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Plans (38)
ilii T)--sa 4 - 00(e . / 5 7 3 cam, /?K' RECEIVED 40'4, -MAY 0 2 2016 1TT-11• GARAGE RIGHT CITYOFTIGARD -rep > > > > > > -a �I1ILI G DIiISI0� , > > T ASJ1 ,' 10 IIII "IPriASJ1 IJPt1UHI �IASA2 / Mr .;:ir.0121111111111111NE ,r AHAE111.11 Mr 4fr!rdNV i�UUU� / Tr l■ U' AH5 AH6 1 pr AHT 4 F .Al (4) NI AHT GI— NI "' AH6 6:12 1 6:12AH5 I Al AH4 BH3 -- BH2 . .. .. . � ala 11 1 11111121411WAINIIIII' D2 (2) I L .__,.wil, 1_ _ii...opmr .. 6:12 1 _ „i__ ® CONFORMS TO DESIGN CONCEIT �? �'? .' CONFORMS TO DESIGN CONCEgWITF III.1E1. icy ❑`� `� ■■■II ' I1111'- r;) REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND-(ESQBMIT ©CONFORMS TO DESIGN CONCEPT Sr-9' onr_A 1 °SHOP DRAWING HAS BEEN R VIEWED FOR GENERAL CONFORMANCE CONFORMS OTED GN CONCEPT WITH H THE DESIGN CONCEPT ONLYJJAND DOES NOT RELIEVE THE NON ONS ORMIN I FABRICATOR/VENDOR OF RESPONS BILITY FOR CONFORMANCE WITH THE 0 ./I BO NON-CONFORMING-REVISE HAL K&RES/MrMIT �.� WIT ce+x w_w r-aeha v s WRAP/uxsovwF DESIGN DPAWINGS AM SPECIFIC.TIONS ALL OF V RCN HAVE PRIORITY KITH, ,Em VET AC COM WI RILETE n€ OVER THIS SHOP DRAWING. CON RACTOR SHALL VERIFY ALL DI'VENSIONS. FABIOTTG2laC-:F e:r scu"T AE ceTOUITTxT vast; w DFA! ,PM-FT:Pa ra ACSTUOME SDNO Of 2/1 W14 /�r MOM,'nsa,a;SKI TIMM,. 4V By: Todd R. Eaton Date: September 19. 2014 By Alexia Fukui Dale 9/22/14 MILBRANDT ARCHITECTS CT ENGINEERI 01460ightCompuTrusInc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPLACEMENTONLY.REFER TO 03/31/14 RUSS ALCULATTIIIO lAAOL • PROJECT TITLE U REVISION-1: DRAWINGS PLAN 5-B COFFERDESIGNER/ENGNEEROF NFORMATION. CORD RESPONSIBLE FOR ALL NON:MUSS 12) PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO T R U S 5 C 4 M P A N Y 5 / B CHECKED BY: DESIGNSWOR TO CO STRUC ION. ` 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. 40'-0' I GARAGE LEFT I 11 1'-11' — N M 13 <D -) t>D to —, to V V 2 U V Apt. ASJ1. ASJ1 ASJ2 A!' ASJ2 -- Fro AH1 (2) y s 12 / - ' AH2 '`Yir AH3 7,',,,71.10 • , - AH6 .-.--.-'' AH7 / , a, 4 Al (4 F. getIN10 ``. 1n 8:12 BH3 6:12 AH4 ___ M..-•—•• ____ __ T -- BH2 BH1(2) 1•:12 i - D2 (2 a' .1 IlUr • 6:12 �, 1141F (3 4 . iiiiii F � N r� 14)NFORMS TO DESIGN CONCEPT - lik ® 12 :1 �, icy ro ❑} C)NFORMS TO DESIGN CONCEPT WITH _ _ G1 ► I REVISIONS AS SOWN 20'„4112' �1 V'� I QX CONFORMS TO DESIGN CONCEPT ❑ NON-CONFORMII -REVISE AND RESUBMI I -11 0 CONFORMSTODESIGN CONCEPT WRH g� NON-ONS NOTED TNIS SHOP DRAWING PAS BEEN REVIEWED FOR GENERAL CONFORMANCE MON-CONFORMING-NEVSE&RESUBMIT WITH THE DESIGN CONCEPT Ot Y AND DOES NOT RELIEVE THE ING SHOP crpoc.HAS SEEN r_•::EWS)rq+MEM.Mi$47,.,CE FABRICATOR/VENDOR OF RESPSIBILITY FOR CONFORMANCE WITH THE0010 , eC+7+015+1* MY PC OGES 10D0i �.gRAo-TM� DESIGN DRAWINGS AND SPECICATIOtiS ALL OF WHICH HAVE PRIORITY � •."-La.SrcD0:aMc.AND AMICFBE CCM,G OrV HAW metnitmpogona OVER THIS SHOP DRAWING. 9TPermP cunt I ITPITV V 1 rinl-NCTABC By Nexis Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 M BRAN D T ARCHITECTS CT ENGINEERING INC ®Cop• ghtCompuTruslnc.2006 BefLialat. TSSPL DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT u�COULILATIOONNSANO PROJECT TITLE REVISION-1: ENGINEERED STRUCTURAL o DRAWINGS FOR ALL FURTHER • PLAN 5-B COFFER INFORMATION.BUILDING IBLEDESIGNER/ENGINEERRU OF RECORD ' .. PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE SIBLe FOR TIO NON-TRUSS . U TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO St R U,� yl. C 0 M.P A N Y REVIEW AND APPROVE OF ALL .ilk J\ DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR To CONSTRucnoN. 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. I 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. J 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). � *w O �Vt3 ` 1K-¢sp Qtr- s��� t '�'' oR o h of .%1SISIO ( ' : 1(31'►' ,.,/��>�3 10/11`(i� - EXPIRRES 6130115 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1BTR LOAD DURATION SPACED INCREASE24.00.C.1 15 2- 3=(-30011) 1231 10.1 42 1=(-697) 2186 10.14=(-120) 564 BC: 2x4 KDDF #1&BTR 336 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11.12=(-716) 2136 4.11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12'OC, UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1912) 966 11- 6=1.785)4486 BC LATERAL SUPPORT <= 12'OC. UON, L ON BOTTOM CHORD = 10.0 PSF 6- 7=C-2717) 1165 6-12. -120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0' 10.0' 8. 9=1 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,C618 (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 SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -276/ 1775V -226/ 226H 5.50' 2.84 KDDF 625 40'- 0.0' -276/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 10090. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ O'--10.0' Allowed o 0.111' MAX LL DEFL = 0.178' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.330' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.070' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.117' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. 12 12 Wind: 140 mph h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 6.00 M-4x6 Q 6.00 (All eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 40" load duration factor=1.6, . Truss designed for wind loads in the plane of the truss only. M-5x6(5) 5 M-5x6(S) 3. ..0.25" Yl. O 4 0 t( c M-1.5x4 M-1,5x4 11Allip \ . 0 CO v41&11 ,._.,s0 10 I '/ 12 0 o -3x8 M-3x4 d.25° M-3x4 M-3x8 0 J. J. M 5 (s) J, , J. 10-03-04 9-08-12 9-08-12 10-03-04 y y J. J. 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 �. .N-• GPnj� L��'�11 WARNINGS: GENERAL NOTES,unless otherwise noted: / R Oji 1.Builder and erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4��� ,��, E O ' Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper ttt 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. �,.i 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -,/� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ®� DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �r--41 - the overall structure Is the res nsibin of the 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after a9 bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON Q SEQ. : 5992791 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, TRANS ID: 403334 design loads be applied to any component. and are for"dry condition"of use. B. 1� ` 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes hdi bearing at all supports shown.Shim or wedge If <O ''9f/ 14 '2° 1�4 cessefabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. M'.R A 1 L4 0 1--.- 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of nusa,end placed so their center r7 n s coincide with IIIII VIII VIII III I VIII VIII 11111 1111 IIII TPI/WTCA in ECM.copies of which,,vill be furnished upon MiTek USA, nC./Co puTrus Software 7.6.6(1 L)E request. 10.For basic connector oplate design values see ESR-1311,ESR-1989(MITek) int center lines. 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF @i&BTA SPACED 24.0' O.C. 2- 3=(-3048) 1745 12.13=(-1422) 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13-14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=1 -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15.16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16.10=(-1447) 2608 6.15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8.15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24'0C UON. FOR $ LL= 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) vertical members (ion). 0'- 0.0' -460/ 1775V -197/ 197H 5.50' 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0' -460/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) considered for this design. 'COND. 2: Design checked for nett-5 nail uplift at 24 'oc suacing.I Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.235' @ 22'- 7.4' Allowed = 1.954' MAX TL CREEP DEFL = -0.334' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.098' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.123' @ 39'- 6.5' 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES f f NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 L 00-0 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting T 'f 1 - -03-06 -03-0 f 1' '1 1' system and components and cladding criteria. 14-00 14-00 Wind: 140 mphh=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 T '( T '' (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration tactor=1.6, /- 6.00 5i' M-3x8, /- 4 6.00 Truss designed for wind loads 0 in the plane of the truss only. M-4x6 M-4x6 M-5x6(S) M-5x6(S) V. 0.25" 0.25" T Y 0 0 0 0 /` 0 .0"--- 12 13 14'f 15 16 s1 o o M-3x8 M-1.5x4 M-3x8 0.25° M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) J, ), > y ), 3. 3, y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH7Scale: 0.1547 <(.. GN t9,/ WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Grp !CIO $ E �1.-- Truss: .-- Truss: AH7 and Warnings before construction commences. incorporation component. ompof eomA Applicability f design parameters and prroppeerg ' 2.2o4 compression web bracing must be Installed where shown+, rpo component ponsibil of the buildingdesigner. 3.Additional temporary bracing to Inure stedity during construction 2.Design assumes the tap and bo0om chords to be laterally braced at ✓� DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof 2'ntin and at 1a' in respectively unless braced C)throughout their length by '� Po N continuous sheathing such as plywood sheathing(TC)and/or drywell�C). /'�rl-- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ 4' 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON (!j' SEQ. : 5992792 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L 1b` design loads be applied to any component. and ere fur'dry condition'of use. / '9y r�0 -- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tilt bearing at all supports shown.Shim or wedge if O 14, co fabrication,handling,shipment end installation of components. necessary.Design /yr V P P B. latesassumes adequateodon drainage Is revis,a. c::p R I 111311111111111 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located both faces oltruss,and placed so their center I/IIII VIII VIII VIII VIII VIII VIII IIII IIII TPIAIYTCA in BCSI,copies of which w 11 furnished upon request. git eIndicat with jointfaIn Inches.9.DigitssIndicate size oplateeto Inness. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIII AI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTA LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2.12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.0. 2- 3=(-3057) 1363 12-13=C-1078) 2616 3.13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13.14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5.1 0) 0 14.15=) -957) 2433 13- 6n(-540) 250 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= -2136) 1206 15.16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(.2136) 1206 16.10=(-1128) 2619 6.15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8= 0 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -319/ 1775V -156/ 156H 5.50' 2.84 KDDF ( 625) C,CN,C18,CH18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -319/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 Osf1 uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' 0 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.209' @ 26'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.358' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.083' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 15-11-11 8-00-10 15-11-11 system and components and cladding criteria. '( 'f Wind: 140 m ht h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 7-03-04 6-05-04 2-03-03 4-00-05 4-00-05 S-03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), T '1' T '( 1' T 1' T f load duration factor=1.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 5 7 T 1' 12 M-4x6 M-3x8 M-4x6 12 6.00 6 16.00 M-5x8(S) M-5x8(S) 0 0.25" 0.25" cD +. + rV co m O C /- o 1,00m--= 12 13 ea14 , • 1 44 o M-3x8 M-1.5x4 M-3x8 0.25" M-3 x8 M-1 5x4 M-3x8 0 M-5x6(S) J, J• J, 1. y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 J, J, b y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6scale: 0.1547 c,<( ' P cAY WARNINGS: GENERAL NOTES,unless otherwise noted: �(//// 29. 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 �� ;g2** 7 ®$ E f Truss: AH 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 LLLL 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 stabiiy during construction 2.Design assumes the top and bottom chords to be laterely braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c. astivey unless braced throughout their length by ®mss. DATE: 7/11/2014 responsibilitybuilding g continuous sheathing such pywoodgheed when C)andnordrywall(BC). „�r.<- the overall structure Is the of the designer. 3.2x Impact bridging or lateral bracingrequired where shown++ 4.No load should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A_OREGON. 'ti� SEQ. : 5992793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ' _ v a k design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If . O qty 14, Zo Q} fabrication,handling, necessary. �{_ n ng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ''�'/ \„ 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 RR I�- I(VIII II II VIII IIII VIII VIII VIII IIII IIIITPIIWTCA in SCSI,copies of which will be furnished upon request. Mas 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-1888(MITek) EXPIRES:12/31/2015 IllhIIIIIIiill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 291 BC: 2x4 KDDF N168TR LOAD DURATION NCREASE SPACED 124.0' 0.0.1 15 2- 3=(-3057) 1165 10.11=)-933) 0-2616 13.11=(-5343. ) 368 WEBS: 2x4 KDDF STAND 3- 4=)-2492) 1038 11.12=(-698) 2433 11- 4=(-241) 708 LOADING 4. 5=(-2136) 1015 12.13=(-698 2433 11. 5=(-527) 203 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=)- 957) 2616 12- 5.) 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7.(-2492) 1038 14- 8.)-955 2619 5-13=(-527 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6.13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 1 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -247/ 1775V -155/ 155H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -247/ 1775V 0/ OH 5.50' 2.84 KDDF 625) Connector plate prefix designators: C,CN,C18l,CNN818 (oor r noMprefix) series CompuTrus, Inc ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) MVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.179' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.358' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0,111' MAX HORIZ. LL DEFL = 0.076' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, 13-11-11 12-00-10 13-11-11 Truss designed for wind loads T T T '1 in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07f 7-03-04 12 12 6.00 C7. M-4x6M-3x8 M-4x6 Q 6.00 M-5x8(S) M-5x8(S) 0.25"•••••00//...14 .25" 0,25" r• M th co C o 1% 10 11 its T 13 1'4 "_S o M-3x8 M-1.5x4 M-3x8 f�.25" M-3x8 M-1,5x4 M-3x8 0 M-5x6(S) y y J, J, y 1' y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 Op JOB NAME : POLYGON PLAN 5-6 NH - AH5Scale: 0.1547 \c�'.«'� �,PR S'/a WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -, ;l��ye E �r Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown Incorporaeon of component Is the responsldety of the building designer. 3.Additional temporary bracing to insure stability during construc8on 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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� po ty p continuous sheathing such as plywood sheathing(TC)end/or drywall(6C). /'rvow,- DATE' 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• It 4.No load should be eppted to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '7 OREGON 4" SEQ. : 5992794 fasteners are complete and at no time should any loads greater than 5.Design assumes tresses ereto be used In a noncorrosive environment, L q ,`b ,t\ design loads be applied to any component. and are for'dry full of uta. / 'II' ;ZO } TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If O 14, fabrication,handling, necessary. .q5\'' shipment and installation of components. 