --•-•--�: Cp o M-3x4 M-3x5(S) M-30(S) M-3x4 I 12-00 12-00 16-00.08 D 1111 rt40-00-08y�� OtiS'f JOB NAME: 3413-A POLYGON NW - C7 � �� ` � IIII Scale: 3116' 2P•w.. GENERAL NOTES,mmko”Otherwise nMad: 1,Sind and ere,tlun contractor should be adulssd of all General Ndet 1.This 404q N Momi Maty W.4 the yrrsrwlafe somas tool N IW 01 Wdr,. ,o Truss: C 7 awd vv& ags Wfofa fn�bewn szunmwsrod mrd+rdx,ei«ct t Hasp to rvft sac VA 2 22x4 wmpreulon web taaang muse be hntaeed where sham�. on of tmnyaaaa it"(asgntMA,axSy Oahe U"14 eost3tlat 7 3,Addalonal lemPma,ybreriny to inside staadry dudrg aar*—,lon a.OeltaA*W^AS she no 4"WW0 owol to ted iattsaty trued At OREGON �✓ a,A ane of ter a r.ron ece"Ilt aatstm.ta:laxd a0vic twit NaU1a�1r.ay DES. 6Y: dOUgm tsthe responsad4y oftM•raaor.Addaixtnel pxtnruneM brarlrp of �,y saeaaskg sn>+ks to Nt*ood siwatnaa�x�[t1't:t#rittatdi}�rP1h11G},. 1" �1 DATE• 10/2412014 the ovaan stnidum is the responsibility of the buWkV d-19net. 7.asilet9ws4 b,"ar W"W"t"Wed wfirhe shOest+i 'fQ 14, 4..No two should be applied to any comµman u.W ster all bf crop and 1 Mia aban at truss is tht ra sttatty'11t the raapActMa rmdtaAaar. _ ��.... SEQ. `j: ] fasNnen an xxmpkle ab at xm lhnf afrouW arty beds gator Nan 6 DaAlon—M"busses we to eo tided N a AON1440"taD'1!XwM, '•'(h C1 R I L`, design loath M AWWd to arty t,ornponerll. and tie W'dry mullbon'N use. r7(l TRANS I D: 5 Comite,=has no "Ml ever and assumes nt respor Ilbli ty for art 5,Design aswmes Ns bearing ax an a q podx sh—n Shim or walge it tab Gallon,hendang,ahl,man and instAli•don of components.. nQOe' y. 1 7.Dostan assumes adequats drainage is prwlded. a This deslaa is 1umisfrd w14eq to the Willot tins set ronh by 9.Flat"stud be laralad an both faces xd truss,and paced so their Carder EXP 18 ES:12/31/2015 �IIIII Ilii R�I 11I TPIIWTCA In SCSI,copies of whldr wef be rumbhed upon request. keg coineAdv fv,igt)dkncaetyt tans ns .t 111 9.D Iin=e* g od %0#of ata k.4*bT.. 4 MI-Tek LISA,Inc.IGonVuTnis Software 7.6.6(1L)-E 10.For bash,t-tnnadoe oleledes4h--Easy sae ESR-1311,ESR-1986(Mrfekl .. ............_.....,.. �...._.,.. _. .-.,,. .,,,.,,..,., ..m.. 1111111111111 LUMBER SPECIFICATIONS TRUSS SPAN 15'- 8.5" TC: 20 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes "Dry Doug. Fir Lumber" used BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. throughout. Not to exceed 19%moisture content. TC LATERAL SUPPORT <= 1210C. 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 sys BOTTOM CHORD 10.0 PSF tem and components and cladding criteria. DL ON = Connector late prefix desi tore: TOTAL LOAD = 42.0 PSF Wind: 140 111 h=22.8ft, TCOL=4.2,BCDL=6.0 ASCE 7.10 C,CN C18,CN18 (or no prefix= CompuTrus, Inc t M,M2bHS,M18HS,M16 = MiTek M series LL = 25 PSF Ground Snow (Pg) All ghts), Enclosed dt'.2, Exp.6, MWFRS(Dir), load duration fal LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IAC 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. 7-10-04 7-10-04 12 IM-4x4 12 10.90 3 10.90 LO to o y o M-3x4 M-3x4 L L L . 1-00 15-08-08 1-00 JOB NAME: 3413-A POLYGON NW - G GE Scale: 1/4' WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss• G GE and Warnings before construction commences. building component.AppllcablitV of design parameters and proper " 2.2x4 compression web bracing must be Installed where shown*. Inconporetion of component la the responsibility of the building designer. 3.Additional temporary bradng to Insure stability,during construction 2.Design assumes the top and bottom chords to be laterally braced al DES. BY: d o u BI 2'o c.and at 10'o.c.respectively unless braced throughout their len by 9 Is the responsibility d the erector.Additional permanent bracing of continuous sheathing such as plywood ahsalhing(TC)andfor drywall C). DATE: 10/28/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, designbads be applied to any component. and are for"dry condition"of use. TRANS I D. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary' 9 P Oco 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 11111111 111111111111111 111111 TPf1WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dlgea 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)