7.Design assumes adequate drainage Is provided. MFR.R 11..L 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center 11111111111111111 TPek U A In nc./ copies of which will furnished upon request. g lines coincide ncdindicate joint plcenter 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) EXPI RES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4W'R/DDF/Cq=1.00 TC: 2x4 KDDF #18,BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134))) 2587 3.14=(-135) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0. 0,C. 2- 3=(•3022) 1414 14.15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4.(-2812) 1314 15.16=(•1289) 3398 14- 6a(.976) 443 LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT (= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT (= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285` 1508 16- 8=( -32) 304 8.10=(•2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-17=(•296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17.11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=) 0) 42 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -304/ 1775V -111/ 111H 5.50' 2.84 KDDF ( 625 40'• 0.0' -304/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 'COND. 2: Design checked for netf•5 osf) uplift at 24 'oc smacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.273' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.495' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'• 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.094' @ 39'• 6.5' MAX HORIZ. TL DEFL = 0.146' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 5-01-08 4-07 2-10-09 5-01-12 5-01-12 2-10-09 4-07 5-01-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(DLr), q6 1I qI' qI load duration factor=l,6, T f -03-03 f ' ' -03.0 1' 4' Truss designed for wind loads 10-00 10-00 in the plane of the truss only. f- 12 5 M-5x6(S) 9 12 M-4x6 M-4x6 6.0017 M-3x46 7 y,25^ M-3x4 0 Q 6.00 •,:t• M-1.5x4 /\/\/ , M 1.5x4 t o mo c 1 14 1' '' 'f-1 17 3 o o M-3x8 M-3x8 c.25" 0.25 M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) 1. J. J. y J. b 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 1, 1. 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 .\F,R``GPNF13 FFS''S. WARNINGS: GENERAL NOTES,unless otherwise noted: 'I '7 Z 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 �� ,,{21. E 9{ Truss: AH 4 and Warnings before construction commences. building component.Applicability of design parameters end 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 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 of the building designer. 2x Impact bridging sheathing such as plywood ethinp(re s own.drywal BC). `� DATE: 7/11/2014 P civ 9 g 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbitty of the respective contractor. OREGON.. SEQ. : 5992795 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 17.0 .1)". b �/ design loads be applied to any component, and are for"dry condition"of use. 9 '� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supportspshown.Shim or wedge If Q Ly 14 20 6.This d sign Ihandling,shipment d s bject and the Irritationnstallation s set forth byta 8.Plane7. tesnsh assumes be located one both facdrainage es of Wss,and placed so their center �``R R IL," vP IIIIII VIII 1 II III I III I VIII VIII IIII IIIITPIANTCA in SCSI,copies of M Te USA,Inc./CompuTrus 7.6.6(11)E will be furnished upon request. 1e with joint center lines. 0.Forrlbasic coOnes onnectoropflate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2-13=(-1012 2587 3.13=(-136) 307 BC: 2x4 KDDF 101&BTR SPACED 24.0' 0,C. 2- 3= -3022 1237 13-14= -974 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3. 4= -2812) 1094 14.15=(-1050 3398 13- 5=(-976) 397 LOADING 4- 5= -2455) 1044 15-16=(-1012) 3183 5-14°) -43) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7= -35) 304 8- 9=( 0) 0 7.16=(-976) 389 NOTE: 2x4 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10= -2812) 1112 9.16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11= -3022 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12= 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -241/ 1775V -111/ 111H 5.50' 2.84 KDDF ( 625 M,M2OHS,M18HS,M16 = NiTek MT series 40'- 0.0' -245/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICON. 2: Design checked for nett-5 ssfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.246' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.495' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' 0 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.088' @ 39'. 6.5' MAX HORIZ. TL DEFL = 0.146' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 f--f Wind: 140 mphh=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 �� 4-07 5-01-08 Truss designed for wind loads in the plane of the truss only. 10-00 1' T 12 f s.o0 7' M-4x6 M x4 M 5 6 6 y0.25" M-9x4 a S) M-4x6 12 6.00 r M-1.5x4 /.\/\ M 1.5x4 nr al o o ui 0 0 • / c 13 4"f '(1 16 2 o o M-3x8 M-3x8 u.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) J. 3, 3, 3, 3, 3, y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 PRoPe- JOB NAME : POLYGON PLAN 5-6 NH - BH3 Scale: 0.1481 �c°' iN - 9 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 :Cry 7.:C�Z$0 E qr Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at / 2'0.0.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathIn C and/or d lI(BC. ala!, ®-� g 0R s M+'a ) / ''... DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown++ 4 lt' 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responslbllity of the respective contractor. '7 A OREGON t,, 44/ SEQ. : 59927 96 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L ,� \ ,` design loads be applied to any component and ere for"dry condition-of use. / -1 y -,00 4.., TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, Q fabrication,handling, necessary. shipment and Installation of components. 7.Design assumes adequate drainage is provided. M-R R I l.\- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be locatedonboth faces of truss,end placed so their center INNITCA In SCSI,copies of ch ll be furnished upon lines coincide with joint center lines. IIIII(IIII IIIA VIII VIII(IIII VIII IIII IIII MTITB USA.. Inc./CompuTrus(Software 7 6 6(1 L)E request. 10.For Ib sic connector oplatetdesign values see ESR-1311,ESR-1988(MITe10 EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1214) 2654 3.13=( -13) 272 2x6 KDDF g18BTR T2 SPACED 24.0. 0.C. 2- 3=01021 1424 13-14=(-2120) 5340 13- 4.) -309) 975 BC: 2x6 KDDF#1&BTR 3- 4=)-3143 1441 14.15=(•2516) 6278 13- 6=(•2713 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5.1 0 0 15-16=(-2516) 6278 6-14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 TO LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -5392) 2262 17-18=(-1207) 2684 15- 7= 0) 258 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(-1204) 2686 7.16=I -596 200 8- 9=(-2744 1321 16- 8= -11 311 LL = 25 PSF Ground Snow (Pg) 9-10=1-2748 1332 8.17=(-3796) 1672 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11=(-3111 1425 17- 9= .913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=) 0 42 17.10=) -354 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=( 0) 180 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -289/ 1775V -118/ 118H 5.50' 2.84 KDDF ( 625)(or no prefix) = CompuTrus, Inc 40'- 0.0' -250/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 psfl uplift at 24 'on spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.536' @ 19'- 6.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.975' @ 19'- 6.0' Allowed = 2.606' MAX LL DEFL a 0.001' @ 40'• 10.0' Allowed = 0,083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.097' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.148' @ 39'• 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 T '' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-00-121i �Q 05-03 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1,6, -05-11 inuss thedesiplanead offor thewind trussoads only. 6-00 T 1" 12 12 M-4x6 12 6.00[7 6.00 " 4.0" 4 6.00 9 h( 5 o M-5x6 M- x8 M 3x8 /- M-5x16,...0000°".°°. -5x16 1:1-3x4 tei a M-1.5x4 a a U7 V m 9 ...t-- .44.4%.44444%44. \ �y�6 1111111111111.„- c•I O �r.i.r `! O c / 13 1i�a'9 15 T 1,s 17 18 -��2 o o M-3x8 M-4x12 0,25" M-1.5x4 0.25 M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) l y y y y y y y ,, y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 ,, y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - BH2 Scale: 0.1481 `S��RvG N� 'S WARNINGS: GENERAL NOTES,unless otherwise noted: - '�-� 1.Builder and erection contractor should be advised of all General Notes 1.TNs design is based only upon the parameters shown and is for an individual / 1-- Truss: BH2 and Warnings before construction commences. building component Applicability of design parameters and proper �� .!'g211® E 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsiblity of the building designer. /o 3.Additional temporary bredng to insure stadiy during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 ��is. DATE: 7/11/2014 responsibility building g continuous sheathing such as plywood sheathing(TC)and/or drywae(BC). slo. the overall structure Is the res nsibili of the designer. 3.2x impact bridging or lateral bracingrequired where shown++ Th4il CC 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 OREGON �iti SEQ. : 5992797 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, a design loads be applied to any component. and are for"dry condition'of use. / '9 f! 2�� _1 TRANS I D: 403334 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 14 T fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. MFR ( ��P�. 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 I VIII)VIII VIII II I VIII VIII VIII III)III) TPIMITCA In SCSI,copies of which will be furnished upon request lines coincide with joint center foes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-lege(Welt) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12.00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 ' TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3.12=( -120) 766 9-17=(0) 138 2x6 KDDF /116BTR T2 2- 3= -6484) 1158 12-13=(-2356) 12824 12- 4= -390) 2390 BC: 2x6 KDDF H16BTR LOADING 3. 4=) -6788) 1218 13.14=)-2778) 15096 12- 5=1-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14.15=(-2778) 15096 5.13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 40'- 0.0" V 5- 6=(-13056) 2488 15.16=(-2114) 12140 13- 6=(-2176) 410 IC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 0.0 +DL( 20.0). 20.0 PLF 0'- 0.0' TO 12'- 0.0' V 6- 7=(-12140) 2210 16.17=( -754 4772 14- 6= -310) 1738 BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LLI 50.03+DL( 54.0)= 104.0 PLF 12'- 0.0' TO 19'- 0.0' V 7- 8=) -5222) 946 17-10= ( -752) 4772 6-15=) -3278) 800 BC UNIF LL 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0' TO 40'- 0.0' V 8- 9=( -5218) 952 15- 7=( -258) 1390 9-10=1 -5482) 926 7.16=(-8536) 1596 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10.11=1 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA OVERHANGS: 10.0' 10.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0' -507/ 2917V 0/ OH 5.50' 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,MI8HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) .ter ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9' oc in 1 rows throughout 2x4 top chords, MAX LL DEFL = 0.000' @ 0'--10.0' Allowed = 0.083' LOAD(S) EQUALLY TO ALL MEMBERS. 9' oc in 2 rows, throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000' @ 0'--10.0' Allowed = 0.111' 9' on in 2 rows throughout 2x6 bottom chords, MAX LL DEFL = 0.401' @ 19'- 6.0' Allowed = 1.954' + Laterally brace to roof diaphragm. 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255' @ 19'- 6.0' Allowed = 2.606' MAX LL DEFL = 0,000' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.000' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.070' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.166' @ 39'- 6,5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, he21,7ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, UWFRS(Dir), load duration factorel.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads in the plane of the truss only. �3-00-122-10-15 6- 3-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12M 4x6 12 6.0017 6.00 a 6.00 4.0" 8 .rr 411* o M-5x6 M-3x10 M-310 M-5x16 M-3x4 4.e-'o -4, M-1.5x4 el a + 4_000•00;°°.......- -41. 4114,,,...... T 0 �, - LM 3x6 N el c •` o % 12 i T 14 1' 15 16 17 1 ' o M-3x8 M-5x12 30.25" M-3x6 0.25" M-5x12 M-1.5x4 I o M18HS-7x14(S) ** M18HS-7x14(S) 1r841# 1384# yy ), y y ), ), J• J, 9-19 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 Q;19 JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0,1480 10 �• GINE'Rs--/o2 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 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 4Z !9211* E 9P'-' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BH 1 2,2x4 compression web bredng must be installed where shown+. incorporation of component is the reeponsibiity of the building designer. Aller, 3.Additional temporary bredng to Insure stablity during construction 2.Design assumes the top and bottom chords to be latarelty braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 111191111111."DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /r . DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ CC 4.Na load should be applied to any component until after all bradng end 4.Installation of truss Is the responsibility of the respective contractor. OREGON fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. �L� "if Orb �� SEQ. : 5992798 TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. Q y 14 2 '�- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge If �p fabrication,handsnecessary. ng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. MFAR IU- 6.This design Is furnished subject to the initations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(III TPek U A In BCS(,copies of which will be furnished upon request. 9.lines indicate cat dde size th of plint e centerIn lines.. 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1678) 3991 15. 3=(-353) 977 12-23=(0) 242 BC: 2x4 WOOF#18BTR SPACED 24.0. 0.C. 2- 3.1-4625) 1974 15-16+1-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4.17=(-519) 279 TC LATERAL SUPPORT<= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18.20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7.1B=(-153) 492 NOTE: 2x4 BRACING AT 24'OC MON. FOR LL = 25 PSF Ground Snow P 8- 9=(-2797) 1389 21.22=(-1092) 2794 18- 8=(-182) 325 ALL FLAT TOP CHORD AREAS NOT SHEATHED ( Q) 11=(-2288) 1229 22.23=(-1136) 2635 20- 8=(-665) 315 10.11=( 0) 0 23-13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9.22=(-710) 315 OVERHANGS: 10.0' 10.0' 13-14=( 0) 42 11-22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0' -308/ 1775V -133/ 133H 5.50' 2.84 KDDF ( 625 40'- 0.0' -309/ 1775V 0/ PH 5.50' 2,84 KDDF ( 625) KONG. 2: Design checked for net( psf) uplift at 24 'ac spacine I VERTICAL DEFLECTION LIMITS: LL=L(240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.260' @ 16'- 6.2' Allowed = 1.954' 0 01-05 MAX TL CREEP DEFL = -0.466' @ 16'- 6.2' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' f MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122' @ 39'- 6.5' 2-09 4-05-12 4-05-12 05-0� 6-01-04 03-03 6-03-04 f MAX HORIZ. TL DEFL = 0.188' @ 39'- 6.5' 2�-03-0 3-04-13 1 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 M 63X4 10 12 system and components and cladding criteria. 6,00 p M-4X6 5M- x8 M- x4 M•4x6 Q 6.00 7 1 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4load duration factor=l.6, 0 3X4 Truss designed for wind loads %M-4x a+ in the plane of the truss only. c c M-3x8 M-3x8 c /_,,,i,4:9 .= 4-y --- 15 16 17 18 �-' ' o M-5x8 M-3x4 M-3x8 9 20 a 22 23 ^--.....,4 0 C3 M 3x4+ M �x6 0.2 M-3x8 M-1.5x4 0 M-4x10 M 3x42 1'89 2- .75 M-5x6(S) Y.2 Y, y 3-09-11 1 y ), y y Y y-05-OQ 4-05-12 4-07-08 1708-02 6-03-06 6-01-04 5-05-04 6-01-08 , y 0-101. -170 2-05-0800 11-11 yy 2-007 23-07-08 O10 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 ���RRoPex. N3P , WARNINGS: GENERAL NOTES,unless otherAmnoted: / ft' T21.Builder and erection contractor should be advised of ail General Notes 1.TMs design is based only upon the parameters shown and Is for an individual �� ,.�!, SO fTruss: AH5C and Warnings before construction commences. building component.Applicability of design parameters and properi . LLL 2.2x4 compression web bredng 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 laterallybraced at 3.Additional temporary bracing to Insure stability during construction /� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of c2 o.c.and at 10'o.c,respectively unless braced throughout their length by DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood uiretbing(T s end/or drywal C). ��R- the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown++ 4 is SEQ. : 59927994.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,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 4.OREGON //./design loads be applied to any component. and are for"dry condition'of use. L' 1�` TRANS I D: 403334 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 iQ 9Y 14, r1 P fabrication,handling, necessary. shipment and Installation of components. 7.Design assumes adequate drainage is provided. MFF?R I�y 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 rl lines int center lines. IIIIII 11111 IR III I VIII VIII VIII IIII IIII MI,copies of which will be furnished upon T6USA,IANTCA tInOJCompuTrus Software 7.6.6(1 L)E request 10.Forasic cooe with n ectorplate design values see ESR-1311,ESR-1988(Welt) 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF 1018BTR LOAD DURATION INCREASE = 1.15 1- 2o( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9-20=(•264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 3-2- 4=(-3338) 1712 1292 14-15=(- 1028, 2930 14.-1329) 3653 14=( -14)289 10.2 386 1=(-387 302 0) 242 WEBS: 2x4 KDDF STAND LOADING 4- 5=(•2840) 1155 15.16= 815) 2757 4.15=(-519) 342 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.18=(1177 (( 0) 0 15. 5= -337) 969 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BO244 TOTALTOM CHORD LOAD = 42.0 PSF 7- 8=(-2797) 1159 18-19=5 -802) 2727 2776 16.16=I.161) 492 8- 9=(-2288) 1038 19-20= -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL= 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3077) 1172 21.11=( -970) 2638 7-19= 55 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. B-20=(-710) 275 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -242/ 1775V -133/ 133H 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'• 0.0' -242/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.232' @ 16'- 6.2' Allowed = 1.954' MAX TL CREEP DEFL = -0.466' @ 16'- 6.2' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0,112' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0,188' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 11-11-11 16-00-10 11-11-11 Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0x( 6-01-04 5-04-13 5.08-07 6-03-04 system and components and cladding criteria. -05-0 12 Wind: 140 mphh=22.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), 6.00 M-4x65 Mx4 Mx8 Mx4 M-4x6 Q 6.00 load duration factor=l.6, ,- Truss designed for wind loads in the plane of the truss only. M-3x4 18i-3x4-3x4 v 0 %M-4x43 0 o c M 3x8 `�`�_ _ •� _ a ..--.4%.1.2 v �, ,� � 1 - - 13 14 15 16 o �-0 o o M-5x8 M-3x4 M-3x8 17 18 0,251' M 3x8 M-1.5x4 M-3x8 0 0 o M-3x4+ M-5x6 M-4x10 M-5x6(S) M-3x4+ a 2.75 1.89 ,,p 2 y 12 y k2-09 -12� 1y ,, y y , -05-0Q 4-05-12 4-07-08 1x08-03, 6-03-06 6-01-04 5-05-04 6-01-08 > y 0-19 2-05-08 11-11 ,2-00 23-07-08 01-10 J. y 14-04-08 25-07-08 J, J. 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH4C scale: o.14ss 5�� r1C'oo pN7,9 'S WARNINGS: GENERAL NOTES,unless otherwise noted: h/ 1.Builder and erection contractor should be advised of a8 General Notes 1.The design Is based only upon the parameters shown end Is for an individual 4%. !�G 0 E 2.9f and Warnings before construction commences. building component.Applicability of design parameters and proper +L Truss: AH4C 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. 3.AddiUonel temporary bracing to Insure stability during eonstruNon 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'0.0.and at 10'o.c.oucha respectively unless braced throughout their length by ` �► po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '�- DATE: 7/11/2014 the overall abucture 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 atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'f7 A_OREGQN SEQ. : 5992800 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are lobe used in a noncorrosive environment, L. "7 ,,b design loads be applied to any component. and are for'dry condition'of use. / '9 y -2O A•1t- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O �f� 1 A, �`_ necessary. -4,.. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. C PARA- 6. A .6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I 11111 11111 11111 11111 VIII 11111 11111 1111 IIII TPI/WMA In SCSI,copies of which will furnished upon request. git coincideintwith joint ate in lines. 8.Digits indicate size of plate tino inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1g66(IlTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0 42 2.17=(•1427) 3488 17- 3=( •209) 663 BC: 2x4 KDDF g18BTR SPACED 24.0' O.C. 2- 3.(-4158 1779 17-18=(-1262) 3045 17- 4= -186) 353 WEBS: 2x4 KDDF STAND 3- 4=)-3725 1660 18-19=)-1439) 3656 4.18=) -191) 182 LOADING 4. 5=(-3215 1467 20.21= 0) 0 18- 5=( •402) 1134 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( 0) 0 19.21=)-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM TOTCHORD LOAD = 42.0 PSF 7- 8=)•4286) 1837 22-23=1359 (-1449) 3686 8.19=( -85 4171 7-19.1 ) 907 AL46 8- 9=(-4282) 1836 23.15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(•3994) 1670 21-10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13.(-2515) 1227 10-22= -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=) 0) 0 22.11.( -80 536 OVERHANGS: 10.0' 10.0' 13.14=(•2863) 1308 11-23=(•1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13-23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16') 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 15: Heel to plate corner = 2.00' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' •300/ 1775V -89/ 89H 5.50' 2.84 KDDF625 40'- 0.0• •301/ 1775V 0/ OH 5.50' 2.84 KDDF ) 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954' 2-08 08 2-03-03 3-01-04 5-07-13 3-01-02 3 10 MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606' �( MAX LL DEFL = 0.001' @ 40'. 10.0' Allowed = 0.083• �2 2-01-1 f2-10-04' q 1'0-0805 2'01-1 1' 5-04-05 '03-03 '3-10-08 MAX TL CREEP DEFL = •0.001' @ 40'• 10.0 Allowed = 0.111' '1 1' T f .1 T f T i-----1 f 1' MAX HORIZ. LL DEFL = -0.131' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207' @ 39'- 6.5' 8 00 8-00 ,r .) ,1 1' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-5x6(S) 12 6.00 D M-3x4 M-3x4 -Si 6.00 Design conforms to main windforce-resisting M-5x6 12 M-4x6 system and components and cladding criteria. i/ 7 M 1 5x4 9 pt,a5" =M 14x4 3 Wind: 140 mph, h=21,7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, sr M 3x4 - y" (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 4 M-1.5x4 load duration factor=1.6, rn M-1,5x4 "�� + 4 Truss designed for wind loads v co M-3x8 3 ^ in the plane of the truss only. 0 ci 0 �� .A111116 O 0 �►1:g ?Intim_: /-o c0 c�` 1 11 a 18 1 6 7tn 0 o M-5x10 M-3x8 M 6x1021 0.25 23 t c M-3x4+ M-3x8 M-3x8 0 M-3x4+ M-4x12 -.2.75 1.89 v M-5x8(S) 12 12 I' I' I' 1' 1, /, I, ), 2-00 5-06-12 6-04-04 1-00-1 y 9-03-04 8-02-04 7-06-12 y yy X y y 0-� 2-00 11-11 ,2-00 24-01 0-10 10 13-11 26-01 1, 1, 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3Scale: 0.1400 '1 ' CNE' S�61 e?„11� 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 1 . .42®® E r Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 la the res responsibility of the buildingdesigner. continuous sheathing or such as plywood aheathwhere)end/or drywall C. `ems. . DATE: 7/11/2014 P h 9 3.zx Impact bridging lateral bracing required where shown++ 41 i 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 SEQ. : 5992801 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ` /4�. b .� design loads be applied to any component and are for"dry condition-of use. ..1/*- 9 Q1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q Y 14., 2 tai fabrication,handling,shipment and Installation of components. necessary.gAS--13R10.- 6. �T This design Is furnished subject to the Imitations set forth 7.Plates assumes adequateadonboth drainage Is russ,and '✓� 1111 VIII VIII IIII VIII VIII VIII IIII IIIIg 1 by 8.Plates shall be located on both faces olbuss, placed so their center TPINYTCA 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,Ina/CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12J31/2015 11111111111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1267) 3488 15- 3°) -161) 663 21.12=(0) 204 BC: 2x4 HOOF N1&BTR SPACED 24.0' 0.C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4a( -173) 353 WEBS: 2x4 KODF STAND 3- 4=(-3725) 1463 16-17=(•1145) 3656 4 .16= -192) 258 LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5°) -358) 1134 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•2846) 1133 17.19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-4286) 1560 19-20=(•1292) 4171 6.17= -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=3-4282) 1558 20.21=3-11623 3686 7.17=( -85) 56 8- 9=(-4019) 1481 21.13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL= 25 PSF Ground Snow (Pg) 9-10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(•2515) 1026 19- 9=( •182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2863) 1085 9-20=I -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-2908) 1176 20-10=( 84 536 OVERHANGS: 10,0' 10.0' 13.14=( 0) 42 10-21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-21°) -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA M,M2OHS,IIBHS (16 no iTefiM) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0' -235/ 1775V -89/ 89H 5.50' 2.84 KDDF ( 625) JT 13: Heel to plate corner = 2.00' 40'- 0.0' -236/ 1775V 0/ OH 5.50' 2.84 HOOF ( 625) ICOND 2: Design checked for net)_5 pot) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,001' @ 0'-•10.0' Allowed = 0.083' MAX TL CREEP °EFL = -0.001' @ 0'--10.0' Allowed = 0:111' MAX LL DEFL= -0.354' @ 21'• 6.8' Allowed = 1.954' MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'• 10.0' Allowed a 0.111' MAX HORIZ. LL DEFL = 0.124' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207' @ 39'• 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T Design conforms to main windforce•resisting T 01-1 1,0-01-071 1,0-01-041 5-07-13 5-04 05 5-01-02 4-01-03 3-10-08 T system and components and cladding criteria. 2-08-08 2-08-05 1-01-1112 Wind: 140 mphh=21.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 12 M-3x4 M-5x6(S) Q 6,00 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-5x6 11A-4x66.005 M-3x4 M-1 5x4 0 5" =M-4x4 1 Truss designed for wind loads 8 i e y 1n in the plane of the truss only. M 3x a i-1.5x4 a + o M-1.5x4 o C4 c M-3x84 � i � e a 3 � 0 �� , to o oo 1 15 M 5x10 1718 19 0 o M-3x4+ M-6x10 0.25 9 M-3x8 M-3x8 1 M3x8 0 M-3x4+ 1 es v M-4x12 M-5x8(S) --==12.75 12 , J. 12 y y ). y y y , y2-00y 5-06-12 6-04-04 1 y00-12, 9-03-04 8-02-04 7-06-12 , , 0-1 2-00 11-11 ,2-00 24-01 01-10 y 13-11 26-01 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0,1550 ,C-0 JGNE' RsioA_ WARNINGS: GENERAL NOTES,unless otherwise noted: 47 ! 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 - ?. 2 it Il E yr and Warnings before construction commences. building component.Applicability of design parameters end proper Truss AH2 2.2x4 compression web bracing moat be installed where shown+. incorporation of component la 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 Po rYv DES. BY: BS is the responsibility of the erector.Additional permanent bracing2'o.c.end at 10'0.0.respectively unless braced throughout their length by 4111.1. of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). /f fes.. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v u A s 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. OREGON SEQ. : 5 99 28 02 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used inc noncorrosive environment, �G- -! 2 1a�'` design loads be applied to any component. and are for'dry condition'of use. �O �Y 14. P TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design spumes full beefing at all supports shown.Shim or wedge If A fabrication,handling,shipment and Installation of components. ry. V g P P 7.n Designceassumes adequate drainage Is provided. MAR�`-`'- 6.This design is furnished subject to the Initatons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 ILII IIID VIII VIII VIII VIII IIII IIII MITPe USA,lrlCJCompuTrus I/WTCA In SCSI,copies of ISoflWare 7.6.6(114-Z request. 0.lines FarrDigits basicconnector of plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 42 2-14=(-3052) 8834 14- 3=( •652) 2126 10-20=(-562) 1884 2x6 KDDF #1&BTR 72, T3 2- 3=(-10036) 3504 14-15=(-2800) 8048 3.150 -842) 308 20-11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=) -7926) 2942 15- 16=!•4330` 11250 15- 4=) -860 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16.17=(•5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6=(-11444) 4480 17-18=(•5048) 12796 5-16=( -398) 1412 IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL 100.0 +DL 28.0)= 128.0 PLF 6'• 0.0' TO 34'- 0.0' V 6- 7=(-14240) 5666 18-19=(-5020 12570 16- 6= -2954 1272 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL) 50.0)+DL( 14.0)= 64.0 PLF 34'. 0.0' TO 40'- 0.0' V 7- 8=)-12464) 5012 19-20=( -4110) 10414 6.17=)• 414 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 40'- 0.0' V 8- 9=(•11704) 4500 20-12=(-1888) 5362 17- 7=( -946) 2576 9.10=) -5842) 2162 18- 7=(-2594) 1180 NOTE: BRACING UON. FOR TC CONC TC CONC LL( 250.0)+M(( 0.0)= 320.0 LBS @ 34'- 0.0' 11-12=) -6230) 2234 2378 18-8.19=(-1142) 122 820 12.13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(•4962) 2222 OVERHANGS: 10.0' 10.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1152/ 3391V -65/ 65H 5.50' 5.43 KODF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) _,e_ ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at ICOND. 2: Desi 9' oc in 1 row(s) throughout 2x4 top chords, JIn checked for net(-5 Psfl uplift at 24 'on spacing.) 9' oc in 2 rows throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000' @ 0'--10.0' Allowed = 0.083' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ 0'--10,0' Allowed = 0.111' MAX LL DEFL = 0.565' @ 16'- 4.5' Allowed = 1.954' + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074' @ 16'- 4.5' Allowed = 2.606' MAX LL DEFL = 0.000' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.000' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.137' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.220' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphhe20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I. '1' Trussload ddesigned uration ifor owind 6loads 2-09 �3-02-11 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 �2-10-15 3-00-12� in the plane of the truss only. 12 320# ,r320# T T 12 6.00)7'. M-4x10 M-7x8(S) Q 6.00 M 5x6 =M 6x4=M-4x4 0,�5^ M-39x10 M-5x6 o %M-4X3 12 �» II M-1.5X4 + 1 co c. c M-3X1 �� co p c1/'''-' 14 15 16 17 �! s - 3 0 o M-6x8 M-4x10 =M-4x4 =M-10x10 18 1a 20 ', o M-3x4+ a 2.75 M-3x4+ M18HS-7x14 0'25' M 4x10 M-3x8 0 M-3x4+ 12 2.75 o M-3x4+ =M-8x8(S) y 2-11-04L y 12 , , y ./ i' , -05-0✓, 4-06-12 4-05 .2-00 , 9-02-04 9-00-08 5-04-12 i, J' 1:1 2-05-08 11-11 2-00 23-07-08 9;T 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: 0.1546 '•�' GN>cFrFSoo' WARNINGS: GENERAL NOTES,unless otherwise noted: V'1.Builder and creation contracts should be advised of all General Notes 1.This design Is based only upon the parameters shown end is lar en individua4,1 r(�� �'9Truss: AH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7LLL1 r 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: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'as.respectively unless braced throughout their length by ®®�, continuous sheathing such as plywood sheathing(TC)and/ord .r' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where hown++iii C). ! '0'" 4 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. SEQ. : 5992803 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, yL .V OREGON. �. TRANS I D: 403334 design loads be applied to any component, and are for"dry condition'of use. N '� 5.CompuTma has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if <Q '9Y 14 2.° A'�^ fabrication,handling,shipment and installation of components. necessary. �f' �y 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. ''•v/�P R(�� V 11111111111111111111111 P ( request. 8.Plates shall be local on both faces of truss,and placed so their center TPIA4(rCA In SCSI,copies of which wla be furnished upon Ones coincide with pint center Ines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L)•E 10.Forrlbasiciconnete ctorf ate platdesign values see ESR-1311,ESR-1988(MITeiq EXPIRES:12/31/2015 • BIN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'• 6.0' ICOND. 2: Design checked for nett-5 osf) uplift at 24 'oc spacing. TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF H168TR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+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=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons 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 sable end detail for 4-09 4-09 complete specifications. 1' 1' 1' 12 12 6.0017 Q 6.00 HM-4X4 3 f I I di0 N 1 4 M Of— �O sr V of— 1 /0 0 0 M-3x4 M-3x4 y y J, J• 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 S���NGINE. �s/O WARNINGS: GENERAL NOTES,unless otherwise noted: ,t/� 2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual QL4 7.-�G I S E '9r- Cland Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C Incorporation of component is the responsibility of the building designer. 2.aro compression web bracing must be installed where shown+, 2.Design assumes the top and bosom chords to be laterally braced at !� 1.Additional temporary bracing to Insure stability during construction 'Inc.. and at 10'a.c.respectively unless braced throughout their Ion ih by �P' DES. BY: BS is the responslWlity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / r♦ar;,.. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.Tr Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON to SEQ. : 5 992804 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L. -.j 1b design loads be applied to any component. and are for-dry condition'of use. / ""4" :2,0 ��- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if Q 14, fabrication,handling,shipment and Installation of components. Design as. L� V P P 7.Design assumes adequate drainage is provided. �i RR 11-`" 6.This design Is furnished subject to the irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center . ch urnished IANTCA In SCSI,copies of wh will be u lines ncide with joint nter lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTITB USA,Inc./CompuTrus ISoftW of 7.6.6(1L En request. 10.Forribasiciconnecttooroplateedesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 42 2- 7.(-252) 1166 3- 71-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=I-1392 328 . 8=) -95) 772 7. 4 .101 446 WEB : 2x4 KDDF STAND 3. 4= -1216) 326 8- 6=(-246) 1169 4- 8 -101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1395) 339 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ** For hanger specs. - See approved plans 0'- 0.0' -143/ 961V -92/ 98H 5.50' 1.54 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ 860V 0/ OH 5.50' 1.38 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10,0' Allowed = 0.111' MAX LL DEFL= -0.037' @ 13'- 5.8' Allowed = 0.979' MAX TL CREEP DEFL = -0.075' @ 13'- 5.8' Allowed = 1.306' MAX HORIZ. LL DEFL = 0.016' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.028' @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. T 'l' '(' 1' '' Wind: 140 mph h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 12 M 4X6 12 (All pHAll Heights),fEnclosed, Cat,2, Exp.e, MWFRS(Dir), 6.00 4 f-( d 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. M-1.5x4 10111011° M-1.5x4 'n ., .' 0 Li) co c•-) 0 0 v s vi� 'e o o M-3x4 7 0.25' M-3x4 M-3x46 0 M-5x6(S) 1, /. 1, 3. 7-00-03 6-05-11 7-00-03 1, ), 1. 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D2scale: 0.2933 \c����NGPN� �siS'� WARNINGS: GENERAL NOTES,unless otherwise noted: ,1,�� O� • 1/ C 111 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 y5 L, , L 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 responsidity of the building designer. . 3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bredng of 2'o.c.and at 10'exc.respectively unless braced throughout their length by 4211"1""continuous sheathing such as plywood sheathing(TC)and/or drywan(OC). `rear.- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y it. 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsldity of the respective contractor. 7 A-OREGON t✓ SEQ. : 5992805 fasteners are complete end at no time should any bL vads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1b design loads be applied to any component and are for'dry condition'of use. / .41).. y ��_ TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge 1( O 14, 0P fabrication,handing,shipment and Installation of components. necessary. 8.This design is furnished subject to the imitations set forth 7•Design assumes adequate drainage is provided. �/C�R'l.�'. IIIIII VIII VIII VIII VIII VIII VIII II III) 1 by 6.Plates shall be located on both faces of truss,and placed so their center TPNWTCA In SCSI,copies of which will be furnished upon request. lines edndde 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 noises see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTA; LOAD DURATION INCREASE = 1.15 1.3=(-522) 168 1-5=(-127) 422 3-5=(0) 214 2x6 KDDF k1&BTR T1 SPACED 24.0' O.C. 2-3= O) 0 5-4=(-123) 424 BC: 2x4 KDDF k1&BTR 3.4= -539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12'0C, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT<= 12.00. CON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -382/ 424V -32/ 34H 137.50' 0.68 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 20'- 6.0' -68/ 417V 0/ OH 5.50' 0.67 KDDF 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 ssf) uplift at 24 'oc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180' M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000' @ 11'- 0.0' Allowed = 0.083' vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000' @ 11'- 0.0' Allowed = 0.111' MAX TL CREEP DEFL = -0.012' @ 15'- 9.0' Allowed = 0.572' Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.007' @ 13'- 2.0' Allowed = 0.291' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard M,M20HS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003' @ 20'- 0.5' specifications. MAX HORIZ. TL DEFL = 0.005' @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 .. 1' - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, Truss designed for wind loads 12 =M-4x4+ 12 in the plane of the truss only. /- 6.00 D .. 6.00 M-4x6- o rrt + d:i + M-3x4+ co 1 m o 0 o .r :11 o 5 4 J, M-3x6(S) M 3x6 y M-1.5x4 M-3x4 O J., 11-05-08 y y 15-09 4-09 1, ), 1, 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 �' N(j NE 'S WARNINGS: GENERAL NOTES,unless otherwise noted: {/ 1.Builder and erection contractor should be advised ell General Notes 1.This design Is based only upon the parameters shown and is for en individual �� S(9 I 2 S E fi ofr'. Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the rosponslbily of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes e.cthe top end bottom chords to d laterally theiraced at DES. B Y: BS Is the responsibility of the erector.Additional permanent bredng of 2'o.o.and at 10'o.c.such as unless braced throughout their length� by r Po y P continuous sheathing such as pywood ueathin ore and/or drywati(BC). `!�••. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M 4t- 4. r 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON Ix Co SEQ. : 5992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L 2j N iN design loads be applied to any component. and are for condition-of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibilityfor the 6.Design assumes tuft beefing at ell / 'II' 9 y yLQ ..�., supports shown.Shim or wedge If O ' 14, e�;A. fabrication,handling,shipment and Installation of components. necessary.sV P P 7.Design assumes adequate drainage Is provided. 4i AA I L�- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - ... II Il II 11111 1111 1101 VIII II IIII IIII MTe USA,Inc./CompuTrus chINVTCA In SCSI,copies of whISoftwarewig bef 7 urnish6 6(1L)Zn request. de with joint center Ines. lines FobIndicateoector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18,BTR BC: 2x4 KDDF H18BTR LOAD DU SPACED RATION 124.0' 0.C.1 15 2-3=I-574) 113 5-4=42 (-40) 429 429 5.3=(0) 265 WEBS: 2x4 KDDF STAND 3-4= -573) 124 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0' 0'- 0.0' -96/ 594V -50/ 57H 5.50' 0.95 KDDF625 LL = 25 PSF Ground Snow (Pg) 11,- 8.0' -58/ 489V 0/ OH 5.50' 0.78 KDDF ) 625) ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 asf) uolift at 24 'oc spacing.) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TLLAL DEFLFLECOI001'ON @ITSO'--10/040 Allowed80 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TO PANEL LL DEFL = 0.026' @ 8'- 6.3' Allowed = 0.383' MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3' Allowed = 0.575' MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5' 5-10 5-10 MAX HORIZ. TL DEFL = 0.006' @ 11'. 2.5' 12 12 DESIGN ASSUMES MOISTURE CONTENT DOES Q 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00[7 HM-4X4 Design conforms to main windforce-resisting 3 4.0° system and components and cladding criteria. 1100Wind: 140 mph, h=20.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>r), load duration tactor=l.6, Truss designed for wind loads in the plane of the truss only. co O O O cocO co N• 00111111111111111111111111111111111111111111111111111111111111111111111111111111111111 _ O f- �, ,*iIIittSrp1 � p 0 6 4 ** c M-3x4 M-1.5x4 M-3x4 3, y y 5-10 5-10 i, > y 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2 Scale: 0.4999 S���GpNF�LF�sS�n- WARNINGS: GENERAL.NOTES,unless otherwise noted: // r T -v�, E2 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 '� 7=g2.1) g 2 Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper GGG 1® 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responslbiity 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: BS Is the responsiblaty of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required n where and/or dryvrea(BC). 0411111111. _.f ow.,,- the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracing shown++ CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992807 fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, to �C/. TRANS I D• 403334 design loads be applied to any component, and are for'dry condition'of use. L� �q 1 s� • 5.CompuTrus has no control over and assumes no responslWlity for the 6.Design assumes fuR bearing at all supports shown.Shim or wedge If Q 1- 1.4 20 T fabrication,handling,shipment end installation of components. Dnecessary, s p l P, 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be locaten assumes d uon both faceslof truss,nd placed so their center 11' 7=1F110-15 I IIIIII VIII VIII IIID VIII VIII VIII(III IIIITPI/WTCA In BCSI,copies of which will be furnished upon request MTek USA,Inc./CompuTrus Software 7.6.6(1L)•E lines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF pt&BTO 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 <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, ho20.6ft TCDL=4,2,BCDL=6.0 ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2 Ex B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load Heights),duration fEnclosl,6, Exp ( ), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud tailifors, Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T '( T 12 12 6.00 17 IIM-4x4 a 6.00 3 ./ coI I O Ci O m co 4 co of- o 4 - 4 /- c/ 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 0 M-3x4 M-3x4 y y y y 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-6 NH - Elspate; 0.5949 <S"\- NE• 61,/ WARNINGS: GENERAL NOTES,unless otherwise noted: c/ ill 2.9 J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual L. .02 0 IU E- r Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 9 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 stabilly during construction 2.Design assumes the top end bosom chords to be laterally braced et .� -.. 2'c.c.and at 10'o.c.respectively unless braced throughout their length by DES.. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TG)C and/or d (g /-" PMne gR s rywan(6C). �fl.. SATE• 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A to 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7 .OREGON tel. SEQ. : 5 992808 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, L /� 2 1D �� design loads be applied to any component. and aretor'dry condltlon"of use. / '9 Y TRANS I D: 403334 5.CompuTrus has no control over and assumes no responslbiaty for the 6.Design assumes roll bearing at all supports shown.Shim or wedge if Q 14, f��; fabrication,handling, Designnecessary. M R R)1.- V shipment and Installation of components. 7.Design assumes adequate drainage is provided. i �,:.- - 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss.and placed so their center IIIIII VIII IIID VIII VIII VIII VIII IIII IIIITPIANiCA In SCSI,copies of which will be furnished upon request. In coincide with Joint center Ines. 9.Digits Indicate size of platete in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1.4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF#1&BTR 2.3= -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0 +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL2312+DL( 177.2)= 408.5 PLF 0'- 0.0' TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0' -304/ 1451V -41/ 104H 5.50' 2.32 WOOF625 Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -302/ 1384V 0/ OH 5.50' 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, will have 1.5' max. nail penetration. [COND. 2: Design checked for net(-5 gat) uplift at 24 'oc spacing.) ** For hanger - See approvedplans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP A specs. pP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/IB0 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484' M,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2' -( .1` - MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 17 NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5X4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IL (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I[ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M O 4 0 O ' 4111111101 O '® �I elO O ** 4 M-5x16 M-3x10 y > J, 5-08-04 0-03-12 y i' 6-00 JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRD Scale: 0.5462 INE °S'JD ry WARNINGS: GENERAL NOTES,unless otherwise noted: 2-�. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual :('(' . a e' E f.. Truss: F1 -GIRD and Warnings before construction commences. building component.Applicabmty of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of (e ) ,��, ?®� the overall structure Is the responsibility of the buildingdesigner. 2xcoimpact sheathing such as plywood required where and/or drywall C. DATE: 7/11/2014 po ty 9 3.2x bridging or lateral bracing where shown++ -� 4.No load should be applied to any component until after all bracing and 4.Instanadon of truss Is the responsibility of the respective contractor. OREGON. 2 SEQ. : 5992809 fasteners are complete and at no rime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, �` .w) Ito ,`� design loads be applied to any component. and are for"dry condition"of use. / 9y 14 A TRANS I D: 403334 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 .44. , .2t,, $ f fabrication,handling,shipment end Installation of components. necessary. 7.Design assumes adequate drainage Is provided. FiR'L\-- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111I1 VIII 11111 III 1 IIID(1111 HIE 1111TPIMMCA In BCSI,copies of which will be furnished upon request noes coincide with)plot center anew 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIII 1 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2o(-125) 101 1-4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF #1&BTR 2-3=( 10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL) 50.0)+DL( 14.0) MIN.= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0' TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES 0'- 0.0' -170/ 881V -41/ 104H 5.50' 1.41 KDDF625 Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -175/ 841V 0/ OH 5.50' 1.35 KDDF ( 625 Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5' max. nail penetration. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484' M,M2OHS,M18HS,M16 = MiTek MTS series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2' MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 7 NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5X4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 j (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D{r), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only, t7 a 4 0 M 4) I_� ''11111111,111 I 4 M-5x16 M-3x10 «« 5-08-04 0-03-12 J, ), 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 C\ GNfi,,s�o 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 �� -.(�2.6 E �r Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed whore shown+. Incorporation of component Is the responsibiily of the building designer. 3.Additional temporary bracing to insure stablity during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS Is the res nsibla of the erector.Additionalpermanent bracingof 2'o.c.and at ea o.c.respectively unless braced throughout their length by �� Pe IY continuous sheathing such as plywood sheathing(TC)and/or dry.vall(BC). `,,al..." DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ Ir 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. 17 A-OREGON /0 SEQ. : 5992 810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ` "� � TRANS I D: 403334 � design loads be appted to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition'of use. / q Ji !2O -t- 6.Design assumes full bearing at at supports shown.Shim or wedge If O 14, P fabrication.henda necessary. ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 41 R1111..\-- 6.This design is furnished subject to the imitations set forth by 9.Plates shall be located on both laces of truss,and placed so their center IIIIII VIII IIIA IN III VIII 11111 III)IIIITPlnnrrCA In BCSI.copies of which will be furnished upon request. lines coincide with joint center Ines. 5.Digits Indicate size of plate in inches. Welt 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 8'• 8.9' ICOND, 2: Design checked for net(-5 rift uplift at 24 'oc sDacing.l TC: 2x4 KDDF#18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF M1&BTA SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12.00. 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 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, closed.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. .1 f 12 12 6.0017 - 1 6.00 I'M-4x4 / •3 I r 0 to 0 N C`7 4 CO -IO 0 — — — C / ////////////////////////////////////////////////////////////////// o M-3x4 M-3x4 y 1- 1, 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH - G1 Scale: 0.6079 <� N ttFyy619 WARNINGS: GENERAL NOTES,unless otherwise noted: 4� .1/®,Et? 'vi /� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for en Individual �7i JL, G Truss: G1 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibllty of the building designer. .41 w/ bracing 3.Additional temporary to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -/0 �/' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'ac,respectively unless braced throughout their length by continuous sheathing such as plywood shoeTC)and/or drywal BC), , . 46000. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3,2x impact bridging or lateral bracing requiredd where shown++ at 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. If' � OREGON. SEQ. : 5992811 fasteners are complete and at no lime should any bads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, ` design loads be applied to any component. and are for"dry condition"of use. .9 01 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Tull beefing at all supports shown.Shim or wedge if Q 1' 14, :2 �P-E- fabrication,handling,shipment and Installation of components. 7necessary. provided. �f- R 4"� 6.This design is furnished subject to the Irritations set forth by 6.Designateshell be locatedonboth faces of truss,end placed so their center '!'/ I(VIII VIII VIII II II IIII IIID VIII(III IIII TPIAAITCA In BCSI,copies of which will be furnished upon request. lines coinddewithizJoint center Ines. 9.Digits indicate size of plate in Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1`)-E 10.For basic connector plate design values see ESR-1311,ESR-1886(dilek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2.3=(-63 29 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 14.2' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -77/ 404V 0/ 66H 5.50' 0.65 KDDF (( 625) 5'- 0.2' 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 6251 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 3.0' -58/ 140V 0/ OH 1.50' 0.22 KDDF (( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONO 2 Design checked for net(•5 psfl uplift at 24 'oc s aJ> eine I 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 = 0.005' @ -1'- 2.2' Allowed = 0.119' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005' @ -1'- 2.2' Allowed = 0.158' MAX TC PANEL LL DEFL = 0.037' @ 3'- 2.1' Allowed = 0.303' MAX TC PANEL TL DEFL = •0.046' @ 3'- 0.0' Allowed = 0.454' MAX HORIZ. LL DEFL = -0.000' @ 5'- 2.2- 12 MAX HORIZ. TL DEFL = -0.000' @ 5'- 2.2' 4.001' 3 -, DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting f system and components and cladding criteria. Wind: 140 mphh=20ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads 0 in the plane of the truss only. M-3x4 N to ,-/- c%) /c%, 0 ro i 2 4 >-< --/ y )" J' 1-02-04 (PROVIDE FULL BEARING:Jts:2.4,3.1 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 ;j���N�]I �61/ WARNINGS: GENERAL NOTES,unless otherwise noted: (/ 2l G3 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 �w 7 0 I E r Truss: G3 and Warnings before construction commences, building component.Applicability of design parameters end proper ' 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responslblity of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to bo laterally braced at DES. B Y: BS 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 ♦r® DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathinggrsuch as plywooegsheetbing(TC)and/or drywal BC). `*Jas'. the overall structure Is the of the 3.2x Impact bridging or lateral bradn required where shown++ (r. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. y7 TRANS I D: 403334OREGON �ct, SEQ. : 5 992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �b design loads be applied to any component. and are for"dry condition"of use. / '9y 2° -L. 5.CompuTros has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if O 14, fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is Provided. 11111/ R It-\ 0 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1i I IIIIII VIII VIII III VIII VIII VIII III III) TPIIWICA In SCSI,copies of which will be furnished upon request. Tinge coincide with joint acenter lines. 9.Digits indicate size of plate in Inches. MiTek USA,InC./CompuTfus 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 5'- 3.0' ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacing.I IC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 916BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <0 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph h=15ft, 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 loons in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.000 • 3 to 0 0 N iiir 2 _....ggigillIllIll 10 m1110 cV 1 I///////////////////////////////////////% 4 M-3x4 y i, y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 Scale: 0.7728 co' 'tNGNEOik- '/O WARNINGS: GENERAL NOTES,unless otherwise noted: Z9 . 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 Lt. c . c .0 E r!. Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be Installed where shown u. 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: BS is the res nsibi of the erector.Additional permanent bracingof 2'o.c.and at 10•o.c.respectively unless braced throughout their length by Pa IlY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f! - DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown v u C 4.No load should be appled to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON l SEQ. : 5992813 fasteners are complete and at no time should any loadsnon- corrosive greater than 5.Design assumes trusses are to be used in a environment, TRANS I D: 403334 b design loads be applied to any component and are for'dry condition"divas. / '9y ,r•-• � 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 14, . s Design assumes. fabrication,hand4r,RRr0.- ng,shipment end Installation of components. �, necessary. Design adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 11111111111111101111110.1PIM?CA In BCSI,copies of which will be furnished upon request. Digs coincide with joint center Ines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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 7'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cgs1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2= -94) 79 1-4=(-44) 58 2.4=(-233 166 BC: 2x4 KDDF ai&BTR SPACED 24.0' O.C. 2.3= -10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ 80H 4.00' 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5' -37/ 307V 0/ OH 5.50' 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 nsfl uplift at 24 'oc snecing.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152' @ 3'- 5.5' Allowed = 0.408' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202' @ 3'- 5.7' Allowed = 0.612' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ, LL DEFL = 0.000' @ 6'- 7,7' 6-07-12 -05-1�2 MAX HORIZ. TL DEFL = 0.000' @ 6'- 7.7' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4.001 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 g Wind: 140 d mph, h=15ft, TCDL==4,.2,BCOL=6.0, ASCE 7-10, IAaHhttison seld6,Cat.2, Exp.B, MWFRS( Dir), Truss designed for wind loads 11 111 rilf in the plane of the truss only. to co 0 C N O Y cc 1 �q -/ O M-3x4 M-1.5x4 ), > ). 6-07-12 0-05-12 j. y 7-01-08 JOB NAME: POLYGON PLAN 5-B NH - G4Scale: 0,5588 �. 0 NG)NE' ,., ;.9/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 iL/ t-w 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 'i`t. L/• E Truss: G4 and Warnings before construction commences. building 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 bracingto Insure stability Burin construction 2.Design assumes the top and bottom chords to be laterally braced at Po rY 9 2'c.c.and at 10'0.0.respectively unless braced throughout their length by t'r-� • A�" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ d Cr SEQ. : 5992814 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. 'y74. "7 OREGON t,, 40 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �1 design loads be applied to any component and are for"dry condition*of use. i0 �Y 14, 2. % TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'nDe else assumes full bearing at all supports shown.Shim or wedge if �j P fabdcotion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.y. MR.R I L\-- 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines coindde with joint center Ines. 111111 VIII VIII VIII IIID VIII Ilili till IIII MiTek USA CA rInc./CompuTrus which Software 7n6 6(1 L)-E request. 10.FFor basic con size of connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' (COND. 2: Design checked for net(-5 usf) uplift at 24 'oc spacing.' IC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF qt&BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1911$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)+0L( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF g TOTAL LOAD = 42.0 PSF C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc Wind: 140mph, h=15ft,Enclosed, Cat.2,L=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Exp.B, MWFRS(Dir), load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1011F LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. Refer or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus liable end detail for complete specifications. 12 2 -, 4.0017 0 0 AaIIIIIII in N 1 r.....,_ cz 0 0 o'er' ///////////////////////////////////////A -, M-3x4 3 y y 5-01-08 JOB NAME: POLYGON PLAN 5-B NH - G5 Scale: 0.8258 \�.\(�`NG?N�° 4% WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en individual 4:1C' ,.rS 4•r 9f. Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters end proper 7 L 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: BS Is the responsiblay 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 of the buildingdesigner. continuous sheathing such as plywood erC)and/or drywe6(BC). ,.,•"'roes. . o�". DATE: 7/11/2014 Po ty g 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. OREGON. SEQ. : 5992815 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, yG 4 <C/ TRANS ID: 403334 design toads be applied to any component, and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing et all supports shown.Shim or wedge if i0.7.4i-l" 14 '_2-6\ fabrication,handling,shipment and Installation of components. necessary. V 6.This design is furnished subject to the imitations set forth 7.Plates assumes adequateodon bothdraiface Is provided. a. MF R IG\- 1111111 VIII VIII IIII ILII IIII VIII III)IIII g M by e.Plates shell be located faces of truss,and placed so their center TPINYTCA In BCSI,copies of which wit be furnished upon request. lines coincide with Joint center lines. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-Z 190.Per basiigits c connectocate sizerplf atete de�gn values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111141 This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF k16BTR SPACED 24.0' O.C. 2-3=(-366) 181 3.4=`-259) 116 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=(-189) 85 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6.7=( -42) 19 OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -23/ 377V -78/ 340H 5.50' 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2' O/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) 5'• 11.2' -169/ 346V 0/ OH 1.50' 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2' -118/ 231V 0/ OH 1.50' 0.30 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2' -134/ 272V 0/ OH 1.50' 0.35 KDDF ( 625) 17'• 11.2' -107/ 214V 0/ OH 1.50' 0.27 KDDF ( 625) 19'- 10.9' -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for nett-5 osf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-12 12-01-03 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' -/ MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = •0,031' @ 2'- 11.9' Allowed = 0.397' 3 MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596' 6 MAX HORIZ. LL DEFL = -0.007' @ 19'- 10.2' MAX HORIZ. TL DEFL = -0.007' @ 19'- 10.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. M-3x6(S) c PP ,- 3') M O ..:1- 1 a� O M-3x4 y y L. y 0-10 6-00 13-10-15 PROp JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 GaOD es. ' ' SAO WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder end erection contractor should be advised of et General Notes 1.This design is based only upon the parameters shown end Is for an Individual 'tx� 7(92,6 E 9r- Truss: J10 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 responsibmty of the building designer. 3.Addltlonal temporary bracing to insure slebilty during construction 2.Design assumes the top end bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BSis the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). fid- e1/� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ • (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 4./ SEQ. : 5 992816 fasteners are complete end at no time should any loads greater than 6.Design assumes trusses are to be used In a non-corrosive environment, 4- -.7 1p ,` design loads be applied to any component. and are for'dry condieoni of use. / if je 2O TRANS I D: 403334 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 O 14, �j, necessary. n V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. MFR Ft I L1^ 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 CA lines coincide with joint center Ines. 11111111111111111111 MiTek USA tInCSCompuT s which Software 7.6.6(1 L)-E request. 10.Digits con connector plate din es 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'• 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3=S-327 162 3.4=(-220) 97 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=) -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,C018 (or no prefix) = CompuTrus, Inc 0'. 0.0' -23/ 352V -69/ 301H 5.50' 0.56 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625` REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -168/ 347V 0/ OH 1.50' 0.44 KDOF ( 625) 9'• 11.2' -113/ 224V 0/ OH 1.50' 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' •144/ 295V 0/ OH 1.50' 0.38 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7' -51/ 104V 0/ OH 1.50' 0.17 KDDF ( 625) [COND. 2: Desion checked for nett-5 ssfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083' 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001' @ 0'••10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.030' 0 3'- 7.4' Allowed = 0.397' " MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596' II MAX HORIZ. LL DEFL = -0.005' @ 17'- 10.9' MAX HORIZ. TL DEFL = -0.005' @ 17'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce•resisting system and components and cladding criteria. 6.00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads < 0 in the plane of the truss only. M-3x6(S) 0d> 3 C ' 0 4 1 L� 0 7... mm C M-3x4 y J• ), y 0-10 6-00 11-11-11 (PROVIDE FULL BEARING;Jts:2.7.3.4.5.6) JOB NAME : POLYGON PLAN 5-B NH - J9 PR OF Scale: 0.3077 c�'' '(NN Fs00il ' WARNINGS: GENERAL NOTES,unless otherwise noted: / 2.9. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual i` ..�h$Ir t` Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 77 GG 2.2x4 compression web bredng 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: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'0.c.respectively unless braced throughout their length by �� the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/ordrywaa(BC). f>,�e... DATE: 7/11/2014 pa ty g e 3.2x impact bodging or lateral bracing required where shown++ A C 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. OREGON SEQ. : 5992817 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �L, , . Or .S design loads be applied to any component. and are for'dry condition"of use. "4' 14, 9),, .201 P} TRANS I D: 403334 5.CompuTrus has no control over and assumes no responslbOty for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 14, �` fabrication,handling,shipment and Installation of components. necessary. p 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequate drainagetis provided. M�`r7 R i �;, I VIII(II II VIII III'VIII((III VIII(III(III g 1 by 6.Plates shall be located on both faces of truss,end placed so their center TPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. MITekUSA,lmc./COmpuTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1986(MiTek) EXPIRES:12/31/2015 1111 IIIIIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-70(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0. O.C. 2.3=(-287) 142 3.4=(-184) 79 TC LATERAL SUPPORT <= 12.00. UON. LOADING 4.5=(-108) 58 BC LATERAL SUPPORT <= 12.0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -23/ 353V -61/ 265H 5.50' 0.56 KDDF625 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -162/ 343V 0/ OH 1.50' 0.44 KDDF ( 625) 9'- 11.2' -119/ 239V 0/ OH 1.50' 0.31 KDDF ( 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -108/ 226V 0/ OH 1.50' 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7' -15/ 32V 0/ OH 1.50' 0.05 KDDF 625 'COND. 2: Design checked for net(-5 55fl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' P 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' P 0'--10,0' Allowed = 0.111' 6 MAX TC PANEL LL DEFL = 0.031' P 3'- 7.4' Allowed = 0.397' -/ MAX TC PANEL TL DEFL = -0.051' 9 2'- 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = -0.004' P 15'- 10.9' S MAX HORIZ. TL DEFL = -0.004' P 15'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES :' NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads nr in the plane of the truss only. 00 3 'i co 0 o 1 7 0 M-3x4 1, /, y y 0-10 6-00 9-11-11 JOB NAME : POLYGON PLAN 5-B NH - J8R op-e Scale: 0.3315 ‘ '�p1GPNe WARNINGS: GENERAL NOTES,unless otherwise noted: 2.9. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4Z 'c�2/0 E T r u s s J8 and Warnings mpress before coating n commences, building component.component the r design parameters and proper ' 2.2x4 compression web bracing must be installed where shown+. builds g tom of component Is t design of the building designer. 3.Additional temporary bracing to Insure stedity during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'Ito.and at 10'o.c,respectively unless braced throughout their length by 411115.1.continuous sheathing such as plywood sheathing(TC)and/ordrywall(9C). `rte.,. DATE: 7/11/2014 the overall stmcture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown + 40 4.No load should be appted to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 OREGON It" SEQ. : 5992818 fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used Inc noncorrosive environment, y /f7 1a ,f. design loads be applied to any component and are for"dry condition"of use. / q y _ZQ _L. TRANS I D: 403334 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes Nil bearing at all supports shown.Shim or wedge If O 14, �Q,T fabrication,handling,shipment and Installation of components. 7.necessary. �e is provided. [� 6.This design Is furnished subject to the irritations set forth by 8.Platesshallbe locateassumes d on both faces of truss,end placed so their center �``�R 11'� IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII MTITPOWTCA In e SA,lnciCompuT sI,copies of lch Software 7.6.6ll be (1L)-E upon request. ncide with joint center Ones. 0 For baes sic connectoroplatetdesign values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-60(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0. 0.C. 2.3=((-246 122 3-4= -148) 61 TC LATERAL SUPPORT 4= 12'0C. UON. LOADING 4.5=( -67) 31 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'. 0.0' -24/ 353V -53/ 231H 5.50' 0.57 KDDF625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -155/ 338V 0/ OH 1.50' 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -129/ 265V 0/ OH 1.50' 0.34 KDDF ( 625) 13'- 11.7' -51/ 109V 0/ OH 1.50' 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. t,r , 1. it 1 , m. I. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10,0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.031' @ 3'. 7.4' Allowed = 0.397' 5 -7 MAX TC PANEL TL DEFL = -0.052' @ 2'- 11.9' Allowed = 0.596' jJ MAX HORIZ. LL DEFL= -0.003' @ 13'- 10.9' MAX HORIZ. TL DEFL= -0.003' @ 13'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 4 Design conforms to main windforce-resisting system and components and cladding criteria. y Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 + (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1,6 Truss designed for wind loads Nr in the plane of the truss only. 0 3 n 4i Co 0�`- .ci 1 MilIMMENOMMENNOMMI. -f M-3x4 i' y ), ,I- 0-10 6-00 7-11-11 (PROVIDE FULL REARING;Jts:2.6.3.4,SI JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: 0.3795 \c�•\••`' N S, WARNINGS: GENERAL NOTES,unless otherwise noted: �-7. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ;�� .(��•8 _ E r Truss: J7 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. 411001, 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .,. ` am!= DES. BY: BS Is the responsibility of the erector.Additional permanent bracing o.c.and at 10'o.c.respectively unless braced throughout their length by ng of continuous sheathing such as plywood sheething(TC)and/or drywan / y(SC). - A� DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ A Cr 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of respective contractor. OREGON 10 SEQ. : 5992819 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i...? f' 1b design loads be applied to any component and are for*dry condition'of use. / qy Z� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at at supports shown.Shim or wedge If O 14, . P fabrication,handling,shipment and Installation of components. necessary. /�L.�R I L 0 p 7.Design assumes adequate drainage Is provided. .. 6.This design Is furnished subject to the Imitations set forth by 9.Plates shell be located on both faces of truss,and placed so their center 111111111111111111 TPI/WTCA In SCSI,copies of which wit be furnished upon request. Ones coincidewithJof center nche. 9.Digits indicate p e size of plateteinninches. MITekUSA,Inc/CompUTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 1E1111111 This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2s( 0) 42 2.6=(0) 0 BC: 2x4 KDDF N1&8TR SPACED 24.0' O.C. 2.3=(-208) 105 3.4=(.102) 46 TC LATERAL SUPPORT <= 12'OC. UON. L ( )4.5= 38 18 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ONDTOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 352V -45/ 198H 5.50' 0.56 KODF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF 625 M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -159/ 354V 0/ OH 1.50' 0.45 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -92/ 187V 0/ OH 1.50' 0.24 KODF ( 625) 11'- 11.7' -19/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND 2: Design checked for net( psf) uplift at 24 'oc spacine.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = -0.030' @ 2'- 11.9' Allowed = 0.397' 5 •-,.' MAX TC PANEL TL DEFL = -0.050' @ 2'- 11.9' Allowed = 0.596' i MAX HORIZ. LL DEFL = -0.002' @ 11'- 10.9' )i MAX HORIZ. TL DEFL = -0.002' @ 11'- 10.9' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 S NOT EXCEED 19%AT TIME OF MANUFACTURE. )i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph ho22.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads 3 o in the plane of the truss only. j1 m 0 of 1iffg 6 -, M-3x4 y 1, y y 0-10 6-00 5-11-11 (PROVIDE FULL BEARING'Jts:2_,6.q.4.51 SktO PRO JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 e<r' NGINE. �sjo WARNINGS: GENERAL NOTES,unless otherwise noted: // 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en individual 4t' !��0 0 E 2.9 C and Warnings before constructiong commences. building component.Applicability of design parameters and proper /� Truss: J 6 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 stadGty during construction 2.Design assumes the top end bottom chords to bo laterelybracedttit at 2'o.e.and at 10'o.c.respectively unless braced throughout their length by `41011X.'''-', ��" DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood shealhing(TC)and/or drywal103C). / , DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "rA_OREGON �(y SEQ. : 5 992820 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, (,. "7 - \h` ,L.` design loads be applied to any component end erefor'dry condition'of use. , A'9 y20 0P-i-•. TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes tot bearing at all supports shown.Shim or wedge If O 14, fabrication,handling,shipment and Installation of components. necessary.Design -'1/JL- g P P 7. latenassumes adequate faces drainage Is f truss,aii RR i L e.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both of truss,and placed so their enter I 111111 IIID 1E1 VIII 11111 VIII 11111(III(IIITPI/W CA In SCSI,copies of which will be furnished upon request. 9 IDi01ts Indicate sizelooint center lines. f plate in Inches. 10. MITek USA,lrtciCompuTrus Software 7.6.6(1L)-E 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 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2-5=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3=(-170 99 ( 3-4=( -76) 34 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0' -22/ 350V •37/ 166H 5.50' 0.56 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -164/ 368V 0/ OH 1.50' 0.47 KDDF 625 M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'• 11.7' -45/ 90V 0/ OH 1.50' 0.14 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP 'COND. 2: Design checked for nett-5 Osf1 uplift at 24 'oc saucing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'••10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.028' @ 3'- 4.9' Allowed = 0.397' MAX IC PANEL TL DEFL = -0.048' @ 2'- 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = -0.002' @ 9'- 10.9' 12 A MAX HORIZ. TL DEFL = -0.002' 0 9'- 10.9' 6.00 7DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, )to d Truss designed for wind loads 0 in the plane of the truss only. oi co 0 o 1 PA 0 .7.z. 5.=. M-3x4 0-10 6-00 3-11-11 JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4887 �,,i, PR pNne,, o WARNINGS: - GENERAL NOTES,unless otherwise noted: ))// 'T 1.Builder and erection contractor should be advised of all General Notes 1.ThIs design Is based only upon the parameters shown and Is for an Individual ;�� , : • .E qr Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 77�LL 2.2x4 compression web bracing must be Installed where shown 4.. 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: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). `rte•;, 4� DATE: 7/11/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992821 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, ` p design loads be applied to any component and are for"dry condition"of use. 1 S' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at as supports shown.Shim or wedge if ;% "4Y 1 4, 2� r fabrication,handling,shipment and Installation of components. necessary. Is p ')ISR R'�4 eT- 6.This design Is furnished subject to the Irritations set forth by B.Design be locateassumes d oo both faces of truss,and placed so their center 1111111111111111111111 TPNWTCA In BCSI,copies of which will be furnished upon request. linesDigit coincide with joint center lines. MITek USA,Ina/CompuTrus Software 7.6.6(1L)-E 0.FForrlbasicicate size connectorple ete In des 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 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF ill&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=i-126) 92 TC LATERAL SUPPORT r_ 12'OC. UON. LOADING 3-4= -64) 25 BC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -24/ 353V -29/ 135H 5.50' 0.57 KDDF ( 625) C Connector 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'• 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'-- 11.7' -142/ 337V DV 0/ OH 1.50' 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'-•10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' 12 • -, MAX TC PANEL LL DEFL = 0.047' @ 2'- 9.3' Allowed = 0.397' MAX IC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596' 6.00 17' ', MAX HORIZ. LL DEFL = -0.001' @ 5'. 11.2' MAX HORIZ. TL DEFL = -0.001' @ 7'- 10.9' 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting ( system and components and cladding criteria. Wind: 140 mph h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, d Truss designed for wind loads in the plane of the truss only. c2 o 41 .P411111111111111111111111111111111111111111111111111111111 0 o ..--=.15►t -s M-3x4 y y * ,I- 0-10 6-00 [PROVIDE FULL BEARING:Jts•2 5 3 41 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 scale: 0.5653 \�-c,00 N PR 0Pets, o, WARNINGS: GENERAL NOTES,unless otherwise noted: - r 1.0 1.Sunder and erection contractor should be advised ofell General Notes 1.This design Is based only upon the parameters shown and Is for an individual / '9Truss: J4 and Warnings before construction commences, building component.Applicablsty of design parameters and proper y 0 1� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the buildIng designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 2'o.e.and at 10'o.e.respectively unless braced throughout their length Is the responsibility of the erector.Additional permanent bracing of by DATE: 7/11 2014 the overall structure Is the responsibility of the bulMin designer. continuous sheathing such as plyvrood required where)and/or drywal BC), „r'r�,- / / g g 3.2x Impact bridging or lateral bracing where shown+. IP Cr 4.No load should be applied to any component until after ell bradng and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992822 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in anon corrosive environment, yL OREGON �/ design loads be applied to any component, and ere for"dry eonditlon'of use. 1. i� TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge if /p 'Cil' 14 i2° 1y`- IabdcoUon,handling,shipment and installation of components. necessary. L e.`_ 6.This design Is furnished subject to the imitations set forth 7.Plates assumes adequate drainage Is fprovided.usand _�i R I L�" V 101111111111111 TPIIWTCA In SCSI.copies of which will be furnished upon rrequest 8.Ones coincide with joint cnenter faces of truss, placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits Ibasiciccoonnector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-96) 68 TC LATERAL SUPPORT <= 12'OC. 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 SQ,IN. (SPECIES) OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 379V -22/ 104H 5.50' 0.61 KDDF 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -69/ 160V 0/ OH 1.50' 0.26 KDDF 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc soacing.I 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 = 0.001' @ 0'--10.0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX IC PANEL LL DEFL = 0.079' @ 3'- 7.2' Allowed = 0.395' 5-11-11 MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' T 'f MAX HORIZ. LL DEFL= -0.001' @ 5'- 10.9' MAX HORIZ. TL DEFL = •0.001' @ 5'- 10.9' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 3 -/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 6 system and components and cladding criteria. `' Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 ((All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factorl.6 Truss designed for wind loads in the plane of the truss only. 0 0 cO co o' v o t a► 0 M-3x4 y 3' 3, 0-10 (PROVIDE FULL BEARING:Jts:2,4.31 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3sale: 0.5843 ca" GINE 'L9/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4/C/ �! E v'9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon upon the parameters shown and Is for an individual • $® r Truss: J 3and Warnings before constrnctlon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.o.such away unless braced throughout their length by ` ®� continuous sheathing such as plywood sheathing(TC)and/or drywail(ac). '/ "ii ry. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �`^� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. vy SEQ. : 5 992823 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, •, ,-r O�>k design loads be appied to any component. and are for"dry condition'of use. Q y 14 2 `�' TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design aassumes full bearing at all supports shown.Shim or wedge IfneceC� 0p fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. MC.'F7.R 11•,"- 6.This design Is furnished subject to the Nnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111 whichTPIANTCA in BCSI,copies of be furnished upon request9. Me SA,lnC/CompuT s Sof Were 7.6.6(1L)-E lines ratFo bcotectopltedesign 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 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 Q ' 42 BC: 2x4 KDDF #1&BTR SPACED 24.0' D.C. 2-3=(-63) 49 2-4=(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 321V -14/ 73H 5.50' 0.51 KDDF ( 625) Connector late prefix designators: LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 57V 0/ OH 5.50' 0.09 K3'- 10.9' -99/ 114V 0/ OH 1.50' 0.18 KOOF625) C,nncorC la (or no prefix) = ormpuTrus, Inc DDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 nsfl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.001' @ 0'-•10.0' Allowed = 2.111111' 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' f 1' MAX TC PANEL LL DEFL = 0.012' @ 2'- 2.2' Allowed = 0.246• MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4' Allowed = 0.333' 12 MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4' Allowed = 0.333' 6.001.7 MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting systemand components and cladding criteria. Wind: (All40 mmpHeights),2Enclosed,aCat82 LExp. ,ASMWFRS(DCE ir), load duration factor=l.6, Truss designed for wind loads nr CD in the plane of the truss only. N Cl Of- 7 IN M-3x4 1` y yF 0-10 (PROVIDE ULL BEARING•Jt< t a) 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 ��'��GN FFss�o WARNINGS: GENERAL NOTES,unless otherwise noted: 2. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,{/// -� Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper e y[ 0 E t 2.204 compression web brednp must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: BS 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 `�, continuous sheathing such as plywood ueathin and/or drywallBC. `r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ ) ! di LZ 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. -57 loadsSEQ. : 5992824fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �G ts It/ TRANS I D• 403334 design loads be applied to any component and are for"dry condition"of use. 6. 1 • 5.CompuTrus hes no control over and assumes no responsibilityresponsibilityfor the Design assumes full beefing atas supports shown.Shim or wedge If 'O q y 14';'1 0p�- fabdcaUon,handling,shipment and installation of components. necessary. R' 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequateadonbothdrhlrace is f truss,an ✓/�p.R` ` I VIII)VIII VIII VIII((III VIII VIII(III(III byPlates shall be located on feces of truss,end placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. fines coincide with joint center Ines. 9MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 0.Forits indicate size of basic connector plate desiglate in n values see ESR-1311,ESR-1688(Welt) EXPI RES:12/31/2015 16. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0/1&M LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12'OC. MON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 263V -7/ 43H 5.50' 0.42 KDOF ( 625) 1'- 10.9' -108/ 90V 0/ OH 1.50' 0.14 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 'on spacing.I 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 = 0.001' @ 0'--10.0' Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' T 4' MAX IC PANEL LL DEFL = 0.001' @ 1'- 0.0' Allowed a 0.097' MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.005' 0 2'- 8.6' Allowed = 0.250' 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8' Allowed = 0.333' 6.00 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads I, in the plane of the truss only. o 0 os- 4- o Pea M-3x4 1, /, 1, 0-10 (PROVIDE FULL BEARING'Jts:2.3.41 6-00 �° PROOFS JOBNAME : POLYGON PLAN 5-6 NH - J1 Scale: 0.7144 �� GINErA0 S'/,2WARNINGS: GENERAL NOTES,unless otherwise noted: 4CIr� '91.Builder and erection contractor should be advised of all General Notes 1.This design is based ony upon the parameters shown and is for an Individual ;i I� ®O E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: a�1 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /p 3.Additional temporary bracing to Insure stad6y during construction 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 le h by ,4- ®� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)andlor drywal C), / wort.iDATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ? OREGON SEQ. : 5992825 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, �L7. 2 N ��� TRANS I D: 403334 design loads be applied to any component and are for"dry condition'of use. �O '9Y 14, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tali bearing at all supports shown.Shim or wedge if ii,, fabrication,handling,shipment and Installation of components. resign assumes. lip P 7. necessary. n adequate drainage is provided. - r'i R I L`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 • 11111111111111111111111 TPIANTCA In SCSI,copies of which unit furnished upon request. Digs coincidewith joint comer lines. 9.DigitsIndicatesize of plate to lines 10. . MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Mi&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF qt&BTR SPACED 24.0' O.C. 2- 3=(-257) 48 7. 9=(-158) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3. 4=(-224) 105 3- 9=(-308) 164 LOADING 4- 5=(-153) 67 TC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -68) 32 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0• TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector pplate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) CnnctorCpa (or no prefix) = orspuTrus, Inc 0'- 0.0' -29/ 351V -53/ 231H 5.50' 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 127V 0/ OH 5.50' 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9' -120/ 259V 0/ OH 1.50' 0.33 KDDF 625 9'- 10,9' -137/ 286V 0/ OH 1.50• 0.37 KDDF625 BOTTOM CHORD CHECKED FOR I0PSF LIVE LOAD. TOP 13'- 11.7' -50/ 106V 0/ OH 1.50• 0.17 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 nsfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10,0' Allowed = 0.083' MAX TL CREEP DEFL = -0,001' @ 0'--10,0' Allowed = 0.111' MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254' 13-11-11 MAX TL CREEP DEFL = -0.015' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3' /- MAX HORIZ, TL DEFL = 0.009' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19t AT TIME OF MANUFACTURE, 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22,7ft, TCDL=4.2,BCDL=6,0, ASCE 7.101 (All Heghts), Enclosed, Cat.2, Exp,B, MWFRS(Dxr), c load duration factor=t.6, Truss designed for wind loads 0 o in the plane of the truss only. N. 17 M-4x6 0 c M-3x4 i ii �� c m y.4- .�'�=�8 M-3x4 0 C•1 O O <`! M-3x4 M-1.5x4 N - )' J' 1' 2-03-12 2-10-08 0-09-12 r , y y y 0.10k 2-05-08 , 11-06-03 )- 6-00 7-11-11 PROVIDE FULL BEARING:Jts:2,9.4.5,6) JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 S��op PRoPFss/` Ill R 02 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 andCC.Warnings before construction commences. building component.Applicability of designparameters andproper .0 r Truss: J7C9 pa pp ty o / E 2.2x4 compression web bredng must be Installed where shown+. InDesign assumes e the top ant Is the mspo dto of the ally etner. Aillir/' 3.Additional temporary bracing to Insure stablaty during construction 2.Dealgn assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.continuous pact bridging or lateral brasuch as cing requiredod rwhere shown+drywall(8C). _...,,,,m.,,,,, /Ir 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992826 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, yG , OREGON tu !!j design loads be applied to any component. and are for"dry condition"of use. ,9 - 1 '`' TRANS I D: 403334 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 Q C3'. 14, 2a -E- fabrication,handling,shipment and installation of components. necessary. ,_..13'. A R I L\'eP 6.This design Is furnished subject to the Imitations set forth 7.Designlatesassumes adequate an both drainagecisprovided.truss, I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located an both faces truss,and placed so their center TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits Indicate size of plate In inches. MITek USA,IDC./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2. 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.0. 2- 3=(•245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=1(-213 71 3- 9=(-289) 171 LOADING 4- 5=(-155 77 TC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6='-101 0 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 OVERHANGS: 10,0' 24.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 0'- 0.0' -27/ 356V -39/ 215H 5.50' 0.57 KDDF ( 625 C5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF 625) M,M209S,MI8HS (or no eprefix) = riesuTrus, Inc LIMITEDISTORAGE DOES NOT APPLY DUE 2 THE SPATIALI5'• 10.9' -136/ 299V 0/ OH 1.50' 0.38 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7' -183/ 405V 0/ OH 1.50' 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Desion checked for net(-5 anti uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0,001' @ 0'-•10.0' Allowed = 0.111' MAX LL DEFL = 0.009' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.014' @ 2'- 3.8' Allowed = 0.339' 11-11-11 MAX LL DEFL = 0.042' @ 11'- 11.7' Allowed = 0.200' 1' T MAX TL CREEP DEFL = -0.048' @ 11'- 11.7' Allowed = 0.267' f -,, MAX HORIZ. LL DEFL = -0.007' @ 5'• 2.3' MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6 0 o Truss designed for wind loads in the plane of the truss only. M-4x6 M-3x4 �� co aSco MB - __. v �r>!m g ui /-• c ��e M-3x4 M-1.5x4 CD O M-3x4 b 3. 3. ; 2-03-12 2-10-08 0-09-12 3- > * 1' 0-10,, 2-05-08 ,, 9- 06-03 .1 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,9,4.51 toP JOB NAME : POLYGON PLAN 5-B NH - J6C �c G(N Rsio. Scale: 0.3429 WARNINGS: GENERAL NOTES,unless otherwise noted: <t./ J/�f -s7 1.Sulker 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 `Cir 2 C.L.6 E r Truss: J6C 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 responsidily of the building designer. Age, - 3.Additional temporary bracing to Insure stability during consWNon DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 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 Ie lh by continuous sheathing such es plywood sheathing(TC)and/or drywallC). / ' "PPP �"' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bredng required where shown++ ! t tti SEQ. : 5 992827 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A_OREGON fasteners are complete and at no time should any loadsnon -corrosive greater than 5.Design assumes trusses are to be used In a nocorrosive environment, 9`.O-.7 . +'` design loads be applied to any component and are for"dry condition-of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tun bearing at all supports shown.Shim or wedge If 14, !s TRANS I D: 40333 4 fabrication,handling, necessary. 41 t7 VP shipment and Installation of components. 7,Design assumes adequate drainage Is provided. `n R�,' 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 TPOWTCA in BCSI,copies of v.al be furnished wh ch e vAth joint center Ines. 111111111111 III VIII VIII(III(IIIMu c USA,Inc./CompuTrus(Software+7,6.6('1�)E request 10.lines FForib Indicate ic connectoroslze of platetdesig revalues see ESR-1311,ESR-198m(MITek) EXPIRES:12/31/2015 1E1(IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KODF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2.7=( -69) 178 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-245) 43 6.8=(-114) 278 6.3=` 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3.8=(•289) 118 LOADING 4.5=( -70) 32 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -27/ 347V -37/ 166H 5.50' 0.55 KDDF ( 625 ConnectorCNl8 (or no prefix) = orspuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625) C,CN,C1 ,C818, r n MiTek xT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' -138/ 301V 0/ OH 1.50' 0.39 KDDF 625)OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7' -49/ 103V 0/ OH 1.50' 0.16 KDDF ) 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfI uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.001' @ 0'--10.0' Allowed = 0,111' MAX LL DEFL = -0.007' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.014' @ 2'- 3.8' Allowed = 0.339' 9-11-11 MAX HORIZ. LL DEFL = -0.005' @ 5'. 2.3' 1' T MAX HORIZ. TL DEFL= 0.009' @ 5'• 2.3' /- -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.0017 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads i) c in the plane of the truss only, o a) 4 M-4x6 �D � ire co m 8 ►_� y _�'m M-3x4 M-1.5x4 J.0 M-3x4 M-3x4 y y k J. 2-03-12 2-10-08 0-09-12 J' J. ), J. 0-10 y 2-05-08 7-96-03 y 6-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.8,4.51 JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3783 �,�'N�?N R.n WARNINGS: GENERAL NOTES,unless otherwise noted: /// 1 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 ,�� , 21 S E 9r Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters end proper 77G000/ 2.2x4 compression web bracing must be installed where shown.. Incorporation or component is the responalblly or the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chards to bo laterally braced et DES. B Y: BS 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 o® DATE: 7/11/2014 responsibilitybuilding g continuousimactbri sheathing suchr l bracingas goequred where show) lordrywall(BC). `yam.,, the overall structure is the of the designer. 3.20 Impact bridging or lateral required where shown++ -10 1Z- 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON co SEQ. : 5992828fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7�_ ,, , design loads be applied to any component. and are for"dry condition'of use. _/ ,9 1 '` TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If 4. O • 14, 2. fabdcalon,handling,shipment and Installation of components. necessary.s �7rq R'L• eP 7.Design assumes adequate faces drainage Is provided. ,1'/Ck. 6.This design Is famished subject to the irritations set forth by 8.Plates shall be located on both facof truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII(III(IIIMITE SA,InC./CDmpulrus SoUWTCA in BCSI,copies of which ftware+7.6.6(114-E ll be furnished upon quest, coincide joint 9.Digits Indicate size of plate In inches, 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -84) 228 7.6=( 0) 18 BC: 2x4 KDDF 1118,BTR SPACED 24.0' O.C. 2-3=(-297) 65 6-8=(-138) 358 6.3= 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-1534 82 3.8=1-372 ) 143 LOADING 4-5=(-100) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 8flG AREA OVERHANGS: 10.0' 23.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -35/ 328V -24/ 151H 5.50' 0.53 KDDF ( 6253 Connector plate prefix designators: 5'- 2.3' 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625)) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -182/ 415V 0/ OH 1.50' 0.53 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 nsfl uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.010' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339' MAX LL DEFL = 0.041' @ 7'- 11.7' Allowed = 0.197' MAX TL CREEP DEFL = -0.047' @ 7'- 11.7' Allowed = 0.263' 7-11-11 T MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3' f- 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017 NOT EXCEED 19°e AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting systemand components and cladding criteria. j1 co c Wind: (AllmphmpHeights),2Enclosed ,4Cat 2, Exp. ,ASMWFRS(DCE cr), load duration factor=l.6, Ci Truss designed for wind loads o in the plane of the truss only. M-4x6 "' �I M-3)(4 �� m - co ilo 8 W A it M M-3x4 M-1.5x4 c o O 7 C M-3x4 y y ), ) 2-03-12 2-10-08 0-09-12 1, y y y 0 10 y 2-05-08 5-06-03 , y 6-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,8,4' JOB NAME: POLYGON PLAN 5-B NH - J4C 3pale: Q.426B �<A D PROFFss 5 t3GIN ' t. WARNINGS: GENERAL NOTES,unless othew4se noted: h/ •T -v 1.Bolder 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= •�G� O buildingcomponent.A Applicability of designparameters andproper o a ;E '1-- Truss: and Warnings before construction commences. PPtl tY 9 J4C incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradnp must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabliy during constructionDES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.o.respectively unless braced throughout their length by `! ® ' continuous sheathing such as plywood sheathing(TC)end/or drywail(6C). '/ rt DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 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. 7 A'�J_OREGON �' SEQ. : 5992829 fasteners are complete and at no time should any b4 ads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - - Its design toads be applied to any component. and are for"dry condition'of use. / �S! .2° �- TRANS I D: 403334 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 O 14, 0P fabrication,handG Decessary. E ng,shipment end Installation of components. 7, necessary. assumes adequate drainage Is provided. R R I1. 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 II II VIII 1111 VIII VIII VIII III)IIII TPIAMiCA in SCSI,copies of which will be famished upon request. 9.Digits indicate withizof plateaIn Inches. ' MiTek USA,Inc./CompuTrus Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 IIIA)IIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KODF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(-135) 22B 6-5=( 0) 18 BC: 2x4 KDDF 1/1&BTR SPACED 24.0' O.C. 2.3=(-297) 65 5-7=(•218) 358 5.3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=( •55 41 3-7=(-372) 226 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7,N) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0,0• TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0' -48/ 365V -22/ 104H 5.50' 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3' 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) 5'- 11.7' -48/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. (GOND. 2: Design checked for net(•5 psf) uplift at 24 'oc sooting I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ O'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0,001' @ 0'-•10.0' Allowed = 0.111' MAX LL DEFL = 0.012' @ 2'• 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.009' @ 5'. 2.3' MAX HORIZ, TL DEFL = 0.011' @ 5'- 2.3' 5-11-11 '1' 1' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. A- -, Wind: 140 mph h=20,7ft, TCOL=4,2,BCDL=6,0, ASCE 7.10 )0( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads 0 in the plane of the truss only. 0 ,m -4x6 0 0 loorio ,... M N M-3x4 __digirdtl_ GG o11111111E11111m M-3x4 M-1.5x4 �o 0 MEISell 0 6 0 M-3x4 1. J, ), ), 2-03-12 2-10-08 0-09-12 ), ./ J. 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.7.41 JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 �S.\C�NGNE 53 gsj0 WARNINGS: GENERAL.NOTES,unless otherwise noted: 4. 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: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper �� � el� E 2.204 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 X. 2.Design assumes the top and bottom chords to be laterally braced at /" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.suchrespectivelyusplywood unless braced throughout their length by ' DATE: 7/11/2014responsibility building designer. continuous sheathing such as py required and/or drywal BC). f'r�,. the overall structure is the res onsibi8 of the 3.201m act bridgingor lateral bracingr uired where shown++ i. 4.No load should be rippled to any component until ever all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ci I SEQ. : 5992830 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Ty .y tu IN design loads be applied to any component. and are for"dry condition"of use. '� ..{.., TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes MI beating at all supports shown.Shim or wedge If ,O •/k 1 4, V fabrication,handling,shipment and Installation of components. Dnesessary. provided. 6,ThIs design Is tarnished subject to the imitations set forth by 8.Plates shall be Ioraten assumes Qd oo both facesdrainage i of bs, nd placed so their center ��R I`'� ch 111111 111111111 VIII 1111111 1111 1111 Mlle USA,lnc,/CompuT 9IAMICA in BCSI,copies of ISofttware+7.6.6(1Lill be furnished )-E n Quest. 1lines coincide with joint center lines. 0.FForrlb basic cot of values see ESR-1311,ESR-1988(MITek) EXPIRES:12/3112015 I111111IIII'II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF N168TR SPACED 24.0' O.C. 2-3.(-188) 24 5-7=(-76) 191 5.3=( 0) 48 WEBS: 2x4 KDDF STAND 3.4=( -22) 28 3.7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES OVERHANGS: 10.0' 0.0' 0'- 0.0' -48) 325V -14/ 73H 5.50' 0.52 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -84/ 70V 0/ OH 1,50' 0.11 KDDF625 Connector plate prefix designators: 6'- 0.0' 0/ 98V 0/ OH 5,50' 0.16 KDDF') 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(_,5 pst) uplift at 24 'oc s acp ice l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ O'--10.0' Allowed = 0.111' MAX LL DEFL = 0.005' @ 2'- 3.8' Allowed = 0,170' MAX TL CREEP DEFL = -0.010' @ 2'- 3.8' Allowed = '0.226' MAX LL DEFL = 0.000' @ 5'- 2.3' Allowed = 0.078' MAX BC PANEL TL DEFL = -0.002' @ 3'. 11.9' Allowed = 0,128' 3-11-11 MAX HORIZ. LL DEFL = -0,004' @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.006' @ 5'- 2.3' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. /- -e' Wind: 140 mphh=20,2ft, TCDL=4,2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load M-4x6 0m Trussduration designedffor owind6loads ca in the plane of the truss only. N .- M-3x4 4 alMr M-3x4 co M-1.5x4 c 6 0 M-3x4 c y 1. b ). 2-03-12 2-10-08 0-09-12 y y y y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2 4,7J JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: D,5343 �SvstoPRope <(- oJrOAA-� WARNINGS: GENERAL NOTES,unless otherwise noted: h/ "V 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual 'CC' !�G/, E r Truss: J 2C 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 responslbiity of the building designer. 3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by W 4411.111.' Po tY Pcontinuous sheathing such as plywood sheatNng(iC)end/or drywel C). �rAn!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �(`r". 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibinty of the respective contractor. 7OREGON to SEQ. : 5992831 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!�! Its TRANS I D: 403334 design loads be applied to any component and are for"dry condition'of use. / -71' V i 5.Compurws has no control over and assumes no responsibility for the 6.Design assumes full at all shown.Shim or If O 1.4,, �.. fabrication,handling,shipment and Installation of components. necDesignessary. MSR R`�� 7. latesassumes adequateadodrainage Is provided. C 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 1111111H11111111111110. II I II II II II II VIII VIII IIII II IIITPI VVICA In BCSI,copies of which will furnished upon request git coincidecoincidev Joint centerInes. Di 9. Indicate size of platete inches.Inches. MITek USA,InC./COmpulrus Software+7.6.6(1 L)-E 10.linea For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 I 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF g16BTR SPACED 24.0' O.C. 2.3=(-68) 30 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 287V -14/ 73H 5.50' 0.46 KDDF ( 625) 1'- 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 osfl uplift at 24 'oc 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 = 0.001' @ 0'--10.0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,001' @ 0'--10.0' Allowed = 0.111' MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.067' 12 3 MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' 6.00(7 MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 11 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20,2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, Tr (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), 0 load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. mf 0 Tr 111 o 0" I 2�/ 4►O' M-3x4 0-10 2-00 1-11-11 (PROVIDE FULL BEARING•Jts:2.4.3) JOB NAME : POLYGON PLAN 5-B NH - ASJ2Scale: 0.8541 \c,'<(' „Nr Seo WARNINGS: GENERAL NOTES,unless otherwise noted: �/,9. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 't� 7 g e E f Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the bultang designer. 3.Additional temporary bracing to Insure stability during constmdion 2.Design assumes the top end bottom chords to be laterally braced at /� DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ex.respectively unless braced throughout their length by O�. DATE: 7/11/2014 responsibilitybuilding designer. 2uImpousshsheathing spl wooedquirehing(TC)endfordrywail(BC). /,,,,,,. the overall structure Is the of the 3.2x Impact bridgingor lateral bradngrequired where shown++ lt 4.No load should be applied to any component until alter an bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON tx tri SEQ. : 5992832 fasteners are complete and at no Ume should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /.... /f, Z N �A• design loads be applied to any component and ere for"dry condition"of use. / TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.shim or wedge If Q y 14, A fabrication,handling, ^eco s ass 41" 4 V N shipment end Installation of components. 7.Design assumes adequate drainage Is provided. ✓/ fiR'G 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center lines IpIII III I IIID IIID VIII VIII IIID IIII IIIITPI/VUTCA In BCSI,copies of M Te USA,Inc./CompuTrus which Software 7.6.6(1 -E request. 10.Forasic co nectorplate design values see ESR-1311,ESR-1988(MITeld coincide joint 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from comet PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2X4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-45) 15 TO LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -62/ 263V -7/ 43H 5.50' 0.42 KDDF ( 625) 1'- 9.2' -18/ 21V 0/ OH 5.50' 0.03 KDOF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' •18/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,C18,018 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL :GOND. 2: Design checked for net(-5 est) uplift at 24 'oc 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 = 0.001' @ 0'••10.0' Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'-•10.0' Allowed = 0.111' T 1" MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.050' MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.9' Allowed = 0.145' 12 MAX HORIZ, LL DEFL = -0.000' @ 1'- 10.9' 6.00[ MAX HORIZ, TL DEFL = -0.000' @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=19,7ft, TCDL=4.2,BCDL=6.O, ASCE 7-101 (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. O o 0 C., 4 111 0 o'' 1 ►�i 4►i1 M-3x4 J, J• J. 0-10 2-00 (PROVIDE FULL BEARING:Jts:2.4.3) JOB NAME: POLYGON PLAN 5-6 NH - ASJ1 Scale: 0.7139 �,S�RN�N FF(SbtS WARNINGS: GENERAL NOTES,unless otherwise noted: I R . :. -. 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 (� 7.10246 E Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of '-®. the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathtng(rC)and/or drywall(BC). ,,,.4;,".„.. . DATE: 7/11/2014 pa ty 9 3.2x Impact bridging or lateral bracing required where shown++ qp (r c�1 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7� A OREGON 4/` S E Q corrosive environment, .\ ,` design loads be applied to any component. and are for"dry condition'of use. 2 A� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q �y 14, 0 0 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. L� 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 ��`� �,"� 1111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19811(Wel() EXPIRES:12/31/2015